67results about How to "Increase the grouting pressure" patented technology

The present invention discloses a running sand layer and sandy gravel layer dynamic-water double-liquid high-pressure slurry-injecting water-shutoff construction method which comprises the following construction steps: drilling a hole, flushing the hole, executing double-liquid high-pressure slurry-injecting operation and sealing the hole. The running sand layer and sandy gravel layer slurry-injecting liquid adopts an ordinary portland cement (P.O.42.5) and 40''Be sodium silicate as material for preparing the slurry, according to the weight proportion of water: cement, namely the cement slurry is prepared with the water cement ratio for 0.5-1.2:1. Then the slurry-injecting liquid is prepared with the volume ratio of cement slurry: sodium silicate for 1:0.08-0.15. The sodium silicate is taken as additive for regulating the initial setting time of the slurry-injecting liquid. The cement slurry can also be doped with fly-ash with cement consumption (weight proportion) for 10%-15%. The invention executes water-insulating construction aiming at the characteristics of large pressure of the underground dynamic water and high flowing velocity in the running sand layer and sandy gravel layer, and can obtain the maximal application sphere and optimum water-shutoff effect.

The invention discloses a ground pre-grouting construction technology suitable for strengthening deep long-distance roadway surrounding rock, and particularly relates to a ground pre-grouting strengthening technology for deep long-distance roadway surrounding rock. The ground pre-grouting strengthening technology for the deep long-distance roadway surrounding rock includes the following steps that firstly, a ground grouting drill hole is formed in the ground through a drilling machine, the ground grouting drill hole comprises a casing pipe segment, a deflecting segment and a horizontal strengthening segment, a casing pipe segment drill hole is internally provided with a casing pipe, the deflecting segment and the horizontal strengthening segment are provided with rock open holes, and ground inlets of the ground grouting drill hole are formed in the walking direction of a roadway; secondly, grout is injected into a stratum rock body where the horizontal strengthening segment exists through a grouting pump located on the ground, and beforehand strengthening government of the roadway surrounding rock is achieved. According to the ground pre-grouting construction technology for strengthening the deep long-distance roadway surrounding rock, strengthening and grouting of the whole roadway surrounding rock can be achieved, and the ground pre-grouting construction technology is suitable for active strengthening of the coal mine large-range roadway surrounding rock and is high in safety and adaptability.

The invention discloses a method for controlling water inrush and sand inrush under a coal mine. The method comprises the steps that an injection pipe is arranged below by utilizing a disposable drilling bit device; a disposable drilling bit cap is separated and exited from a drilling body; the injection pipe is fixedly connected; and a special stratum is injected. The method for controlling the water inrush and the sand inrush is high in injection success rate, good in fixed injection pipe connection quality, great in injection pressure, high in drilling and injection combined efficiency and low in injection cost, and safe, quick, cheap and high-quality reconstruction can be achieved for the special stratum. The method achieves that the injection pipe is arranged below a drilling bit, high-pressure injection is performed on the special stratum by utilizing the fixedly connected injection pipe.

The invention relates to the technical field of karst cave filling, provides a method for filling an underground cavity of a bedrock stratum through filler grouting, and particularly relates to a filling method of a deep-covering type (burial depth is larger than 30.0 meters) large-space karst cave and a roadway. The method comprises the steps of determining a drilling position, drilling a covering soil layer, arranging a conveying casing pipe, drilling a bedrock section, filling by a hydraulic filling method and grouting. According to the method, the underground cavity is filled with the gravel material through the hydraulic filling method, then grouting is conducted, the filled gravel material is solidified, and the integrity of the filling material is improved; and the filled gravel materials can occupy the space in the underground cavity, the grouting amount is greatly reduced, the treatment cost is reduced, a connecting channel between the cavity and the outside of the cavity canbe blocked or reduced, the filling treatment effect of the underground cavity is improved, and the filling treatment problem of the deep covering type large-space karst cave and the roadway is solved.The invention further provides a hydraulic filling device, the hydraulic filling device is used for filling the underground cavity with gravel materials, the filling speed is high, and the filling effect is good.

The invention discloses an advance support construction method for a high-strength pipe shed of a tunnel. A process for carrying out advance support construction on a pipe shed of one segment of a constructed tunnel comprises the following steps: (1) constructing support arches and guide pipes; (2) installing a drilling machine and a grouting machine in place; (3) carrying out advance support construction on the pipe shed: (301) preparing before drilling; (302) drilling pipe joints at front ends and synchronously grouting; (303) connecting the pipe joints; (304) continuously drilling and synchronously grouting; (305) repeating the steps (303) and (304) many times until the drilling processes of pipes of the current constructed pipe shed are finished; (306) blocking drill holes; (307) carrying out grouting construction on final holes; (308) repeating the steps (301) to (307) many times until all advance support construction processes of the pipes of the pipe shed are finished; and (4) carrying out excavation construction on the tunnel. The method disclosed by the invention is simple in step, reasonable in design, simple and convenient in construction and good in support effect; and by adopting automatic drilling type high-strength pipes of the pipe shed, the advance support process of the tunnel can be simply, conveniently and quickly finished.

The invention discloses a pre-grouting reinforcement technology for the ground construction of a structural fracture zone of a mining working face. The pre-grouting reinforcement technology comprisesthe following steps of: step (1). performing foundation construction at a drill site; step (2). drilling a straight hole section, and lowering and fixing a first-level casing pipe; step (3). drillinga main branch hole bedding section and grouting, and completing the construction of a main branch hole building angle section and the main branch hole bedding section; and step (4). repeating the step(3) and the step (4), and completing the construction of secondary branch holes one by one. Before the construction of the underground fully mechanized coal mining face, a drilling machine is used onthe ground for drilling, and drills a horizontal grouting hole by using a directional technology; a ground surface grouting pump is used for injecting grout into a stratum rock mass where a fracturedroof of the fully mechanized coal mining face is located, so that the advance reinforcing treatment of the rock mass in the fracture zone of the roof is realized, the construction environment duringthe open-off cut and the working face mining is improved, and the construction progress of the roadway is accelerated. The pre-grouting reinforcement technology has high safety, improves the construction environment of workers, has less pollution to the environment, and is an initiative roof reinforcement technology.

The invention discloses a grouting structure capable of filling a soluble crystal and a construction method. The structure comprises a water permeating section and a grouting section, wherein a water-stop component is arranged between the water permeating section and the grouting section; a water permeating tube is arranged in the water permeating section; the solid-state soluble crystal is filledin the water permeating section; a water inlet of a water drainage tube is arranged in the water permeating section; and elevation of the water inlet of the water drainage tube is greater than that of the water outlet of the water drainage tube. The grouting structure is beneficial for increasing grouting pressure, reduces cracks of the grouting section, and improves sealing effect, so that negative-pressure effect of the water permeating section is improved; during grouting, the water-stop component can be effectively supported, and slurry is prevented from entering the water permeating section to disturb formation of a negative-pressure environment, so that blockage of the water permeating tube is avoided, the water-stop component is prevented from greater displacement as a result of extrusion, and continuous water drainage effect of a slope deep layer is favorably guaranteed, and therefore, the grouting structure is of great significance on solving the water drainage and control problem of a large slope.

The invention provides a steel-structure waterproof jointing plate of a well wall and a construction process of the steel-structure waterproof jointing plate. The steel-structure waterproof jointing plate is of a multi-cavity annular steel structure laid between cast-in-place concrete of segment construction; the multi-cavity annular steel structure is formed by connecting and surrounding of a plurality of arc sections of multi-cavity annular steel structures in sequence; each arc section of the multi-cavity annular steel structure comprises a grouting cavity, a check valve hole, a water stopping and grout stopping plate and a communication pipe; each multi-cavity annular steel structure is internally provided with a grouting pipe; every two arc sections of the multi-cavity annular steel structures are connected with the water stopping and grout stopping plate through the communication pipe, and a grouting material is injected into each grouting cavity through the grouting pipe; and the grouting material flows to the jointing plate, a connecting surface of upper and lower well walls and an adjacent gap through the check valve hole. According to the steel-structure waterproof jointing plate provided by the invention, the compaction of the jointing plate on a new and old concrete interface and the concrete is increased, and the impervious performance of the new and old concrete interface is improved; and the steel-structure waterproof jointing plate has a good waterproof effect, is simple in structure, convenient to construct and good in sealing performance, and has wider practicability in the technical field.

The embodiment of the invention provides a gas pressure measuring device and a gas pressure measuring method, and relates to the technical field of gas pressure detection. The gas pressure measuring device comprises a pressure measuring pipe, a first grouting pipe, grouting bags and a switch device, the head end of the pressure measuring pipe is used for extending into a coal seam, the tail end ofthe pressure measuring pipe is connected with an air pressure detecting device; the first grouting pipe is parallel to the pressure measuring pipe, a plurality of first grouting holes are formed in the first grouting pipe at intervals in the center line direction, a second grouting hole is formed between every two adjacent first grouting holes; the grouting bags wrap the pressure measuring pipe and the first grouting pipes, each first grouting hole is communicated with one grouting bag, each grouting bag is used for being arranged between the coal seam and an aquifer; and the switch device blocks the second grouting hole and is used for opening the second grouting hole when the pressure in the first grouting pipes reaches a preset value. According to the gas pressure measuring device andthe gas pressure measuring method, concrete which flows out of the second grouting hole is in direct contact with the side wall of the pressure measuring drill hole, so that the sealing effect is improved.

A gas extraction hole drilling and hole sealing method for building an anti-seepage barrier based on a grooving-backfilling method is disclosed. The method comprises the following steps: a wedge-shaped and disc-shaped space is drawn out in a coal body strong air leakage area, positioned at a distance of 6 to 8 m from an orifice of a borehole, around the borehole; a hole sealing capsule is arrangedin each of front and rear boreholes of the wedge-shaped and disc-shaped space, sealing material is injected into the hole sealing capsule and a hole sealing section, and the wedge-shaped and disc-shaped space is fully backfilled; the anti-seepage barrier that blocks an air leakage passageway is formed, and hole sealing operation is completed. Via the hole drilling and hole sealing method disclosed in the invention, the air leakage area around the borehole can be effectively sealed, the air leakage passageway can be blocked, extracted gas concentration and coal seam gas extraction rates can beimproved to an maximum degree, a sealed hole is small in length, excellent hole sealing effects can be realized, injecting paste material can be saved, and engineering work quantities of hole sealingcan be greatly reduced.

The invention discloses a shear-yielding and pressure-yielding cable-anchored pile structure which comprises a pressure-yielding slide-resistant pile structure and a pile block shear-yielding anchoring structure. The pressure-yielding slide-resistant pile structure comprises an slide-resistant pile, wherein a pressure-yielding layer is arranged on a side face where the slide-resistant pile is in contact with a slope; the pile block shear-yielding anchoring structure comprises a free section drill hole, and an anchoring section drill hole is formed in the bottom face of the inner side of the free section drill hole; the free section drill hole extends inward to the inner side of a potential slip face of the slope, an outer orifice of the free section drill hole is located in a contact face of the slope and the pressure-yielding layer, through holes communicating with the free section drill hole are formed in the slide-resistant pile and the pressure-yielding layer, the inner side end of an anchor bar extends inward to be located in the anchoring section drill hole, and the outer side end of the anchor bar extends outward out of the slide-resistant pile; mortar fills the anchoring section drill hole, a low compression modulus grouting material fills the free section drill hole, and an anchorage device for tensioning and fixing the anchor bar is arranged on the outer orifice of each of the through holes. The invention also provides a construction method of the shear-yielding and pressure-yielding cable-anchored pile structure.

The invention discloses a mold-bag-filling-type anchor grouting device which comprises a hole opening hole sealing steel pipe (1), wall surface patterned holes (2), a constant pressure stopper A (3),a hole opening hole sealing mold bag (4), a grouting steel pipe (5), a constant pressure stopper B (6), reinforcing ribs (7), a hole bottom anchoring steel pipe (8) and a hole bottom anchoring mold bag (9). According to the mold-bag-filling-type anchor grouting device, an anchoring rod is divided into three parts of the hole opening hole sealing steel pipe, the grouting steel pipe and the hole bottom anchoring steel pipe, the mold bags, the reinforcing ribs and the wall surface patterned holes are arranged/formed, and by combining the characteristics that the mold bags are expanded during grouting and grout leakage is not prone to occurring, hole bottom anchoring and hole opening filling closing are achieved; through the wall surface patterned holes, cement grout and solidification grout are effectively grouted into loose wall rock; and thus, the grouting pressure is effectively increased, the broken loose wall rock is quickly filled, grouting liquid is prevented from being subjected to underground water erosion, and finally the firm mold-bag-filling-type anchor rod is formed, so that the engineering quality and the technical level are comprehensively improved.

The invention relates to a multistage pressure-bearing type penetrating sealing method and device. The method comprises following steps: 1) performing multistage expansion hole sealing at positions tobe sealed of a borehole, wherein the number of expansion hole sealing segments is no less than four and penetrating sealing segments are kept between adjacent expansion sealing segments; 2) performing multistage interval grouting on the penetrating sealing segments, penetrating sealing segments for grouting of a next level are kept between penetrating sealing segments of grouting of an upper level; performing grouting of the next level after the grouting of the upper level is finished; the pressure of the next level grouting is larger than that of the upper level grouting; 3) after the grouting pressure of the penetrating sealing segment of the final level reaches a preset value, the hole sealing is finished. The invention can increase the grouting pressure on the basis of the traditionaltwo-plugging and one-hole sealing method, thereby improving the sealing quality, solving the problem of low gas concentration in the coal mine, and realizing the high concentration and high quality gas drainage in the mine drainage drilling.

The invention provides a combined repairing method for rock mass multi-scale fractures based on microbial mineralization. The combined repairing method comprises the following steps that a grouting pipe is placed in a surface main fracture of the millimeter level or the centimeter level or above; a mixed slurry A, a mixed slurry B and microorganism mixed liquid are sequentially injected into the deep fractures by using grouting equipment; the mixed slurry A is obtained by uniformly mixing and stirring in-situ rock sand, magnesite powder, a urea solution and a urease solution in parts by weight; the mixed slurry B is obtained by uniformly mixing and stirring in-situ rock sand, limestone powder, a urea solution and a bacillus pasteurii bacterial solution; and the microorganism mixed liquid is obtained by uniformly mixing and stirring limestone, a urea solution and a bacterial solution. The combined repairing method for the rock mass multi-scale fractures based on the microbial mineralization can repair the multi-scale fractures at high pressure, high efficiency and high repairing rate, and has the advantages that repairing materials are convenient to obtain, and compatibility and weather resistance are good.

The invention provides a grout injector. The grout injector comprises a penetrating steel pipe, a gas feeding pipe and an elastic sleeve pipe; a grout injecting connector is arranged at the upper endof the penetrating steel pipe, and a high-pressure nozzle connector used for being connected with a high-pressure nozzle is arranged at the lower end of the penetrating steel pipe; the elastic sleevepipe is arranged on the outer side of the penetrating steel pipe in a sleeving mode, and the lower end of the elastic sleeve pipe is fixed to the penetrating steel pipe; a gas hollow cavity is formedin the middle of the elastic sleeve pipe; anti-sliding patches are arranged on the outer side of the elastic sleeve pipe; and the gas feeding pipe is arranged at the upper end of the elastic sleeve pipe, a gas feeding connector is arranged at the upper end of the gas feeding pipe, and the gas hollow cavity of the elastic sleeve pipe is connected with the lower end of the gas feeding pipe. The grout injector can be applied to improve the grout injecting effect of the grout injector.

The invention discloses a combined bearing double-layer well wall and a construction method thereof, and belongs to the technical field of double-layer well wall construction. The combined bearing double-layer well wall comprises an inner-layer well wall and an outer-layer well wall, the outer-layer well wall is formed by tunneling and pouring in sections, and construction joints exist between the sections of the outer-layer well wall; the inner-layer well wall is formed by continuous casting; and a gap is formed between the inner-layer well wall and the outer-layer well wall, and a micro-expansion grouting material is injected into the gap to form a micro-expansion interlayer. The micro-expansion grouting material is adopted for grouting between the inner-layer well wall and the outer-layer well wall, and the solidified slurry can tightly bond the inner-layer well wall and the outer-layer well wall and compactly fill water seepage channels in the outer-layer well wall and the stratum close to the well wall.

The invention discloses a shear-stress-reduction anchoring structure. The shear-stress-reduction anchoring structure comprises a free section drill hole. The inner bottom surface of the free section drill hole is provided with an anchoring section drill hole. The free section drill hole extends inwards to the inner side of a potential slip plane of a slope. An anchor bar is arranged in the free section drill hole and the anchoring section drill hole. The outer end of the anchor bar extends out of the free section drill hole. The anchoring section drill hole is filled with mortar wrapped outside the anchor bar. The free section drill hole is filled with a low-compression-modulus grouting material wrapped outside the anchor bar. An anchorage device which is arranged on the anchor bar in a sleeving mode and used for tensioning and fixing the anchor bar is arranged at an orifice on the outer side of the free section drill hole. The invention further discloses a construction method of the shear-stress-reduction anchoring structure. According to the shear-stress-reduction anchoring structure and the construction method thereof, the technical purpose of stabilizing the slope is achieved by means of the shearing strength between layers of rock stratums.