58results about "Underground chambers" patented technology

The invention discloses a comprehensive control method for rockburst in a multiple-coalbed mining mine. According to the method, rockburst is controlled by employing two-side blasting for pressure relief, pressure-relief chamber establishment and coalbed high-pressure water injection according to monitoring data. The source of the monitoring data comprises electromagnet radiation monitoring, drilling-cutting-method pulverized coal monitoring, mine pressure monitoring and micro-seismic monitoring system monitoring. Two-side blasting for pressure relief means that during tunneling of upper gangway and lower gangway of a working face, following closely the tunneled working face, deep-hole pressure-relief blasting is arranged to the lower side of the upper gangway and the upper side and the slower side of the lower gangway. Pressure-relief chamber establishment means that the pressure-relief chambers are disposed on the lower side of the upper gangway and the upper side and the lower side of the lower gangway every 40 meters during tunneling. The coalbed high-pressure water injection means that advance water injection accompanied by coalbed high-pressure water injection is carried out on the upper sides and the lower sides of the gangways and in the pressure-relief chambers for rockburst control. According to the method of the invention, multiple methods are used for comprehensive forecasting, so that the rockburst control level is improved, the loss caused by rockburst is effectively reduces, and thus the pertinence and the effectiveness of the rockburst control are substantially enhanced.

The invention provides a construction method of close-range down-traversing operation lines at initial stages or receiving stages of a shield. The formation of water flow channels and the subsidence of overlying soil layers are effectively avoided through the following steps: monitoring an operation line; pre-reinforcing the operation line; sealing steel sleeves of tunnel portals; performing shield excavation; performing synchronous grouting by an anterior shield; performing lining segment assembling; performing double-liquid secondary grouting-reinforcement on earth within a range influenced by the down-traversing operation line of the constructed tunnel. The deformation of the operation line is guaranteed to be controlled within a safe and reasonable region, the long-term stability of the constructed tunnel and the operation line is improved, and the construction quality is greatly improved.

The invention discloses a large-section tunnel supporting system penetrating through a huge karst cave hall and a construction method thereof. The supporting system comprises a plurality of steps anda tunnel base which are sequentially excavated downwards along the top of a karst cave hall backfill body, primary supports are sequentially constructed on all the steps, and the primary supports of all the steps and the tunnel base are integrally closed to form a ring; a karst cave top reinforcing body is arranged on a rock mass at the top of the first step, multiple grouting pipes are pre-buriedin the rock wall at the top of the first step in the line direction, and expanded arch springing is arranged at the bottom of the primary support of the first step; forepoling, steel floral tubes andprimary supports are arranged in excavation side walls of other steps except the first step, the forepoling and the steel floral tubes are completely located in the backfill body, and the forepolingand the steel floral tubes are not connected with the corresponding primary supports; and the tunnel base is provided with grouting steel pipe piles and reserved grouting holes.

The invention discloses a fore support and an excavating method of an inclined tunnel. The excavating method includes: punching grouting holes in a tunnel face of a pilot tunnel of the inclined tunnel, which is to be excavated, according to a set grouting hole interval for the inclined tunnel to be excavated; forming the fore support of the tunnel face after grout liquid is injected into the grouting holes; excavating the pilot tunnel with set stride length from the tunnel face according to the height and the span of the pilot tunnel, which are designed, wherein the grouting hole interval is predetermined according to the height and the span of the pilot tunnel. The technical scheme includes that cohesion and internal friction angles of surrounding rock of the tunnel face of the inclined tunnel to be excavated, and the designed height and the designed span of the pilot tunnel of the inclined tunnel to be excavated can enable the stability coefficient of the tunnel face of the pilot tunnel to be excavated to exceed a stability threshold value, and accordingly stability of the tunnel face is guaranteed, and safety can be improved during the pilot tunnel excavating process.

A shuttering trolley for asting the whole ring lining in tunnel is composed of the telescopic front and back supporters, the front and back frame beams for anti-floating platform, main frame installed on said frame beams, various shuttering cylinders installed on said main frame, various shutterings connected to relative cylinders, and the rollers and guide tracks between said frame beams and main frame. Its advantages are high quality of lining without longitudinal seam, and high casting speed.

The invention relates to a steep cliff tunnel hole excavation construction method. A one-way tunneling scheme is used. The method comprises the steps that S1, the hole body is excavated through a central cross diagram method, excavation is performed by dividing the hole body into upper right, upper left, lower right and lower left guide holes, and temporary supporting and primary supporting are performed; S2, an upper middle small guide hole is excavated on the tunnel face at the position 7m to 9m away from an exit finished hole, a primary support of the arch portion and temporary supports of the two sides of the upper middle small guide hole are mounted, and after the hole is excavated, hole opening cutting and supporting are performed; S3, the temporary supports are dismounted, and excavation is expanded to the hole body upper half section till the hole opening from the upper middle small guide hole towards the two sides of the hole body; S4, the lower half section is excavated till the hole opening. By the aid of the construction method, one-way tunneling is performed, hole excavation is performed through the upper middle small guide hole from the inside to the outside, the hole opening can be extended to the largest extent, the tunnel construction safety is guaranteed, and the problems that lots of time and expenditures are cost due to erection of auxiliary bridges through front hole tunneling in the traditional mode are solved; meanwhile, blind slope cutting of front hole tunneling is prevented, and original landforms are protected to the largest degree.

The invention discloses a rapid construction method of a long tunnel under complex geologic conditions, which comprises the following steps: S1, carrying out 30-150m long-distance geologic prediction on the geologic conditions of a tunnel, and carrying out 5-30m short-distance geologic prediction on the geologic conditions of the tunnel on the basis of the long-distance geologic prediction; S2, excavating wall rocks of IVb and V levels according to the geologic prediction conditions by adopting a bench cut method, and excavating wall rocks of III and IVa levels by adopting a full section method; S3, predicting underground water pressure of the tunnel at the water-rich section according to the geologic prediction conditions, and adopting different curtain grouting schemes; and S4, after tunnel excavation, monitoring and measuring the geologic conditions, primary support conditions, peripheral displacement and vault sinking value. The rapid construction method has the beneficial effect of safely and rapidly finishing tunnel construction tasks under poor geologic zones.

The invention discloses a construction method for a tunnel inclined shaft opening. The construction method comprises the following processes of excavation of an interception drain ditch at the top ofa tunnel, excavation of the opening, protection of a side and face upward slope of the opening and advance support construction of the opening. When the excavation process of the interception drain ditch at the top of the tunnel is performed, segmented excavation and masonry are carried out from low to high. When the excavation process of the opening is carried out, earthwork of the opening is excavated by an excavator and a dump truck in a matched mode along an excavation line, the side and face upward slope is manually trimmed, the slope surface of the side and face upward slope of the opening is excavated according to the design slope, and the slope is brushed according to the design slope from top to bottom. The protection process of the side and face upward slope of the opening is followed by the slope brushing of the side and face upward slope; and when the advance support construction process of the opening is performed, advanced small pipe support is adopted and the advance support construction process comprises the following steps of small pipe production, drilling, small pipe jacking and grouting. The construction method can create favorable conditions for tunnel construction, ensures construction safety, shortens tunnel construction periods and reduces construction cost.

The invention discloses a shield machine receiving steel platform which comprises a plurality of steel supporting upright posts, a thick steel plate and a steel bracket; under the condition that a medium plate structure is too late to construct, a steel upright post platform can be utilized for receiving a shield machine; a connecting system cross-welded and fixed by 20a I-shaped steels is adoptedamong the steel upright posts, so that the integrity is ensured to be formed among the steel upright posts, therefore, the stability is higher; the receiving bracket is welded with the 2-cm steel plate by adopting additionally-arranged I20a angle steels as an anti-slip stop block, so that the slippage of the shield machine is prevented, and the shield receiving safety is ensured.

The invention discloses a tunnel drainage disease prevention processing method, which comprises the steps of obtaining the water pressure at each point on the outer surface of a secondary lining in ablocking section in consideration of the actual longitudinal flow of underground water along the space between an initial support and the secondary lining, determining the drainage amount of a circumferential blind pipe, further determining the diameter and spacing of a newly laid longitudinal blind pipe (5) and a newly laid circumferential blind pipe (6), and finally laying the newly laid longitudinal blind pipe (5) and the newly laid circumferential blind pipe (6) in surrounding rocks at the outer side of the initial support of the tunnel, and leading the underground water outside the tunnellining to a ditch at the inner side of the tunnel by using the blind pipes, thereby fundamentally reducing the external water pressure of the lining. The invention further discloses an existing tunnel drainage disease prevention processing system, which comprises an existing tunnel main body and a novel drainage system, wherein the novel drainage system includes a newly laid longitudinal blind pipe (5) and a newly laid circumferential blind pipe (6), thereby solving a problem that the lining bears high water pressure after the blockage caused by small diameter of the original drainage blind pipe and the aging of materials, and ensuring the structural safety of the tunnel.

The invention belongs to the technical field of mine water prevention and control and particularly relates to a curtain grouting method for a shallow buried nearly horizontal burnt rock water-bearinglayer. The problems that as for existing curtain grouting, the drilling engineering amount is large, the drilling cost is high, drill holes cannot be drilled continuously in burnt rock, effect inspection holes possibly have leakage points, and area occupation of a drilling field is large are solved. The curtain grouting method provided by the invention mainly comprises the following steps that (1)a curtain line is arranged; (2) a row of vertical holes is arranged in the curtain line at equal distances; (3) an orifice closed grouting technology is adopted, and the burnt rock water-bearing layer is grouted according to the drilling sequence; and (4) after all the vertical holes in the curtain line complete drilling and grouting, the 1-N nearly horizontal directional drill holes are arranged, and 1-N layers of horizontal sections of the directional drill holes are arranged. The curtain grouting method has the following advantages that area occupation of the drilling field is small, the drilling engineering amount is small, the drilling engineering cost is low, choices of the drilling field are more, and the effects of curtain inspection and grout supplementing are good.

The invention discloses a pre-laying waterproof coiled material construction process for welding and adhesive bonding combined construction. The process is used for a construction site of a concave structure. The method comprises the following steps of S1, preparation before construction, wherein a base surface is cleaned, it is ensured that the base surface is clean, flat, firm and free of accumulated water, internal corners are treated with cement mortar, and auxiliary materials, construction machines and tools are prepared; S2, laying of a plane coiled material, wherein the plane coiled material is pre-laid, and long-edge lap joints, short-edge lap joints and lap joint seams are sealed respectively; S3, treatment of the internal corners, wherein the coiled material at the internal corners is cut, and pre-laying and lap joint treatment are performed; S4, laying of a facade coiled material, wherein a facade is subjected to coiled material lap joint treatment and lap joint seat reinforcing treatment; and S5, repair of coiled material damage, wherein damage to the coiled materials are repaired. The pre-laying waterproof coiled material construction process adopts a welding and adhesive bonding combined construction method, and the defects that adhesive bonding of the coiled materials on the construction site during construction is not firm, and water channeling hidden hazards exist are overcome.

The invention belongs to the technical field of tunnel safety detection, and relates to a gas tunnel system anchor rod and an anchor rod detection safety construction method. The gas tunnel system anchor rod is installed in tunnel primary support sprayed concrete, and the tunnel primary support sprayed concrete comprises primary sprayed concrete and secondary sprayed concrete. The gas tunnel system anchor rod comprises an anchor rod body, one end of the anchor rod is provided with a lathe thread, and the end, close to the lathe thread, of the outer side of the anchor rod is sleeved with a casing pipe; a hollow hole channel is formed between the casting pipe and the anchor rod; and one end of the casing pipe and the lathe thread end of the anchor rod are provided with a plastic cap in a matched mode. The gas tunnel system anchor rod further comprises a sleeve connected with the lathe thread end of the anchor rod, the sleeve is internally provided with an internal thread matched with thelathe thread, and the end, away from the anchor rod, of the sleeve is provided with a standard part for detection in a matched mode. According to the gas tunnel system anchor rod, the surface of theprimary sprayed concrete is in mechanical connection with the long anchor rod, through the detection method, the anchor rod detection requirements can be met, in addition, the no-flame operation requirement for the interior of a gas tunnel can be met, and the construction safety requirement of the gas tunnel is met.

The invention relates to a shield horizontal freezing receiving construction method which is suitable for shield construction in water-rich stratum and high-water-pressure stratum. The shield horizontal freezing receiving construction method includes the following construction steps that the receiving end head is frozen and strengthened by the horizontal freezing method; receiving is prepared; a freezing pipe is pulled out and a pipe hole is sealed and blocked; a hole ring reduction device is installed; tunneling construction is carried out in a freezing area, a water stop hoop is applied; theeffect of the water stop hoop is verified; a shield machine drives a diaphragm wall; and shield receiving is carried out. By adopting the technical scheme, the stability of shield reaching the receiving end, the safety of shield construction process of the receiving end and the smoothness of shield receiving process can be effectively guaranteed.

The invention belongs to the field of building construction, and relates to a tunnel inverted arch structure capable of effectively resisting floor heave. The main structure comprises an inverted arch, inverted arch filler, a drainage channel, a drainage pipe, a water outlet, an anti-backwater rubber strip, a water seepage hole, arch foot locking anchor rods, anti-floating anchor rods and a rhombic steel grating; the drainage channel and the drainage pipe in surrounding rock can effectively discharge water in the surrounding rock at the bottom of the inverted arch along the inverted arch drainage channel, so that high water pressure at the bottom of the inverted arch is released, the effect of external buoyancy on the inverted arch is reduced, and the anti-floor-heave capacity of the inverted arch structure is improved; the two arch foot locking anchor rods can make the inverted arch structure tightly connected with an upper lining and lining locking foot anchor rods, and the buoyancyresistance of the inverted arch structure is improved.

The invention discloses a net anchoring drill carriage which comprises a lower carriage frame and an upper carriage frame arranged on the lower carriage frame and further comprises a net anchoring mechanism. The upper carriage frame is provided with a drill arm seat, a drill arm arranged on the drill arm seat, and a drill rod propeller arranged on the drill arm. The net anchoring mechanism comprises a supporting arm assembly and a hanging net assembly. According to the net anchoring drill carriage, the net anchoring mechanism is arranged on the drill carriage, thus, when an net anchoring support needs to be arranged at the top of a roadway, the end of a steel wire net volume is connected with a horizontal support, and then the position of the horizontal support is adjusted through the supporting arm assembly to enable a steel wire net on the horizontal support is located at the top of the corresponding roadway; then the drill rod propeller is controlled by the drill carriage to conductdrilling among steel wire net holes; and finally, through the drill rod propeller, the drill rod is inserted into a drill hole, and the steel wire net is fixed to the top of the roadway through the anchor rod. According to the net anchoring drill carriage, the drill carriage is driven to travel along the roadway, thus, net anchoring operation is repeatedly conducted so that the net anchoring support can be quickly arranged in the roadway, the operation efficiency is high, and safety is good.

The embodiment of the invention discloses a flexible support and a supporting method and relates to the technical field of surrounding rock supporting. The flexible support comprises a hose and a grouting opening device, wherein the grouting opening device is in sealing connection with the end of the hose. The hose is provided with an exhaust device. A cavity in the hose is internally provided with a tensile flexible wire in a penetrating mode. The ends of the tensile flexible wire are fixed to the grouting opening device, or the two ends of the tensile flexible wire are connected with each other. The supporting method comprises the steps of conducting supporting by using the support. The flexible support and the supporting method are suitable for surrounding rock supporting.

The invention discloses a high-temperature-resistant and corrosion-resistant waterproof board for tunnels and a production process of the high-temperature-resistant and corrosion-resistant waterproof board, and relates to the technical field of waterproof materials. The high-temperature-resistant and corrosion-resistant waterproof board adopts high-density polyethylene (HDPE) as main raw materials, adopts polypropylene random copolymer (PPR) and carbon black containing antioxidant as auxiliary materials, and is of a combined structure with an upper layer and a lower layer, the upper layer adopts the HDPE, the PPR and the carbon black containing the antioxidant, the lower layer adopts the HDPE, the PPR and the carbon black, and the waterproof board is manufactured through processes of parallel material-mixing extrusion, double-flow flat die co-extrusion and three-roller press polish in an attaching mode. The corrosion-resistant performance, the high-temperature-resistant performance and the ageing-resistant performance of the waterproof board are effectively improved, and therefore the waterproof board is suitable for the environment of the tunnels with high ground temperature. The waterproof board is of the combined structure with the upper layer and the lower layer, when the waterproof board is laid on site, the upper layer is tightly attached to hole walls and the lower layer faces outwards, and therefore convenience is brought to construction of the tunnels and other waterproof underground engineering.

The invention discloses a segment capable of being dismantled in a subway tunnel and a construction method thereof. According to the segment capable of being dismantled in the subway tunnel and the construction method thereof, the problems that a shield segment is difficult to dismantle and cannot be reused are solved. By arranging top-sealing blocks and annular segments, the segment can be dismantled in the tunnel, crushing is not required, and the segment can be reused. According to the technical scheme, the segment comprises a plurality of standard blocks forming arc-shaped structures in adjoined and surrounding modes, two adjoining blocks are closely attached to the two ends of each arc-shaped structure correspondingly, top-sealing assemblies are arranged between the adjoining blocks,and the standard blocks, the adjoining blocks and the top-sealing assemblies constitute a cylinder-shaped structure; the top-sealing assemblies comprise the top-sealing blocks and arc-shaped segments,wherein the top-sealing blocks and the arc-shaped segments are arranged between the adjoining blocks; the top-sealing blocks and the arc-shaped segments are axially spliced to jointly block gaps between the adjoining blocks, the two sides of each arc-shaped segment are both provided with wing plates, the joints of the adjoining blocks and the arc-shaped segments are provided with wedge blocks, and the wing plates and the wedge blocks are arranged in a closely-attached mode.

The invention discloses a sand pebble pipe jacking machine, which comprises a tool pipe, a relay room and a work pipe. The front end of the tool pipe is provided with a ring cutter. An angle between the ring cutter and a horizontal plane is [alpha] less than the natural angle of repose of a sand pebble. The relay room is provided with front jacks. The maximum jacking length of each front jack is Hmeters. The bottom of a front pressure-bearing ring is upwards connected with a baffle. The baffle upwards supports a shaftless screw conveyor. The shaftless screw conveyor in the work pipe is downwards connected with a front stopping plate and a rear stopping plate. The work pipe is provided therein with an electric bucket truck. The tunneling section area of the tool pipe is S square meters. The volume of the electric bucket truck is V cubic meters. The distance between the front stopping plate and the rear stopping plates is L meters, wherein L=V/S and H is an integral multiple of L. The present invention also discloses a pipe jacking construction method using the sand pebble pipe jacking machine. The sand pebble pipe jacking machine can excavate sand pebbles efficiently, prevent the conveyor from being blocked, and is low in material conveying energy consumption.

The invention provides a rapid splicing supporting shed frame. The rapid splicing supporting shed frame comprises arch frames (2), transverse supports (3) and steel wire mesh pieces (4), two or more arch frames (2) are arranged at intervals, the arch frames (2) are fixedly connected through the transverse supports (3), the steel wire mesh pieces (4) are installed in frame grids formed by the archframes (2) and the transverse supports (3), the arch frames (2) are divided into two sections connected with each other, the top of each arch frame (2) is provided with a rotating structure (5), and the rotating structures (5) can rotate in the axial direction and the lateral direction around the arch frames (2). The rapid splicing supporting shed frame has the advantages of short construction time, easy assembly and good applicability.

The invention provides a waterproof sealing structure for a duct pipe connecting joint of a shield tunnel. The waterproof sealing structure comprises a waterproof sealing gasket body, wherein one side face of the waterproof sealing gasket body is inserted in a corresponding waterproof sealing gasket groove in a duct pipe, and the other side face of the waterproof sealing gasket body is in butt joint with a waterproof sealing gasket body of an adjacent duct pipe adjacent to the duct pipe. The waterproof sealing structure further comprises a first self-sealing body used for strengthening the waterproof capacity between the duct pipe and the waterproof sealing gasket body and a second self-sealing body used for strengthening the waterproof capacity between the waterproof sealing gasket body and the waterproof sealing gasket body of the adjacent duct pipe. One end of the first self-sealing body is connected with the waterproof sealing gasket body, so that the first self-sealing body is tightly attached to the duct pipe when being pressed. One end of the second self-sealing body is connected with the waterproof sealing gasket body, and the connecting position of the end of the second self-sealing body and the waterproof sealing gasket body is located at the end, close to the adjacent duct pipe, of the waterproof sealing gasket body. The waterproof sealing structure is easy to process, good in self-sealing effect and low in cost. Meanwhile, when the opening amount of the duct piece joint is large, waterproof failure cannot be caused.

The invention provides a cleaning device comprising a trolley, a pipeline system and a telescopic rotating device. The pipeline system comprise a cleaning feeding pipe, a cleaning discharging pipe, aconnecting part and a receiving assembly; the cleaning feeding pipe comprises one or more of a liquid inlet pipe and a gas inlet pipe; the receiving assembly comprises a receiving end; and the cleaning discharging pipe comprises a cleaning output end. By applying the cleaning device, the cleaning device has the effects that the structure is simplified; cleaning can be conducted in the one mode ofcleaning liquid, gas and a cleaning ball or by combining multiple modes; and through combination of the telescopic rotating device and the cleaning discharging pipe, space transformation of the outletposition of the cleaning discharging pipe is achieved, and the cleaning demands at the different positions are met. The invention further discloses a lining trolley comprising the cleaning device, and the construction efficiency is greatly improved. The invention further discloses a construction method by adopting the lining trolley, individual operation of grouting or cleaning can be realized, simultaneous operation of grouting and cleaning can also be realized, and the construction efficiency is greatly improved.

A fractured surrounding rock roadway three-region coordinated and coupled supporting system comprises a deep supporting structure and a peripheral surface supporting structure. The deep supporting structure comprises a plurality of three-region coordinated supporting combined anchor rods. The three-region coordinated supporting combined anchor rods are uniformly and peripherally arranged along a top plate, two sides and a bottom plate of a roadway and penetrate an anchorage fracturing region, a plastic region a and an elastic region. The peripheral surface supporting structure comprises a steel beam, a metal net and a hardened concrete layer, the steel beam and the metal net are matched for supporting along the top plate and two sides of the roadway, and the hardened concrete layer is laidon the bottom plate of the roadway. The invention further discloses a construction method of the fractured surrounding rock roadway three-region coordinated and coupled supporting system. By combination of the fracturing region, the plastic region a and the elastic region into a whole, the integral bearing capacity and deformation resistance of roadway surrounding rock are effectively improved, collapse in the fracturing region or the plastic region can be effectively avoided, giving full play to the bearing capacity of the elastic region is realized, and roadway surrounding rock stability isguaranteed.

The invention discloses a fabricated semi-active connection tunnel suitable for passing through a fault fracture zone and a method. The fabricated semi-active connection tunnel suitable for passing through the fault fracture zone comprises a grouting reinforcement area, a fabricated tunnel duct piece, wedge-shaped connection pieces, a rubber spacer, elastic deformation pieces and automatic resetting keys; high polymer slurry is used for injecting into an excavation area of the fault fracture zone; the fabricated tunnel duct piece comprises a plurality segments of duct piece bodies arranged inthe longitudinal direction of a tunnel, and the adjacent duct piece bodies are connected through the elastic deformation pieces and the automatic resetting keys; each segment of duct pieces comprisesa plurality of duct piece bodies, the piece bodies are connected through the wedge-shaped connection pieces to form a structure with the same cross-sectional shape of the tunnel, and the outer surfaces of each duct piece body are covered with the rubber spacer; and the wedge-shaped connection pieces comprise duct piece wedge-shaped grooves, duct piece wedge-shaped tenons, normal-temperature shapememory alloy layers and wedge-shaped connection piece rubber sealing layers.

The invention discloses a multi-support cooperation method for controlling broken surrounding rock of a coal mine. In the support time, firstly, the surrounding rock is supported by a retractable canopy frame, then the broken surrounding rock part is subjected to grouting cementing, and finally, the broken surrounding rock and original complete surrounding rock are anchored and cemented through extensible anchor rods; in the support space, the retractable canopy frame supports and limits initial deformation of the surface of the surrounding rock, meanwhile, the surface of the surrounding rockis protected by a leakage-preventing flexible layer, leakage of grouting slurry is prevented, the broken surrounding rock at the shallow part is subjected to grouting cementing, then the extensible anchor rods are adopted to go deep to enable the cemented broken surrounding rock at the shallow part and the original complete surrounding rock to be connected in an anchored mode; and in the support strength, the retractable canopy frame supports the gravity of the surrounding rock at the broken part, so that the breaking range is not quickly expanded, the overall structure of the cemented surrounding rock can be formed after grouting cementing of the broken surrounding rock, the gravity can be borne by the strength, the anchoring strength of the extensible anchor rods is determined accordingto the deformation rate of the surrounding rock, and the purpose of multi-support cooperative control over stable-state deformation of the surrounding rock is achieved.