3894results about "Anchoring bolts" patented technology

Embodiments in accordance with the present invention relate to the design of inexpensive mounting and pointing apparatuses for linear arrays of solar energy collectors and converters. Particular embodiments in accordance with the present invention disclose a rigging system comprising at least one, and preferably a plurality of, tensile cables onto which a plurality of solar modules are fastened. Such an arrangement provides a way of suspending solar modules over land, vegetation, bodies of water, and other geographic features without substantial perturbation of the underlying terrain. Certain embodiments comprise additional tensile cables fastened to the solar modules, such that differential axial motion of the cables produces a rotational motion component of the individual solar modules of the array. This rotational motion component effects an orientation control along one rotational axis.

The invention discloses a quick supporting method for large-deformation roadway easy to fall, break and loosen and an apparatus thereof. The method comprises the following steps of: (1) clearing away the loose stones on the wall of the surrounding rock of the roadway; (2) hanging a reinforcing steel bar mesh along the digging outline of the roadway and initially spraying one thin concrete layer; (3) arranging an anchor rod in the drill hole of the roadway wall; (4) arranging a side-wall steel grating arch to support the surrounding rock of the side wall; (5) arranging a top-supporting steel grating arch, touching the top and supporting the upper surrounding rock; (6) clearing away the floating slag at the bottom of the roadway, arranging a steel grating arch of the inverted arch, supporting and sealing the system into a ring; (7) carrying out the cement injection construction on the anchor rod; (8) welding the exposed part of the cement injected anchor rod on the steel grating arch to form a whole structure; and (9) multi-spraying concrete or steel fiber concrete along the roadway wall. The apparatus comprises an anchor rod, a side-wall steel grating arch, a steel grating arch of top arch, a steel grating arch of inverted arch, and a concrete spray layer of reinforcing steel bar. The invention has the advantage of remarkable support effect, simple method and convenient operation and solves the problem that the bracket and the surrounding rock are not adhered tightly.

The invention discloses a tunnel construction method in a fault fracture zone, which comprises the following steps: a. adopting the method of combining geophysical prospecting and drilling and combining long-distance and short-distance to ascertain the geological situation in front, and carry out advanced geological prediction; b. adopting advanced Anchor construction, pre-grouting construction of the surrounding walls of small conduits in advance, and advance support construction of grouting pipe shed and steel frame, and advance pre-support; c. Tunnel excavation and support. It provides a theoretical basis for detecting the specific location, range and water inflow of the fault fracture zone; ensures the safety of tunnel construction; on the basis of analyzing the specific location and scope of the fault fracture zone and adopting a reasonable advanced pre-support method, comprehensive and specific According to the geological conditions, choose a reasonable tunnel excavation method. It has strong applicability for the construction of expressway tunnels crossing fault fracture zones; at the same time, it has reference and reference significance for the construction of railway, municipal and water conservancy tunnels (holes) with similar geological conditions.

The invention relates to a composite support device of a dynamic pressure softrock tunnel based on a steel pipe concrete bracket, which comprises a steel pipe concrete bracket, wherein a flexible pressure sharing and releasing layer is arranged between the steel pipe concrete bracket and supported surrounding rock. The composite support device also comprises a surrounding rock grouting and reinforcing device, wherein the surrounding rock grouting and reinforcing device comprises a plurality of hollow surrounding rock grouting anchor rods, and the surrounding rock is grouted by the hollow anchor rods; after being injected with a concrete layer, the surrounding rock is covered by a flexible seal layer; and the steel pipe concrete bracket is provided with a vertical column shaped or Y-shaped or T-shaped high-strength steel pipe concrete strut. The high-strength steel pipe concrete bracket and the flexible pressure sharing and releasing layer are two necessary technologies; and the flexible seal layer, the surrounding rock grouting and reinforcement and the high-strength steel pipe concrete strut are three optional technologies. The flexible pressure sharing and releasing layer is combined with the steel pipe concrete bracket so that the whole support system combines hardness with softness, has simple structure, low cost and high support resistance and can effectively control the stability of large deformed tunnels of deep well softrock dynamic pressure, and the like.

Disclosed is a method for retaining roadway and supporting the surrounding rock in goafs under geological condition, which is characterized by first reinforcing and retaining roadway for the first time, then constructing the exceeded roadway and finally constructing and retaining roadway for the second time. The method of the invention forms an effective supporting for the secondary retaining roadway along the goafs, thus overcoming the difficulty in supporting roadway in a condition of multi mining activities. The roadway is primarily guaranteed perfect during the mining period and the amount of shrinkage is in the allowed control range, thereby providing technical support and guarantee for smoothly realizing the Y-type ventilation of the working face with high content of methane and promoting the safety production in mine wells.

The invention relates to an anchor device, for stabilizing an excavation wall and to be inserted into a hole, bored in an excavation wall. Said anchor device comprises a rigid elongated rod which defines a distal end, to be inserted into the bored hole and a proximal end, opposed to the distal end, a support member, mounted on the rod in the vicinity of the proximal end thereof and provided for resting against an outer surface of the wall of rock and an anchor head, mounted on the rod and to be inserted into the hole, bored in the excavation wall. Said anchor head comprises a flexible expandable member, mounted on the rod, made of plastic and capable of radially expanding and stretching and an activating member, movably mounted on the rod, said activating member being capable of moving relative to the rigid rod and to the expandable member and capable of contacting the same in order to exert a pressure. For anchoring the anchor head into the excavation wall at the bored hole, the activating member and the expandable member are displaced relative to one another, such as to contact each other and to allow the activating member to exert a pressure upon the expandable member, in order to cause the radial expansion of at least one portion thereof, so that said portion of the expandable member makes frictional contact on a part of the inner surface, defining the hole bored in the excavation wall.

The present invention is anchor support method and one kind of sectional hollow grouted anchor and has the features of first early strengthening locking and then grouting protection and prestressing. The sectional hollow grouted anchor consists of two sections including front solid rod and back hollow rod connected via connecting sleeve, the connecting sleeve has mortar blocking unit and hollow rod section has several centralizing units. There are side hole canal in the joint of the connecting sleeve and the hollow rod and hole canal in the support cushion for some pipe to pass through. The said anchor support method of the present invention is used for temporary and permanent fast support in both hard and weak rock formation conditions.

A geogrid using fiber-reinforced polymeric strips and its producing method are disclosed. The geogrid of a lattice shape includes plural longitudinal fiber-reinforced polymeric strips longitudinally arranged in parallel at regular intervals and formed by reinforcing fiber in a thermoplastic polymer resin, and plural lateral fiber-reinforced polymer strip laterally arranged in parallel at regular intervals and formed by reinforcing fiber in a thermoplastic polymer resin. Each longitudinal fiber-reinforced polymer strip has at lease one first contact point crossed with the lateral fiber-reinforced polymer strip on the upper surface and at least one second contact point crossed with the lateral fiber-reinforced polymer strips on the lower surface. The contact points are fixed by welding the longitudinal and lateral fiber-reinforced polymer strips. The geogrid is excellent in installation capacity, frictional feature and shape stabilisation and shows high tensile strength and low tensile strain and low creep deformation.

The invention relates to a method for preventing and treating large deformation and collapse of a softrock tunnel, which comprises the following steps: tunneling molding or enlarging a tunnel; primarily spraying the first layer of concrete, and hanging a side net and a top net at the first layer of concrete; arranging a constant-resistance large deformation rock bolt; multiply spraying the second layer of concrete; arranging a constant-resistance large deformation anchor cable on the top plate; digging and laying the first layer of base plate concrete; hanging a layer of backing screen on the first layer of base plate concrete, and arranging a base angle anchor rod at the base angle; laying the second layer of base plate concrete onto the grade level; setting a long-term ground pressure monitoring point, if the tunnel deforms to a certain preset valve, carrying out secondary support at the key position of the tunnel and carrying out pressurization and slip casting on surrounding rock. The invention can well ensure the stability of softrock tunnel under the condition of large deformation, in addition, the invention has the advantages of simple and practicable implement and lower cost.

The invention discloses a deep well tunnel cable anchor rigid-flexible coupling support and surrounding rock overall reinforced support method which is characterized by firstly excavating a tunnel according to the shape of cross section of the tunnel, and spraying concrete on the surface of surrounding rocks of the cross section formed by excavation; adopting a steel bar mesh and a high-strength prestressed anchor for supporting the surrounding rocks of the tunnel in time; implementing high-strength prestressed anchor cables at the center and two spandrels at the top part of the tunnel; re-spraying the concrete on the surface of the surrounding rocks of the tunnel; mounting a grouting anchor pipe on a top plate and two side surrounding rocks of the tunnel after the tunnel is excavated for 15-20d, and injecting cement slurry into fracture regions of the surrounding rocks of the tunnel; excavating a baseplate of the tunnel after the tunnel is excavated for 25-30d, mounting the grouting anchor pipe, injecting cement slurry liquid into a rock layer of the baseplate; and finally using the concrete to backfill the baseplate of the tunnel flat. The method can solve the problems of large deformation of the deep well tunnel and serious floor heave, avoid the repair work of the tunnel and have significant economic benefits.

The invention provides an intelligent fiber reinforced plastic (FRP) anchor rod, and belongs to the technical field of safety monitoring of geotechnical engineering. The intelligent FRP anchor rod is characterized in that the rod body is sequentially equipped with a fiber-fiber Bragg grating (FBG) sensor and an FRP wrapping layer from inside to outside, wherein the fiber-FBG sensor refers to a single-mode fiber in which one or more FBGs are written, or two parallel sensing fibers (including one common single-mode fiber and one single-mode fiber in which one or more FBGs are written). In the invention, the fiber-FBG sensor respectively transmits the sensed temperature or strain optical signals to a Raman optical time-domain reflectometry (ROTDR) demodulator, a Brillouin optical time-domainanalysis/reflectometry (BOTDA/R) demodulator and an FBG demodulator through optical switch connection and conversion. The intelligent FRP anchor rod has the beneficial effects that the embedded fiber-FBG sensor integrates test advantages of an ROTDR temperature measurement technology, a BOTDA/R test technology and an FBG test technology, thus improving reliability for long-term test of ambient temperature and strain state of the anchor rod.

A retaining element system is provided that improves face stability in poorer quality soils that are not suited to conventional soil nailing. The method includes inserting retaining elements substantially vertically into an earthen mass to shore the face of an excavation. The earthen mass can be any material or combination of materials, such as soil, clay or rock that requires excavation for the installation of a shoring wall. The plurality of retaining elements are placed side by side in a substantially linear arrangement. A plurality of soil nails are then inserted into the excavation plane, at the approximate midpoint between a pair of adjacent retaining elements. An exposed tip portion of each soil nail attaches to a wale, which is a substantially horizontal element that contacts a retaining element on both sides of each soil nail. The wale can be a beam, bracket, or a set of concrete reinforcement bars. The beam or bracket can either be a structural member, formed of steel or the like, or alternatively formed from a precast concrete. The concrete reinforcement bars can then receive a concrete fill to form a solid wale structure. Face stability is achieved with the pre-installed retaining elements, which with the wales provide complete facing support.

The invention discloses a fully automatic drilling anchor work vehicle integrating processes of anchor net paving, anchor hole drilling, anchoring agent injecting and installing of anchor bolt, and relates to the field of coal mine downhole tunnel support. The fully automatic drilling anchor work vehicle solves the existing problem of misalignment of digging and supporting caused by complicated process and low efficiency of tunnel support operation. The fully automatic drilling anchor work vehicle is characterized by comprising a vehicle body, a self-walking mechanism, a temporary support mechanism, an anchor drilling automation device, and an anchor net storing and a conveying mechanism. The anchor net is grabbed and conveyed to a temporary support frame by the anchor net conveying mechanism from an anchor net storage vehicle, and is supported by the temporary support frame to complete the anchor net laying work; and the anchor drilling automation device realizes the left-right and up-down displacement by the double-acting hydraulic cylinder in a car body sliding slot, and the rotation of the anchor drilling automation device is realized by a swing motor. According to the fully automatic drilling anchor work vehicle, the automatic laying of a back anchor net can be completed, mechanized support and automatic support of a top anchor rod and a side anchor rod can be realized, and the fully automatic drilling anchor work vehicle is matched with tunneling equipment to realize the parallel operation of digging and supporting anchor.

The present invention discloses a rock bolt having a tendon (1, 201) which is able to yield and thereby control movement of unstable rock strata into which the bolt is installed. The tendon has a portion which is provided with a grout slippage mechanism, preferably in the form of a tube (8) which surrounds the tendon. A two part grout anchor (10, 100, 200) is clamped to the tendon. The grout anchor is embedded in grout and is therefore essentially immovable. The tendon passing through the anchor is worked and thereby dissipates energy. The tendon can be either a multi-strand cable (1) or a solid bar (200). Various forms of anchor (10, 200) are disclosed with either complementary recess(es) (14) and protrusion(s) (15) or opposed protrusions (115) which form pinch point(s). A one piece grout anchor (300) is also disclosed.

Disclosed are a prestressed drilling, anchoring and grouting anchor cable and a support method. The prestressed drilling, anchoring and grouting anchor cable comprises a hollow grouting anchor cable, a sleeve, a lock, a washer and a tray, the hollow grouting anchor cable is provided with a sleeve head, a drill bit is arranged at the front end of the sleeve, and the sleeve is provided with an anchoring hole and a thread. The hollow grouting anchor cable drives the sleeve to drill holes and advances inwards through the thread in reverse rotation, a metal nail at the front end of the sleeve head punctures an anchoring agent package inside the sleeve, anchoring agents are mixed and then discharged through the anchoring hole in the sleeve, the gap between the sleeve and a drill hole wall is filled with the anchoring agents, and the anchoring function is achieved. An exhaust pipe is arranged in the anchor cable, the anchor cable is provided with a plurality of lantern-shaped grouting sections, and grout vent holes are formed in the lantern-shaped grouting sections. The prestressed drilling, anchoring and grouting anchor cable integrates drilling, exhausting, grouting and anchoring, the tail of the grouting anchor cable is firstly tensioned and fastened, grouting is then performed, an anchored body becomes reinforced pre-tightening force concrete, loose coal rocks are drilled, anchored, grouted and supported once, the problem that the anchor cable does not easily enter drilled holes in the loose coal rocks due to sticking and hole collapse is solved, the support strength of surrounding rocks of a roadway is enhanced, and the carrying capacity of a rock mass is improved. The prestressed drilling, anchoring and grouting anchor cable is simple in structure, low in cost, easy in construction and fine in support effect.

The invention provides an abdicating buffer energy-absorbing shock-proof anchor rod cable for a coal mine and belongs to the technical field of coal mine support safety. The anchor rod cable provided by the invention comprises pre-tightening nuts, a tray, an abdicating buffer energy-absorbing device, a backing plate, a slurry stop plug, a high-strength twisted steel anchor rod, an abdicating joint sleeve, a stranded wire anchor cable and a anchor cable cap, wherein the abdication jointing sleeve comprises an anchor cable joint sleeve, an anchor rod joint sleeve, a wedge-shaped cushion block, a anchor cable end part stripping-prevention protective sleeve, a rubber sleeve and an installation nut, the abdication buffer energy-absorbing device is of a thin wall tubular structure with folding grains and comprises an outer cylinder and a locating sleeve; the slurry stop plug, the backing plate, the abdication buffer energy-absorbing device and the tray are sequentially sleeved on the front end of the rod body of the high-strength twisted steel anchor rod and are fastened by virtue of the pretensioning nuts; the anchor cable joint sleeve and the anchor rod joint sleeve are connected through threads; the anchor rod joint sleeve is sleeved at the tail end of the high-strength twisted steel anchor rod and is connected with the stranded wire anchor cable by virtue of the wedge-shaped cushion block.

The invention relates to a fishbone-shaped anchor rod. The fishbone-shaped anchor rod comprises an anchor head, an anchor rod body and a sleeve pipe. A movable conical propelling body is arranged in the anchor head and connected to the front end of the anchor rod body through a thread. The anchor head is connected to the front end of the sleeve pipe through a thread. Spine holes are evenly distributed in the anchor head and internally provided with short-rod-shaped anchor head bore spines. Two or more pairs of fishbone-shaped blade mechanisms are evenly distributed on the anchor rod body. Each blade mechanism comprises blades and a clamp. When the fishbone-shaped anchor rod is not used, the blades are folded, abut against the anchor rod body and are located in the sleeve pipe. When the fishbone-shaped anchor rod is used, a roof bolter rotates forwards, and the fishbone-shaped anchor rod is drilled into rock soil. Pressure is exerted on the rear end of the anchor rod body, the propelling body in the anchor head extrudes the anchor head bore spines out of the anchor head, and the anchor head bore spines are embedded in a rock soil body. The roof bolter rotates reversely till the sleeve pipe is separated from the anchor head. Then, outward pull force is provided for the anchor rod body till the blades evenly distributed on the anchor rod body are in a completely unfolded state. Finally, a grouting machine is aligned with the anchor rod body and pours cement paste into the anchor rod body till a cavity between the anchor rod body and the rock soil body is completely filled. Then, installation of the anchor rod body is finished.

The present invention relates to rock bolts which may be used in mining applications. The rock bolt of this invention includes a mechanical anchoring arrangement to facilitate retaining the rock bolt in a borehole, and also a drill bit to enable self drilling of the rock bolt. Rotation of the rock bolt about an axis of the rock bolt in a first direction causes the drill bit to drill into rock and to create a borehole to receive the rock bolt. Subsequently, rotation in the opposite direction actuates a mechanical anchoring arrangement to anchor rock bolt.

An anchoring device for fixing a structural cable to a building element, the cable comprising a plurality of strands each comprising wires which are themselves enclosed together in a protective sheath, each of the protective sheaths being interrupted at a terminal edge such that the strands have each an exposed end section. The exposed section is inserted in a sealed chamber with a packing box whereof on plate is fixed and the other plate is compressed by threaded rods.

The invention discloses a steel-coal-seam long wall face non-pillar coal mining method. The method comprises the steps of (1) excavating an upper crossheading roadway and a lower crosshead roadway; (2) mounting a constant-resistance large-deformation anchor rod, processing a row of vertical energy-gathering blasting holes, and implementing blasting and presplitting; (3) erecting a column body for supporting a top plate, and arranging a protective layer on the back of the column body; and (4) carrying out recovery, slipping the top plate of a recovery face along a presplitting kerf; (5) withdrawing the column, hanging a net and spraying concrete to form a support layer; (6) mounting a slip-casting constant-resistance long anchor rod, and grouting; (7) forming a roadway automatically in the original crosshead roadway and taking the roadway as the upper crosshead roadway of the next mining face; and (8) repeating the steps (2)-(7). According to the method, the top plate at a worked out section collapses along the presplitting kerf, and meanwhile, a lower crosshead top plate is prevented from being damaged, and small caving waste rocks are prevented from entering the lower crosshead roadway, so that the roadway is automatically formed in the original crosshead roadway.

The invention discloses a layered top-controlling filling mining method for residual ores in a deep hole in a diskless area. An ore body is divided into ore room ore columns which are arranged at intervals along the travelling direction, and production is preformed by taking 6 to 8 ore room ore columns as a unit; a mountain outer oblique slope, a mountain outer sectional stulm, a sectional contact way and a mountain outer middle-section orepass form a mountain outer rail-free mining preparation system; after bursting and ore falling in medium and deep holes are performed in the ore room ore columns, a part of ores is shoveled out, and the other ores are temporarily left in a stope to form an ore pile of which the top is provided with a hollow top space with the diameter of 1.5 to 2m; a layer of mine body with the thickness of 2.0 to 2.5m is exploited from the ore pile, a 1/4 three-center arc top plate is formed by a control burst method, the out ores are pressed and exploited on the ore pile, and surrounding rocks are crushed on an anchoring rod or an anchoring net supporting and protecting top plate and a long anchoring rope supporting and protecting upper disc; the ores are taken out in a concentrating way after the top is protected, and cement and tailings are glued and filled to a 3.5-4m position; and the steps are repeated until ore blocks are completely stoped and the top is connected and filled. The method has the characteristics of safety, high efficiency, low barren loss, low cost and the like.

The invention discloses a tunnel surrounding rock monitoring method based on multifunctional intelligent anchor rods. The tunnel surrounding rock monitoring method comprises the steps of: selecting a fracture surface to be monitored for monitoring according to analysis data such as geological conditions of a tunnel, the design of a supporting structure, the surrounding environment, the vulnerability and the like; converging the anchor rods distributed at different positions of the tunnel to a fiber bragg grating demodulator by means of leading-out armored optical fibers to form a monitoring sensor network; and connecting the fiber bragg grating demodulator (which is connected with the anchor rods) with a control computer, and constructing a surrounding rock monitoring system by means of monitoring system software. The tunnel surrounding rock monitoring method is simple and reliable in principle, can be used for testing axial forces and longitudinal distribution situations of the anchor rods to obtain a surrounding rod pressure of the tunnel, and can be used for calculating an deformation amount of surrounding rocks of an excavation surface or an deformation amount of surrounding rocks of a section. The tunnel surrounding rock monitoring method can be applied to the construction monitoring during the excavation of a tunnel adopting a new Austrian tunneling method, and can be applied to tunnel deformation and stability monitoring later during the operation period.

The invention specifically discloses a bolting-grouting integrated support method for zonal disintegration of deep roadway surrounding rock, and the method comprises the following steps of: (1) after the roadway is excavated, immediately shotting concrete to close the surrounding rock, employing a high-pretightening force overstrength anchor bolt for supporting in the first disintegration zone, and arranging a steel bar net on the inner wall of the roadway surrounding rock and shotting concrete again; (2) applying a pretightening force anchor cable on the top plate of the roadway surrounding rock such that the anchoring end of the anchor cable is located in the deep intact rock mass, arranging a steel I-beam closely to the surrounding rock, passing the anchor cable through the shotcrete, the steel I-beam and a yielding ring and fixing the anchor cable on the inner wall of the roadway surrounding rock by using an anchor cable lock, thereby realizing coupling and supporting of the anchor bolt and the anchor cable; and (3) according to the monitoring result of the zonal disintegration of the surrounding rock, performing the delayed anchor bolt support for about 20-30 days, and performing grouting reinforcement on each disintegration zone by virtue of long and short combined injection pipes or a hollow sectional spiral grouting anchor bolt. The bolting-grouting integrated support method is capable of effectively performing bolting-grouting integrated reinforcement on the disintegrated surrounding rock of the deep roadway and thereby obviously enhancing the stability of the roadway.

The invention discloses a mining telescopic energy adsorption anti-impact viscous damping anchor rod and a supporting method thereof. The mining telescopic energy adsorption anti-impact viscous damping anchor rod is formed by a pre-tightening nut, a tray, energy adsorption materials, an anchor rod body, a base plate and an avoidance buffering energy adsorbing device. The anchor rod body is composed of an anchor rod end and an anchor rod body, and the pre-tightening nut, the tray, the energy adsorbing materials and the base plate are arranged on the anchor rod end. The avoidance buttering energy adsorbing device is formed by arranging a lower sliding piston, a connecting rod piston and an upper sliding piston in a buffer hydraulic cylinder in sequence, wherein the lower sidling piston, the connecting rod piston and the upper sliding piston are respectively provided with 3-4 damping holes, the damping holes of adjacent pistons are not on the identical straight line, sealing rings are arranged on the circumferential face of the upper sliding piston and the circumferential face of the lower sliding piston, and the connecting rod of the connecting rod piston penetrates through the upper sliding piston and the upper face of the buffer hydraulic cylinder and then is connected with the anchor body together. The mining telescopic energy adsorption anti-impact viscous damping anchor rod can maintain constant resistance in the process of resisting rock burst, can retard impact loads, reduce the damage to the surrounding rock in the anchoring range of the anchor rod by the impact energy, and perform the function of further stabilization to the roof surrounding rock.

A marine water conversion apparatus capable of pumping ocean surface water several hundred feel below the surface to cause sufficient cooler water to rise to the surface to prevent formation of or to moderate hurricanes. The apparatus is remotely controlled and includes a propulsion system for moving it to a new location or in predetermined patterns through use of a global positioning system and computerized controls. Power for driving the pumps may be provided by a wind turbine driven electric generator at the upper end of an upper tube section pivotally connected to a float tank on a vertical axis.

The invention discloses an excavation supporting method for tunnel construction. In the method, the tunnel is excavated in parts and blocks, arch part primary support and temporary steel frame support are erected to form reticular closed stable support system, and finally a complete tunnel section is formed, the excavation and support of each part are in vertical staggered manner along tunnel and are carried on through parallel advancing construction method. The excavation supporting method has large excavation part section, facilitates the operation of construction machinery, has simple primary-support process, easy operation, reduces the arch jack fabrication, anchor rod mounting and concrete spraying processes for middle partition and temporary inverted arch construction, reduces the construction period and the construction cost.

The invention discloses a top breaking gob-side entry retaining method for tender roofs. The top breaking gob-side entry retaining method includes steps of firstly, reinforcing and supporting the tender roofs of roadways jointly supported by original anchor meshes and cables or supported by sheds; secondly, laying wire meshes on gob sides; thirdly, preliminarily breaking the roofs of the roadways on the gob sides; fourthly, piling up preliminarily broken caved gangue until the caved gangue reaches rock of upper-end hard roofs to form gangue piled walls; fifthly, burying perforated grouting pipes in the formed gangue walls, spraying concrete on the surfaces of the wire meshes and the surfaces of the gangue walls to form concrete sprayed supporting layers; sixthly, injecting concrete grout in each preliminarily buried grouting steel pipe by the aid of a grouting pump after the concrete sprayed supporting layers are solidified; seventhly, sequentially detaching falling preventing devices and dense reinforcing columns along with advancing of working faces; eighthly, reinforcing and supporting the roofs under special conditions. The top breaking gob-side entry retaining method has the advantages that active bearing supporting effects can be realized for inherent characteristics of the tender roofs, supporting forms are simple, the cost is low, and entry retaining effects can be efficiently realized.

This building panel consists of lightweight panel for external or internal closures of latticework support structures, which is constituted by slabs of air-setting resistant material. The slabs are reinforced in the facade panels for external closures and unreinforced for the dividing panels for internal closures. They are provided with a patterned surface on the visible face and are smooth or shaped at the edges. The visible face is formed by a thin layer of molded synthetic resin or fine mortar paste. When the layer is molded synthetic resin and is disposed as a shell for the panel, it comprises over the whole of the inner surface thereof an internal synthetic resin layer, the entire free surface of which is covered with a solid bulk material, the components of which firmly partially anchored in said internal layer and afford a substantial free surface for anchorage of the air-setting material forming the resistant body poured thereover. This material fills the entire volume of said panel shell, at the same time as it includes therein reinforcement means provided with points directly accessible from the outside of the concealed face of the panel.

This invention is a three-anchor-coupling supporting method for high stress tunnel break wall rock. Small section digging is used, roof deformation is controlled by reinforce the support of roof plate to lighten the stress concentration of two sides coal bodies. Pressure relief holes that allow wall rock to deform and damage are drilled on both sides to release the high stress in wall rack, then construction of big brush and consolidation is done. Roof and bottom angles are reinforced support in stress releasing course to effectively control deformation and damage of tunnel roof for stabilizing wall rock. bolt-spray supports anchor cable consolidation and anchor inject support in coal road and soft rock supporting is combined as one piece. Its coupled relation is fully exerted and the support problem of conforming complicated area and deep buried high stress cracking wall rack or soft tunnel. Its stability is strong, operability is strong, it is safe and reliable can meet the stability needs of roadway in complicated conditions.

The invention discloses an even-grouting structure of a coal mine tunnel and a construction technology thereof. The even-grouting structure of the coal mine tunnel comprises a lane, wherein a concrete spraying layer is arranged on the inner wall of the lane, a grouting anchor rod for filling reinforcing slurry into surrounding rock so as to form a reinforcing assembly arch on the outer side of the lane is arranged in the surrounding rock of the lane, the inner end of the grouting anchor rod is communicated with a crack in the surrounding rock of the lane, the outer end of the grouting anchor rod protrudes out of the concrete spraying layer, grouting anchor cables are further arranged at the top of the lane and in the surrounding rock on two sides of the lane, one end of each grouting anchor cable is anchored in the surrounding rock, and the other end of the grouting anchor cable is anchored on the outer side of the concrete spraying layer. Slurry is filled in cracks in the surrounding rock of the lane for reinforcing, the grouting is performed according to the softness and broken degree and the crack development degree of the rock, and repeated reinforcing and cementing are performed, so that cohesion and inner friction angles of the surrounding rock can be fundamentally changed, the surrounding rock in a broken rock zone of the lane can be in a relatively homogeneous and stable state, and the reinforcing assembly arch even in stress is formed on the outer side of the lane.