62results about How to "Improve self-supporting capacity" patented technology

The invention discloses a soft rock large-deformation tunnel supporting system and a construction method thereof. The system comprises a forepoling, a preliminary bracing, a waterproof layer, a secondary lining and other main structures, wherein the structures are constructed in sequence according to construction procedures. Surrounding rock is reinforced through advanced small pipe grouting by means of the forepoling, the preliminary bracing comprises lengthened anchor rods, a primary spraying layer, steel arches and a re-jetting layer, feet-lock bolts are further arranged at the positions of an upper bench and arch feet to be welded to the steel arches, the adjacent steel arches are connected through longitudinal connecting ribs, and the secondary lining is constructed at last to form the supporting system. The steps are simple and linked with one another, supporting lag caused by idling of labor force is avoided, and large-deformation of tunnels is well controlled.

The invention discloses a square steel confined concrete arch center wall back filling bolting-grouting support system and a construction method. The square steel confined concrete arch center wall back filling bolting-grouting support system comprises high-strength anchor rods, grouting anchor rods, grouting anchor cables and multiple square steel confined concrete arch centers, wherein adjacent square steel confined concrete arch centers are connected through longitudinal beams, anchor rod holes are formed in the longitudinal beams, longitudinal beam anchor rods penetrate the longitudinal beams through the anchor rod holes to be anchored into a surrounding rock, a wall back filling layer is arranged between the square steel confined concrete arch centers and the surrounding rock, and the square steel confined concrete arch centers, the wall back filling layer and the tunnel surrounding rock are connected through the longitudinal beam anchor rods. The high-strength anchor rods, the grouting anchor rods and the grouting anchor cables are constructed before the square steel confined concrete arch centers are erected. The square steel confined concrete arch center wall back filling bolting-grouting support system and the construction method are applicable to supporting of underground projects including weak broken surrounding rock tunnels and the like, the square steel confined concrete arch center wall back filling bolting-grouting support system has the advantages of being high in strength, good in stability, reasonable in stress and the like, and the square steel confined concrete arch center wall back filling bolting-grouting support system and the construction method can effectively improve the primary supporting strength after tunnel excavation and ensure the stability of the tunnel surrounding rock.

The invention discloses a tunnel drainage structure applicable to water-rich strata under unsymmetrical pressure and a construction method thereof. The tunnel drainage structure comprises a tunnel trunk located in a stratum, a plurality of water-collecting wells are dug in the stratum of the water-rich side of the tunnel trunk, and a drainage passage which is used for draining the water in the water-collecting well into the tunnel trunk is arranged between each water-collecting well and the tunnel trunk. The construction method of the tunnel drainage structure includes digging the water-collecting wells for well-point dewatering, digging the tunnel trunk, digging the drainage passages and other steps. The invention can decrease the water pressure around the tunnel, prevent water leakage during the operation of the tunnel and prevent landslides, tunnel face collapse and other accidents from taking place during construction, and has the advantages of high construction safety and the like.

A support method for high stress roadway coal-rock mass includes constructing surface wall rocks into a tough transition seal layer after the roadway is excavated and formed, respectively intersecting and distributing a self-entrance type grouting long anchor rod and a short anchor rod into the roadway coal-rock mass, injecting rigid slurry materials and soft slurry materials in the wall rocks inlayering mode, constructing the rigid slurry-material-injected wall rock into a rigid support layer in situ, modifying the soft-slurry-injected wall rock into a soft decompression layer in situ, and forming a rigid and soft nesting transition layer at the mutual nesting position of the two layers. The support method for the high stress roadway coal-rock mass improves the capacity of deep rock mass of the roadway wall rocks for adapting to large deformation and self-bearing, improves a stress distribution state of the high stress roadway wall rocks, enables the high stress roadway to be formedat one step and supported at one step, ensures the stability of the roadway under the conditions of complex structures, high stress, large range loosening and crushing and large deformation.

The invention discloses a sandwich arch suitable for surrounding rock support of a high-stress soft rock tunnel and a construction method of the sandwich arch. The sandwich arch comprises a surrounding rock outer ring bearing arch, an interlayer anchor rod reinforcing arch and a surrounding rock inner ring bearing arch, wherein the surrounding rock outer ring bearing arch, the interlayer anchor rod reinforcing arch and the surrounding rock inner ring bearing arch are anchored together by anchoring cable bundles to finally form an integral anchor shell sandwich arch support structure. The surrounding rock outer ring bearing arch is characterized in that a deep surrounding rock mass in front of a tunneling head is crushed according to a deep hole pre-splitting blasting method, and grouting is carried out to re-consolidate a deep fractured rock body and a crushed rock layer to form a crushed stone reinforced arch. The interlayer anchor rod reinforcing arch is characterized in that anchorrods are densely and evenly installed in a surrounding rock shallow rock layer to form a uniform-thickness layer compression zone. The surrounding rock inner ring bearing arch is a high-strength grating steel arched frame and concrete built arched bracket. The sandwich arch significantly improves the bearing capacity of surrounding rock deep and shallow rock masses, is high in supporting strengthand large in range, provides a reliable stress foundation for the anchoring cable bundles, and can realize the long-term stability of surrounding rock of the high-stress soft rock tunnel.

The invention relates to a self-supporting-layer stranding type anti-rat-bite cable and a manufacturing method thereof. The cable comprises a cable core and an outer sheath. The cable core is a layered stranding type cable core; an inner sheath coats the outsides of the layered stranding type cable core; and an anti-biting pecking-resistant splicing layer is arranged outside the inner sheath. Flat FRP strips are arranged and spliced along the circumferential direction of the inner sheath and to form the anti-biting pecking-resistant splicing layer. And the outer sheath coats the outside of the anti-biting pecking-resistant splicing layer. According to the invention, the flat FRP strips are distributed at the outer layer of the cable core densely, so that the cable has the good anti-biting pecking-resistant performance. The flat FRP strips as self-supporting tensile elements are combined with the outer sheath to form a composite outer protection layer; and the outer protection layer not only has the excellent anti-biting pecking-resistant performance but also has the high tensile capability and anti-compression capability, so that the self-supporting performance of the cable is improved. Moreover, the cable has advantages of simple and reasonable structure, large fiber capacity, excellent protection performance, high cable flexibility, and excellent bending performance is easy to use and lay; with the inner sheath, the cable fusion is realized conveniently; and the cable is convenient to manufacture and pollution on the environment is avoided.

The invention relates to pre-reinforcement projects for a tunnel-slope system, and provides a pre-reinforced composite structure for a tunnel longitudinally penetrating through slope and an implementation method thereof. The pre-reinforced composite structure comprises surface grouting, a surface anchor cable frame, a tunnel lining, grouting in tunnel and lining anchor cables. The implementation method of the pre-reinforced composite structure comprises the following steps of: based on engineering geology investigation results and geomechanical model recognition of the tunnel-slope system, determining the space layout form of the pre-reinforced composite structure, arranging surface grouting and the surface anchor cable frame firstly on the surface of the tunnel-slope system, arranging grouting in the tunnel as required, arranging bearing steel bars on the tunnel lining and pre-forming anchor cable holes for arranging the lining anchor cables. The implementation of the pre-reinforced composite structure provided by the invention can effectively reinforce the tunnel-slope system, thereby improving the stability of the slope and the self-bearing capacity of the tunnel surrounding rock, and ensuring the safe transport operation of the tunnel.

The invention discloses a stability control construction method of a water-enriched soft rock tunnel passing through a fault crushed zone. A plurality of tunnel segments in a construction tunnel are constructed respectively from back to front. During construction of any one of the tunnel segments, the method comprises the following steps: 1, performing pipe shed forepoling; 2, performing tunnel excavation and preliminary bracing: performing upper peripheral side cavity excavation and preliminary bracing, performing a reserved core soil area cavity excavation and preliminary bracing, excavatingthe cavity which is excavated firstly and performing preliminary bracing as well as excavating the cavity which is excavated secondly and performing preliminary bracing; and 3, performing tunnel secondary lining construction. The method is reasonable in design, simple and convenient in construction and good in use effect; before excavation, the upper cavity is subjected to forepoling by a self-drilling pipe shed and is excavated by a two-step method, so that the excavation efficiency is effectively improved; and meanwhile, an integral supporting system with a stable structure, which is formedby connecting a surrounding rock integral reinforced structure outside the cavity and a tunnel preliminary bracing structure and tunnel secondary lining, can effectively improve the stability of thetunnel structure and guarantee the later safety of the tunnel structure.

The invention relates to a full face tunnel boring machine tunneling extrusion deformation machine jamming disaster safety control method. The method includes the steps of evaluating the surrounding rock extrusion deformation levels of a full face tunnel boring machine in the tunneling process; and determining different-combination tunneling and step-by-step joint surrounding rock support strategies according to the different extrusion deformation levels. By means of the method, reasonable calculation of the surrounding rock extrusion deformation levels can be achieved, and construction site operation and calculation are facilitated; reasonable tunneling parameter adjustment and step-by-step joint surrounding rock support control are carried out according to the surrounding rock extrusiondeformation degrees, machine jamming is avoided under the surrounding rock deformation working condition, smooth tunneling is ensured, delay of the construction period due to frequent downtime is avoided, the tunneling efficiency is better improved, material and labor cost increase caused by excessive supporting is avoided, and project construction is more economical and reasonable; and a varietyof support methods are organically combined, the effects of strengthening and supporting surrounding rocks are effectively improved, the restoration and improvement of the stress state of the surrounding rocks are realized, the self-bearing capacity of the surrounding rocks is improved, and the construction safety is greatly improved.

The invention discloses a vibration-resistant and damping method for a connection part of a shield tunnel and a vertical shaft. The method comprises the steps that A, a vibration-resistant reinforcing body is constructed, wherein the vibration-resistant reinforcing body is composed of a main reinforcing body (1) and a gradual change reinforcing body (2), and the width and depth of the gradual change reinforcing body are consistent with those of the main reinforcing body; B, a vibration-resistant reinforcing ring is constructed, wherein a shield excavation profile surface is reinforced while the vibration-resistant reinforcing body is constructed, secondary grouting reinforcement is performed on the area through a pipe piece reserved grouting hole, and the vibration-resistant reinforcing ring is formed on the shield excavation face; C, a flexible damping layer is constructed, wherein after the shield tunneling machine breaks a wall, the outer diameter of a cutter disc is larger than the diameter of the pipe piece, a building gap is generated between the pipe piece and a soil body when the pipe piece is disengaged from a shield tail, the flexible damping layer is constructed in the building gap through a shield tunneling machine synchronous grouting system, and finally the flexible damping layer is formed. The scheme is easy to implement, operation is easy and convenient, flexible damping materials are sufficiently utilized, and the good effects on vibration resistance and damping of the shield tunnel are achieved.

The invention discloses an active and passive coupling support system for a large deformation mining roadway. The active and passive coupling support system comprises mine I-beam brackets for supporting surrounding rock of a roadway along a roof and two sides of the roadway and matched with the inner surface of the surrounding rock of the roadway, a metal mesh is arranged between the surrounding rock of the roadway and a mine I-beam; W steel strips are arranged on the inner surface of the metal mesh in a laying mode, high-strength trays are arranged on the outer surfaces of the W steel strips; anchor rods on the roof and the two sides of the roadway penetrate through the trays, the W steel strips and metal mesh to be driven into the surrounding rock of the roadway from the inner surface of a stopping roadway; the inner surface, extending out of the roadway, of the surrounding rock of the roadway is fixed by the high-strength trays; trimming beams are arranged on the two sides of the roadway, anchor cables on the two sides of the roadway penetrate through the trimming beams, the W steel strips and the metal mesh from the inner surface of the stopping roadway to be driven into the surrounding rock of the roadway, and the inner surfaces, extending out the inner surface of the surrounding rock of the roadway, of the anchor cables are fixed by the trimming beams; the anchor cable at the top of the roadway penetrates through the trays, the W steel strips and the metal mesh from the inner surface of the stopping roadway to be driven into the surrounding rock of the roadway; and the inner surfaces, extending out the surrounding rock of the roadway, of the anchor cables are fixed by the tray. The invention further discloses a construction method of the active and passive coupling support system.

The invention discloses a method for constructing a water-rich weak surrounding rock tunnel crossing a fault broken belt. The method comprises the following steps that firstly, construction is carriedout on a plurality of tunnel sections in a construction tunnel from front to rear, and when any tunnel section is constructed, the construction method comprises the following steps that 1, advanced support is carried out on a pipe shed; 2, tunnel excavation and initial support are carried out, wherein upper peripheral side hole excavation and initial support are carried out, reserved core soil area hole excavation and initial support are carried out, first hole excavation and initial support are carried out firstly and thereafter second hole excavation and initial support is carried out; and3, tunnel secondary lining construction is carried out. The method has the beneficial effects that the design is reasonable, construction is easy and convenient, and the use effect is good; the self-drilling pipe shed is adopted to carry out advanced support on the upper hole body before excavation, and two-step method excavation is adopted, so that the construction efficiency can be effectively improved; meanwhile, the whole reinforcing structure of the hole peripheral rock, the tunnel primary support structure in holes and the tunnel secondary lining are connected to form an integral supportsystem with a stable structure, the stability of the tunnel structure can be effectively improved, and the safety of the later tunnel structure is ensured.

The invention discloses a U-type steel bracket capable of actively stabilizing surrounding rock. The U-type steel bracket comprises arch crown U-type steel, shed leg portion special-shaped U-type steel, clamps, a U-type elastic filling element and an anchor rod expansion component, and is characterized in that the two ends of the arch crown U-type steel are inserted into or in butt joint with the bent parts of the shed leg portion special-shaped U-type steel on two sides and are connected with and fixed to the bent parts of the shed leg portion special-shaped U-type steel on two sides through the clamps; after being installed on the wall of the U-type steel bracket, the U-type elastic filling element makes tight contact with the U-type steel bracket and the surrounding rock and isolates the U-type steel bracket from the surrounding rock; the shed leg portion special-shaped U-type steel on two sides is subjected to widening treatment; and anchor rod holes are reserved in the shed leg portion special-shaped U-type steel, the arch crown U-type steel and the U-type elastic filling element, and the anchor rod expansion component penetrates through the anchor rod holes to be drilled into the surrounding rock, and forms a uniform support structure with the U-type steel bracket. The U-type steel bracket can actively apply setting load on the surrounding rock, improve the self-bearing capacity of the surrounding rock, improve the stress state of the U-type steel bracket, enhance the local and overall support strength, ensure contractibility and improve the supporting efficiency.

The invention discloses a device and method for strengthening different fracture zones of deep rock mass with the expansion agent head-enlarging effect. The device comprises the deep rock mass, the deep rock mass is internally provided with different fracture rock mass zones and intact rock mass zones; anchor rods are anchored in the fracture rock mass zones and the intact rock mass zones, expansion cement slurry with different contents of expansion agents is poured in the fractured rock mass zones at different depths or layers at which the anchor rods are located to form anchoring bodies at different depths, and then the anchor rods are anchored in the deep rock mass; and cushions are arranged on the anchor rods and located on the edges of the fractured rock mass zones. The device and method have the advantages of greatly shortening the length of anchoring segments, reducing the diameter of drilling holes, greatly increasing the anti-pulling force, saving the construction cost and theconstruction period and the like. The device for strengthening the different fracture zones of the deep rock mass with the expansion agent head-enlarging effect is mainly used in bridge and tunnel engineering, ports and piers, slope engineering, mine construction, national defense engineering and the like, and has a wide range of engineering practical significance and application prospects.

The invention discloses a device and a method for supporting downhole surrounding rock faults. The device and the method are characterized in that three hollow grouting pipes are uniformly distributed on a hollow support, grouting drain holes are respectively formed in the outer surfaces of the three hollow grouting pipes, winding coils are integrally wound on the outer sides of the three hollow grouting pipes and are not allowed to cover the grouting drain holes when wound, a screw-in anchor head is arranged at an end of the hollow support and is connected one ends of the three hollow grouting pipes, a grouting connecting barrel is connected with the other ends of the three hollow grouting pipes, communicating pipes are arranged in the middle of the grouting connecting barrel, a base plate is arranged on the communicating pipes, an anode pole sequentially penetrates the base plate and the communicating pipes and is arranged in the hollow support, and a protecting bag sleeves the three hollow grouting pipes. The device and the method have the advantages that the device and the method are used for supporting the downhole surrounding rock faults and crack, coal seam roadway surrounding rock of the faults can be supported by the aid of alternating-current electric fields, and the integrity and the self-bearing capacity of the surrounding rock of fault zones can be effectively improved.

A stability augmentation and solidification method for a large-section water-rich saturation fine-silt railway tunnel comprises the following steps that (1) advance dewatering is conducted by means of a double-side-wall advance pilot tunnel on the lower portion of the tunnel, and dewatering and solidification are conducted on a construction sand layer of the tunnel; (2) partial excavation is conducted, vertical steel frames are erected, the lower pilot tunnel is excavated in an upper and lower step core soil reserve method, the vertical steel frames are erected longitudinally, the whole ring of the primarily-erected steel frame of a main tunnel is divided into a plurality of units, and steel boards are utilized as flanges among the units and are connected through high-strength bolts; (3), fore shaft anchor pipes are fixedly connected to the steel frame connection boards, the anchor pipes are welded to the steel frames, the anchor pipes are filled with mortar, the steel frame connection boards are fixedly connected with longitudinal connection U-steel, and longitudinal connection reinforcing steel bars among the steel frames are distributed in a Z shape; (4) cement single fluid is poured to the back of the primarily-erected steel frame timely in a pressing mode after excavation is completed, and grouting and solidifying are conducted on the disturbed sand layer. According to the stability augmentation and solidification method, self-bearing ability of surrounding rock can be enhanced, and therefore construction safety is guaranteed.

Disclosed is a double cloth bags type grouting sealing set and method. The double cloth bags type grouting sealing set consists of a grouting device and a double cloth bags sealing device. The grouting device comprises a double-liquid equivalent grouting pump, a stirring barrel, a mixer and a rubber pipe. The double cloth bags sealing device is composed of a shallow grouting cloth bag, a deep grouting cloth bag, a rubber pipe and the like. Two grouting cloth bags encase a gas drainage pipe, a grouting and outlet line is connected, the parts are connected through quick connectors, a high hydraulic material grout mixed well is charged in, the high hydraulic material grout is charged into the shallow grouting cloth bag in a borehole after grouting is stopped, and after the grout in the two cloth bags solidifies and seals the borehole, the high hydraulic material grout is finally continuously charged into a hollow borehole between the two cloth bags through a hollow grouting pipe. Construction steps are simple, operation is convenient, the cost is low, and sealing effect is good.

The invention discloses an advanced grouting control method suitable for urban subway tunnels. According to the method, firstly, the length of each cyclic grouting pipe, the parameters of drilled holes and the arrangement mode of drilled holes are determined. Secondly, taking the layout diagram of drilled holes as a basis, a numerical simulation means is adopted for establishing a finite element analysis model about the diameter of grouting holes, the diameter of geotechnical cloth bags and the grouting amount. After that, the reinforcing effect of different geotechnical cloth bag expansion rates on the stratum, and the distribution situation of the corresponding displacement field, the corresponding stress field and the corresponding plastic area are analyzed. In this way, the optimal diameter of geotechnical cloth bags and the optimal grouting amount are determined. Thirdly, holes are drilled along the tunneling direction of a tunnel through a drilling machine, and a certain externalinsertion angle is formed in each drilled hole. Fourthly, a well prepared grouting pipe coated with the geotechnical cloth bag is put into a drilled hole. Sixthly, the slurry is injected into the grouting pipe, and then the slurry flows into the high-strength geotechnical cloth bag through slurry outlet holes. In this way, the geotechnical cloth bag is filled to expand. The final grouting amountis determined according to the numerical simulation calculation result. Finally, the grouting is carried out on the grouting pipe in a mode of spacing drilling and grouting, and a transverse grout stopping wall structure is formed.

A support system and construction method for large deformation tunnels in soft rock, including main structures such as advance support, primary support, waterproof layer and secondary lining, and each structure is constructed sequentially following the construction process. The advance support is to strengthen the surrounding rock through the advance small conduit grouting. The initial support consists of an extended anchor rod, a primary spray layer, a steel arch frame and a respray layer. There are also lock foot anchor rods and steel arches at the upper steps and arch feet. Frames are welded, adjacent steel arches are connected by longitudinal connecting bars, and finally secondary lining is applied to form a supporting system. The steps of the invention are simple and interlocking, avoiding the problem of support delay caused by idle work, and have beneficial effects on controlling the large deformation of the tunnel.

The invention relates to a self-supporting 8-shaped armored butterfly-type introduced optical cable. The optical cable comprises suspension wires (4), a suspension wire sheath (1), an optical cable sheath (2) and an optical cable unit (7). At least one suspension wire (4) is arranged in the suspension wire sheath (1). The optical cable unit (7) is arranged on a center position of the optical cable sheath (2). The optical cable sheath (2) and the suspension wire sheath (1) are connected through a connection portion (3). A waterproof layer (5) and an armor layer (6) are successively sleeved in the optical cable sheath (2). The optical cable unit (7) comprises a unit sheath (8), an optical fiber (10) and reinforcement cores (11). A cross section of the unit sheath (8) is a rectangle. The optical fiber (10) is arranged on a center position of the unit sheath (8). The reinforcement cores (11) are symmetrically arranged in the unit sheath (8) of two sides of the optical fiber (10). The optical cable has the advantages that self-supporting intensity is high; overhead or indoor laying is convenient; branching is easy to be achieved and the optical cable unit is under uniform stress after laying.

The invention belongs to the field of tunnel construction and underground engineering, and discloses a sectional grouting and self-drilling-type pipe shed advance support method. The sectional grouting and self-drilling-type pipe shed advance support method comprises the steps that according to geological conditions of a tunnel construction area, construction parameters of a pipe shed are measured, and the tunnel surface is reinforced; drilling rig equipment and grouting machine equipment are mounted; a drill bit is mounted at the end of a first-section self-drilling-type drilling rod body andconnected with the drilling rig equipment, the drilling rig equipment is started, drilling is stopped after drilling operation of the first-section self-drilling-type drilling rod body is completed,and the grouting machine equipment conducts grouting on the section; after a previous-section self-drilling-type drilling rod body is grouted, a next-section self-drilling-type drilling rod body is connected, and grouting is conducted after drilling operation is completed; and the step is repeated till the pipe shed design length is reached. A slurry overflowing hole does not need to be formed ina self-drilling-type drilling rod, the strength and stiffness of the rod bodies are improved, the self-drilling-type drilling rod serves as a pipe shed steel pipe after drilling, and the drilling hole-forming problems under the adverse geological conditions are solved; and during advancing, sectional grouting and self-drilling-type pipe shed drilling are combined to improve the grouting effect.

The invention discloses a grouting anchor rod cable combined beam for advanced supporting of deep broken surrounding rock and a supporting method. Square protective plates are fixed to the two ends ofa steel beam respectively, anchor cable holes are formed in the center of the steel beam and the centers of the protective plates, and the hole diameter is larger than the diameter of anchor cables;four anchor rod holes are formed in the protective plates, each anchor rod hole corresponds to one wedge-shaped cushion block, the plane of each wedge-shaped cushion block is tightly attached to the protective plates, the arc-shaped portions of four trays face the centers of the protective plates, grouting anchor rods sequentially penetrate through the trays and the protective plates and are fixedin a roof rock stratum through anchoring agents, and the free ends of the anchor rods apply pre-tightening force through nuts; and the anchor cables penetrate through the anchor cable holes and are fixed in an overlying stable rock stratum through the anchoring agents, and the free ends of the anchor cables are fixed through a rigging. According to the grouting anchor rod cable combined beam foradvanced supporting of deep broken surrounding rock and the supporting method, the shallow part and the deep part of a mining roadway are sequentially grouted and constructed by utilizing the combinedbeam, so that graded progressive reinforcement of the surrounding rock of the mining roadway from shallow to deep and from outside to inside is realized, and the control and maintenance of the miningroadway under the conditions of weak and broken roofs are facilitated.

The invention belongs to the technical field of optical fiber cables, and particularly relates to an optical fiber cable and a manufacturing method of the optical fiber cable. The optical fiber cablecomprises a steel strand main body and an optical cable part, wherein the steel strand main body and the optical cable part are connected through a hanging belt. According to the invention, the hanging belt, a steel strand hanging ring, a wavy hanging ring, an annular spring and a hanging connection port are arranged; when a polyethylene outer sheath of the optical fiber cable cracks, the steel strand main body can be prevented from being separated from the optical cable part under the action of the hanging belt, and the pulling of the optical cable part to the steel strand main body is buffered under the mutual cooperation of the wavy hanging ring and the annular spring, so that the self-supporting capacity is indirectly improved, and the problem of damage to the optical fiber cable is avoided; and by arranging the hanging connection port, when the surface of the optical fiber cable is connected and fixed, a hanging connection acting point can be provided through the hanging connection port, a worker can conveniently hang the optical fiber cable, and the erection difficulty is reduced.

The invention provides a gate-type roof brushing construction method of an extreme weak and broken surrounding rock layer. The gate-type roof brushing construction method of the extreme weak and broken surrounding rock layer comprises the following steps that S(1) a parallel pilot tunnel and a transverse channel are excavated by adopting a three-step method, and the parallel pilot tunnel and transverse channel support is constructed; S(2) a special-shaped gate-type supporting frame attached to a main hole outline is erected at a connecting position of the transverse channel and a main hole; S(3) a trapezoidal pilot tunnel of the main hole is excavated by adopting the three-step method along a hole top arc outline of the main hole in the width direction of the main hole, and temporary support is constructed on the trapezoidal pilot tunnel; S(4) primary support and secondary support are constructed on the trapezoidal pilot tunnel completing the temporary support; S(5) the main hole is excavated by adopting the three-step method separately facing the directions of large mileage and small mileage; and S(6) secondary lining is constructed on the main hole formed by the excavation. The gate-type roof brushing construction method of the extreme weak and broken surrounding rock layer can open up a new working surface, the special-shaped gate-type supporting frame used in the gate-typeroof brushing construction method improves the construction efficiency of a tunnel, and stress at the connecting position of the transverse channel and the main hole is intensified.

The invention discloses an anchor rod-anchor cable support system capable of bearing tunnel large deformation and an application method. The support system comprises a plurality of anchor rod-anchor cable units and a plurality of anchor cable anchorage devices. Each anchor rod-anchor cable unit comprises a rotation type first-anchoring post-pouring hollow anchor rod, an end portion anchorage device and an anchor cable, wherein the rotation type first-anchoring post-pouring hollow anchor rod is used for being arranged in an anchor hole, a front anchoring section rod body, located on the inner side of the anchor hole, of the rotation type first-anchoring post-pouring hollow anchor rod can be anchored through a resin anchoring agent, and a rear anchoring section rod body can be anchored through grouting; the end portion anchorage device is arranged at the end, located on the inner side of the anchor hole, of the rotation type first-anchoring post-pouring hollow anchor rod; and the anchorcable is arranged in the rotation type first-anchoring post-pouring hollow anchor rod in a penetrating manner, one end of the anchor cable is anchored to the end portion of the rotation type first-anchoring post-pouring hollow anchor rod through the end portion anchorage device, and the other end of the anchor cable penetrates out of the anchor head end of the rotation type first-anchoring post-pouring hollow anchor rod. The penetrating-out parts of the anchor cables of every two anchor rod-anchor cable units are connected through one anchor cable anchorage device and can be tensioned.

The invention discloses a supporting structure for rock roadbed heightening and a construction method. The structure comprises a rock roadbed, prestressed anchor cables, a connecting rod, a wall panel, a connecting rod and geogrids. The prestressed anchor cables are obliquely arranged in the rock roadbed, the wall panel is arranged at the top of a cantilever type retaining wall and connected withthe cantilever type retaining wall through the connecting rod; a plurality of layers of the geogrids and fillers are arranged on the rock roadbed on the inner side of the wall panel to form a heightened roadbed. The shear resistance and rigidity of the cantilever type retaining wall can be effectively improved by installing the prestressed anchor cables, so that the deformation of the vertical wall is effectively reduced, and the stability and the normal use of the cantilever type retaining wall are ensured. The mounting of the wall panel can effectively improve the use height of the cantilever type retaining wall, and can ensure the stability of the plurality of layers of the geogrids. The prestressed anchor cables and the geogrids belong to flexible structures and are high in shock resistance, an existing cantilever type retaining wall is not dismounted, and thus the manufacturing cost is reduced.

An electrode optimization placement method for improving the stability of surrounding rocks in a roadway belongs to the technical field of modifying the surrounding rocks of the soft rock roadway. The invention particularly relates to an electrode optimization placement method for electrochemically improving the stability of the surrounding rocks of the clay soft rock roadway. The specific placement method comprises the steps of: putting an anodic electrode in the deep part of the surrounding rocks of the clay soft rock roadway (i.e. the bottom end of a drill) by drilling, and fixing a cathode electrode on the surface of the surrounding rocks (i.e. the hole mouth of the drill). CaCL2 or AlCl3 electrolyte with concentration of 1-5mol.1<-1> is injected into the anode side through a high-pressure hose, after a direct-current power supply is switched on, the direction of electroosmosis changes from the deep part of the surrounding rocks to the surface of the shallow part of the surrounding rocks, so that water in a in rock mass of a modified area is drained from the deep part of the surrounding rocks to the shallow part of the surrounding rocks in an electroosmosis way, and higher drainage speed, higher drainage rate and better drainage and solidification effects are achieved. The method provided by the invention is beneficial for deformation and stress control of the surrounding rocks in the roadway, and the long-term stability of the surrounding rocks of the clay soft rock roadway is improved remarkably.

The invention discloses a subway interval construction method for utilizing a cantilever heading machine to downwards penetrate through a pedestrian passageway. The technologies of a cantilever heading machine, full cross section curtain grouting, advanced small pipe grouting and steel frame and reinforcing mesh fast splicing are utilized for performing construction; the cantilever heading machinecan be used for customizing different cutting teeth according to the hardness degree of surrounding rock, the tunnel face is intercepted and cut step by step according to an S-shaped intercepting andcutting path in the left and right circulation direction, the excavating and construction speed is high, and the construction progress is guaranteed; the effect of full cross section curtain groutinglies in water stopping and surrounding rock reinforcing, and the safety of construction is improved; the effect of advanced small pipe grouting lies in surrounding rock reinforcing, the self-bearingcapacity of the surrounding rock is improved, and surrounding rock deformation caused by tunnel construction is reduced; a steel frame and a reinforcing mesh are both prefabricated off-site; then an in-tunnel splicing or welding construction manner is adopted, the deformation time without supporting and protecting after surrounding rock excavation is shortened, so that surrounding rock deformationis controlled.

The invention provides a roadway grouting reinforcement method under dynamic load impact. The roadway grouting reinforcement method comprises the steps that roadway near-field surrounding rock is divided into an anchoring area and an anchoring outer area according to the breaking degree; and the anchoring area is grouted by adopting an elastic grouting material and / or an elastic and tough groutingmaterial through a partition independent grouting method or a same-hole step-by-step grouting method, and the anchoring outer area is grouted by adopting a foaming grouting material. According to theroadway grouting reinforcement method, grouting materials capable of reducing impact, absorbing energy and coordinating deformation with surrounding rock are adopted, grouting reinforcement is carried out according to the characteristics of the surrounding rock in different areas, the integrity of the surrounding rock can be kept, the self-bearing capacity of the surrounding rock is improved, deformation and energy absorption can be generated under the action of impact loads, coordinating deformation with the surrounding rock is achieved, bonding with a discontinuous surface is kept, continuous damage of impact to the integrity of the surrounding rock is reduced, the impact reduction and energy absorption characteristics of the surrounding rock are improved, the damage degree of the surrounding rock of the rock burst roadway is greatly reduced, and the catastrophe resistance under high-energy impact is improved.

The invention provides a high self-supporting and rapid heat radiating type shielding suspension wire data cable, comprising cable cores and protection sleeves disposed at the outer walls of the cablecores. Two groups of cable cores are arranged in parallel. Outer walls of the cable cores are respectively sleeved with an insulation sleeve. The outer wall of the insulation sleeve is sleeved with an aluminum ring circle, and the protection sleeve sleeves the outer wall of the aluminum ring circle. Cable compound is filled between the insulation sleeve and the aluminum ring circle. Zinc-coated wire embedded in the protection sleeve is disposed between the aluminum ring circle and the protection sleeve. The invention is advantageous in that the structure is simple and design is reasonable; byadopting multiple protection sleeves and the built-in zinc-coated wires, high self-supporting force of the cable can be realized; the internal stability of the cable during practical use can be ensured, and practical elastic-plastic performance of the cable can be maintained; the effect is obvious and the cable is convenient for popularizing and using.