16 results about "Grout curtain" patented technology

The invention discloses a wall-curtain combined anti-seepage system and a construction method thereof, and relates to the technical field of tailing pond seepage treatment. Performing lower curtain grouting construction; constructing an upper anti-seepage wall; wall curtain combination key part treatment; according to quality standard acceptance and monitoring, the anti-seepage wall is constructed in the fully-weathered layer and the strongly-weathered layer, the anti-seepage wall is embedded into the weakly-weathered layer by a certain depth, and curtain grouting is implemented below the anti-seepage wall, so that a combined anti-seepage system with the anti-seepage wall on the upper portion and the grouting curtain on the lower portion is formed; according to the technology, the defects that the grouting quality of the upper portion is poor, the construction depth and the construction period of the anti-seepage wall are short, and drilling and grooving are difficult when large boulders exist or the anti-seepage wall enters a batholith due to the fact that grouting stopping of the upper portion in sand gravel stratum grouting is difficult are overcome, the respective advantages of the two methods are effectively exerted, and a shallow flexible barrier is provided through the anti-seepage wall; and the problem of deep penetration is solved through curtain grouting, so that the overall anti-seepage performance is remarkably improved.

The invention discloses a foundation anti-seepage treatment construction method based on pre-splitting joint forming, which comprises the following steps of: drilling a pre-splitting hole in the axial direction of a foundation dam in advance, carrying out joint pulling treatment on a foundation by adopting pre-splitting blasting, pre-splitting and penetrating the foundation needing curtain grouting and anti-seepage wall construction in advance, and releasing a stress space. And the pre-split holes are detonated and cleaned, then the pre-split holes are directly grouted by adopting a hole bottom grouting method, after cracks in all directions are communicated, grout can smoothly flow in the cracks, leakage spraying is prevented, and the integrity of a grouting curtain is improved. And meanwhile, the foundation pre-seam-drawing is beneficial to guide wall construction, and the guide groove excavation difficulty is reduced. And finally, the purposes of improving the foundation anti-seepage construction efficiency and construction quality are achieved.

The present application belongs to the technical field of water conservancy and hydropower engineering foundation treatment, and particularly relates to a construction method for rapid leakage plugging and grouting under a seepage wall in a strong karst area, comprising: determining a grouting hole position; using a pilot hole and a grouting borehole to perform dynamic geological exploration during the drilling process to obtain information such as the type, size and location of karst geological defects; based on the exploration information, performing corresponding pretreatment on different types of defects such as unfilled caves, fully filled caves and caves with water flow; then using the orifice closed segmented grouting method to perform seepage control grouting construction on the areas that have completed pretreatment and normal areas, and performing karst control grouting on the large injection volume section, and after special treatment, re-scanning the hole for regular grouting to ensure quality; finally, verifying the grouting quality by arranging inspection holes for water pressure test. The method solves the technical problems of difficulty in grouting curtain formation and uncontrollable quality under the seepage wall in the strong karst area through dynamic exploration, classified treatment and process closed loop.

This invention belongs to the field of building foundation construction technology, and discloses a long spiral pressure grouting and fixed-position jet grouting curtain pile construction equipment and method based on solid waste utilization. It includes a long spiral drill bit, on which a high-pressure grouting pipe and an air duct are installed on the spiral rod. The high-pressure grouting pipe and the air duct rotate and rise synchronously with the spiral rod. A long spiral drilling rig is also included, with a grouting pipe and an air supply pipe connected to its power head or bend. The grouting pipe and the air supply pipe are respectively connected to an external grouting system and an external air supply system. The long spiral drill bit is configured to perform either jet grouting or fixed-position jet grouting independently, or simultaneously with pressure grouting of concrete. This invention does not rely on the original soil and ensures uniform pile body, controllable strength, and reliable water stopping, overcoming the shortcomings of existing curtain pile construction methods that rely on the original soil in terms of soil adaptability, water stopping reliability, and controllable pile quality.

The invention discloses a bearing platform type dock wall structure and a design method thereof, and relates to the technical field of hydraulic structures of water transportation engineering. The structure comprises a gallery, a bearing platform, a dock wall lining, an inner side cast-in-place pile, an outer side cast-in-place pile, a jet grouting pile water-stop wall, a grouting curtain and a middle cast-in-place pile, the gallery and the bearing platform are combined to form an unloading plate and optimize soil pressure distribution, the outer side cast-in-place pile and the jet grouting pile water-stop wall jointly form a water-stop soil-retaining outer wall, the inner side cast-in-place pile and the dock wall lining form an inner wall, and the grouting curtain and the middle cast-in-place pile form a grouting curtain. And the middle cast-in-place pile mainly bears a vertical load. According to the design method, the row piles are converted into the underground diaphragm wall, the pile-soil action is simulated by applying a hypothetical soil body spring method, and the horizontal force of the front and rear piles is distributed according to the conversion rigidity calculation result of the row piles. By arranging the three rows of cast-in-place piles on the inner side, the middle and the outer side, distinguishing of stress functions is achieved, and deformation is effectively controlled; the design method has the advantages of construction convenience and economical efficiency.

The utility model relates to a large-scale grouting curtain inside and outside hydrological monitoring system, and belongs to the technical field of mine production equipment. The technical scheme of the utility model is as follows: a surface drilling hydrologic monitoring substation (3) is connected with a data acquisition unit (2) through a GPRS (General Packet Radio Service) network; the data acquisition unit (2) is connected with an industrial personal computer (1); the drill hole water pressure gauge (5), the water sump water level gauge (6) and the open channel flowmeter (7) are connected with the underground hydrologic monitoring substation (8) through communication cables, and the underground hydrologic monitoring substation (8) is connected with the industrial personal computer (1) through the optical fiber ring network (4). The beneficial effects of the utility model are that the effect of the grouting curtain is detected by using multi-parameter comprehensive hydrological monitoring, the mine production safety is ensured, and the underground hydrological condition is monitored in real time in the production and construction process, so that the accurate early warning of the water disaster event is realized, and the safe operation of the mine production is ensured.

The high-standard anti-seepage system comprises an upper composite anti-seepage wall and a lower grouting anti-seepage curtain, the lower grouting anti-seepage curtain is in lap joint with the upper composite anti-seepage wall, the upper composite anti-seepage wall is of a sandwich structure, the middle of the upper composite anti-seepage wall is an HDPE membrane layer, and the inner side and the outer side of the upper composite anti-seepage wall are self-coagulation mortar layers. The anti-seepage wall is arranged on the upper portion, the curtain is arranged on the lower portion, the anti-seepage wall is formed by combining the HDPE film and the self-solidifying mortar in a rigid-flexible mode, the anti-seepage wall and the grouting curtain are in lap joint up and down, the anti-seepage system achieves multi-layer seepage prevention from the surface layer to the deep layer, and the seepage prevention performance and durability can be greatly improved. The anti-seepage wall is excellent in performance, the HDPE film is adopted as a main body anti-seepage material of the anti-seepage wall, and the anti-seepage performance can be improved for a complex polluted body; the curtain grouting needle is used for filling cracks of the deep bed rock, and the nano silica sol slurry is used for reinforcing grouting for micro crack holes and cracks, so that the anti-seepage effect and the long-term stability can be improved.

The application provides a kind of anti-seepage design method of foundation with deep overburden layer containing relative water-resisting layer, suspended anti-seepage wall and wall bottom overburden layer grouting curtain jointly bear seepage pressure with downstream water-resisting layer, according to three-dimensional seepage calculation results, through the requirement of wall bottom overburden layer grouting curtain by research, the proportion of water head of suspended anti-seepage wall and wall bottom overburden layer grouting curtain and downstream water-resisting layer is reasonably selected, finally, according to the appropriate proportion, and then the technical requirements of deep overburden layer curtain grouting and the technical requirements of overburden layer relative water-resisting layer outlet counter pressure are put forward, so as to form a set of combined anti-seepage system which is mutually protective and coordinated, which reduces the risk of seepage failure and construction difficulty of anti-seepage bottom overburden layer grouting curtain. The method can greatly save the cost and construction period of engineering construction, and can be applied to the anti-seepage treatment of buildings built on the existing deep and complex structure, multi-layer structure overburden layer.

The invention discloses a construction method for detecting an earth surface directional grouting curtain range by an electric wave method, which comprises the following steps: step (1), after grouting holes are formed, a signal transmitting end and a signal receiving end of an electric wave detection instrument are respectively lowered to horizontal grouting sections of the grouting holes, and electric wave data information between the two different grouting holes is acquired; (2) electric wave data information of a horizontal grouting section between any two grouting holes in all the grouting holes is collected; (3) after grouting reinforcement, all the grouting holes are swept open, and the steps are repeated to obtain electric wave data information of a horizontal grouting section between any two grouting holes; and (4) comparing the difference of the electric wave data information collected before and after grouting reinforcement, and evaluating the grouting effect. The method is suitable for evaluating the field deep hole grouting curtain range, and can solve the problems that an existing detection method has inadaptability in ground pre-grouting effect evaluation and cannot well meet engineering requirements.

The invention discloses an underground grouting building curtain wall ground monitoring anti-seepage effect evaluation method and system, and the method comprises the steps: obtaining the transverse wave velocity of an underground rock mass and other media through the micro-motion (ESPAC) work, and obtaining the anti-seepage effect of the underground grouting building curtain wall according to the shear wave velocity difference value of the internal and external media of the underground grouting building curtain wall; the shear wave velocity below the measuring line outside the wall body is subtracted from the shear wave velocity below the measuring line inside the wall body, and the slurry diffusion and anti-seepage effect evaluation is carried out. The shear wave velocity difference value is a large positive value in an area with good slurry diffusion and good anti-seepage effect; and the shear wave velocity difference value is a negative value or zero value in an area with poor slurry diffusion and poor anti-seepage effect. Therefore, the aim of evaluating the anti-seepage effect of the grouting wall is fulfilled, and reference is provided for evaluation of the water prevention and control effect of a coal mine and safe production.

The application discloses a weak weathering marble stratum wellbore ground pre-grouting slurry control method, curtain rings are arranged in the space between shaft sinking facilities according to the diameter of a pre-excavated wellbore, the use of a site, the stratum trend, the tendency and the like, a plurality of grouting boreholes are arranged on the wellbore curtain ring, the borehole orifices are located on or near the curtain ring in combination with the arrangement of a site wellbore temporary construction facility, and the boreholes are drilled in a "double L" combined type in the stratum space track; the grouting layer section is drilled in sections from top to bottom in the outer curtain targeting area of the pre-excavated wellbore, so that the borehole bottom is located in the grouting curtain targeting area, the borehole orifice and the borehole bottom are different positions, and grouting is carried out through the multiple grouting holes distributed on the curtain line, so that an irregular closed thick-walled cylindrical water plugging curtain wall is formed in the stratum space outside the pre-excavated wellbore, and stratum water is blocked outside the curtain and flows around. The diffused slurry of each grouting hole on the curtain ring can be mutually connected to form a complete closed cylindrical wall, so that the water plugging effect of the curtain wall is ensured.

This application relates to the technical field of mine safety protection, and in particular to a method for calculating the thickness of grouting curtains in large-scale water-prone mines based on an industrial mechanism model. It includes: obtaining blasting core parameters, geological mining parameters, and grout strength parameters; determining the minimum three-dimensional safety protection distance using the Sadovsky formula and least squares regression; solving for the boundary of the failure zone at the stope edge using the Westergaard stress function, Airy function, and Mohr-Coulomb criterion to quantitatively determine the ineffective thickness; employing a four-sided fixed thin plate mechanical model and using the Ritz method and Tresca criterion to solve for the effective thickness under hydrostatic pressure; and finally, linearly superimposing the ineffective thickness and effective thickness to obtain the total thickness. This application can achieve the mechanism coupling of dynamic disturbance and static bearing, quantitatively design the curtain thickness, and effectively reduce grout material consumption and grouting project costs while improving the safety of water control projects.

This invention discloses a method for supporting small-section tunnels in the event of collapse with double rigid support. The structure implementing this support includes cement mortar system anchors, grouting pipes, concrete, pre-drilled holes for pre-drilled small guide pipes, steel arch frames, cement mortar anchor bolts, threaded steel bars, tunnel steel arch frames, shotcrete grout curtains, tunnel face, and reinforcing bars. Due to the use of a nested combination of pre-drilled small guide pipes and reinforcing bars, and the circumferential connection between the nested pre-drilled small guide pipes using threaded steel bars, an arch-shaped protection is formed at the tunnel arch crown, which acts as a load-bearing arch and effectively prevents the intrusion of collapsed rocks into the tunnel cross-section clearance. Below the load-bearing arch, a row of circumferential pre-drilled small guide pipes is installed for grouting, forming a "double rigid support" support combination system together with the load-bearing arch, thus optimizing the reinforcement effect.

The utility model discloses a mountain blasting gravel area power transmission line tower foundation structure which comprises a grouting curtain formed on the lower portion of a slope face of a blasting gravel layer in a pouring mode. The foundation platform is formed in the blasting gravel layer in a pouring mode, cement paste is injected into the blasting gravel layer, and a plurality of anchor pile holes are formed in the portion, at the bottom of the foundation platform, of the soil bearing layer; the system anchor rods are installed in the anchor pile holes, and fine aggregate concrete is poured in the anchor pile holes through pressure grouting. Through the arrangement of the grouting curtain, the foundation bearing platform and the system anchor rod, the bearing capacity of the foundation is remarkably improved, the block stone cleaning amount of a base layer is reduced, the construction difficulty is reduced, the lateral rigidity and the pulling resistance of the foundation are enhanced, and the stability of the foundation is improved.

The embodiment of the invention provides a revetment based on a grouting curtain and a spiral anchor and a construction method, and belongs to the technical field of embankment revetments. The method comprises the steps that a preset number of rows of grouting holes are formed in a target embankment, the row closest to the edge of the embankment is defined as the first row, and the row farthest from the edge of the embankment is defined as the tail row; a first type of grouting pipes are driven into the first row of grouting holes; second-class grouting pipes are driven into other rows of grouting holes except for the first row of grouting holes; grouting operation is conducted based on the first type of grouting pipes and the second type of grouting pipes, and a grouting curtain wall is formed; screw anchors are driven into the grouting curtain wall according to preset intervals at the corresponding positions of the tail row grouting holes; and concrete is poured on the top face and the free face of the grouting curtain wall, a wall cover plate is formed, and the revetment structure of the target embankment is obtained. The embodiment of the invention aims to improve the flexibility of revetment construction and the revetment reinforcing effect.

The utility model discloses an upside-down wall trunk structure, which relates to the technical field of upside-down well structures and comprises an upside-down wall body which is made of concrete materials and is of a closed trunk structure. The grouting curtain is arranged on the periphery of the upside-down wall body; the plurality of horizontal supports are fixedly mounted on the inner wall of the inverted wall body; the strain gauge is fixedly arranged in the upside-down wall body through a first mounting assembly; and the displacement meter is fixedly arranged in the upside-down wall body through a second mounting assembly. According to the trunk structure with the wall hung upside down, the strainometer and the displacement meter are arranged in the trunk structure so that the health state of the structure can be conveniently monitored in real time, a regular inspection mechanism is established, the structure can be conveniently maintained and repaired, and the long-term stability of the structure is guaranteed.