31 results about "Grout curtain" patented technology

The invention discloses a while-drilling transient electromagnetic remote detection system and method based on ground electrical source excitation. The system comprises a ground grounding electrical source transmitting module, an underground while-drilling three-component receiving module and a data fusion processing module. The underground while-drilling three-component receiving module can perform full-time three-component magnetic field signal acquisition and keep the spatial consistency of measured data; according to the mining area geologic structure, terrain and interference source distribution, emission source parameters, underground drilling positions and a ground well observation network are designed, a ground electric line source continuously excites a transient electromagnetic field, and the ground well observation network and a while-drilling three-component receiving system conduct full-time collection on electromagnetic response and synchronously transmit the electromagnetic response to a ground work station through optical fibers. And the workstation performs terrain static correction and signal preprocessing on the received signal, and realizes accurate detection of the Ordovician limestone aquifer, integrity evaluation of the grouting curtain and dynamic monitoring of the mining-induced fissure zone by fusing ground-roadway-drilling multi-source data.

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 invention discloses an anti-seepage method in a karst depression catchment reservoir-forming project, which adopts a grouting curtain combined underground river plugging measure, and comprises the following steps: 1) collecting hydraulic parameters; 2) underground river slope calculation: based on the hydraulic parameters and the difference between the underground river outlet flow velocity and the underground river inlet flow velocity, adopting different methods to calculate the underground river overall slope; (3) determining the position of an upper layer grouting tunnel; 4) determining an underground river plugging position based on the slope; 5) calculating the height of the grouting curtain based on the slope; according to the anti-seepage method in the karst depression catchment reservoir forming project, determination of key parameters in construction is improved, the anti-seepage construction precision and the construction efficiency can be improved, and the construction cost is saved.

This invention proposes a method for testing a grouting curtain model system for underground pipeline vibration control, relating to the fields of underground engineering and blasting engineering technology. The method includes: constructing a test model based on similarity theory, including determining a geometric similarity ratio, constructing a model test box with a shock-absorbing boundary, and reserving grouting locations within the test box; selecting model test materials, including selecting fill materials appropriate to the project site, determining buried pipeline specifications, preparing explosive packs for simulated blasting, and preparing grouting curtain materials according to a predetermined ratio; arranging a measurement system and conducting tests, including arranging strain measurement points on the pipeline surface, deploying acceleration sensors and earth pressure sensors in the soil, and using a dynamic signal acquisition system to record measurement data during the simulated blasting process. This invention systematically reveals the vibration reduction mechanism of grouting curtains in controlling blasting vibration in urban underground pipelines, providing a theoretical basis and technical support for urban infrastructure safety.

The present invention discloses an anti-seepage structure and construction method for the heightening project of a homogeneous earth dam. The anti-seepage structure includes an anti-seepage layer on the upstream slope of the dam body after heightening, inclined grouting curtains on the left and right banks, anti-seepage membrane connection piers at the upstream dam toe position, and dam foundation grouting galleries on both sides of the river valley, an anti-seepage wall and a grouting curtain under the piers. The gallery is used for the construction of the grouting pipes of the vertical grouting curtains on both banks of the dam foundation; the pier is used for the connection between the anti-seepage structure below the dam foundation and the geomembrane. The anti-seepage structure of the homogeneous earth dam heightening project of the present invention has good flexibility and flexible construction; the embedded connection of the geomembrane at the four perimeters makes the connection part with the grouting curtain not easy to crack and seep water; fully considering the river valley morphology, an anti-seepage structure is formed by an inclined grouting curtain and a vertical grouting curtain, enhancing the anti-seepage effect of the dam after heightening.

The present invention discloses a barrier wall-permeable reaction wall combination structure suitable for deep groundwater purification. A low-permeability barrier wall is arranged at the downstream groundwater outlet of a landfill, and a permeable reaction wall is arranged on the upper part of the middle section of the low-permeability barrier wall. The low-permeability barrier wall is formed by filling with low-permeability barrier wall materials such as soil-bentonite, cement-bentonite or grouting curtain; the section below the water level of the permeable reaction wall is filled with reactive fillers such as activated carbon, limestone or zeolite, and pollutants in the groundwater are removed by the reactive fillers; the section above the water level of the permeable reaction wall is filled with non-reactive fillers such as coarse sand or gravel. The present invention can solve the problems of large excavation depth, high construction cost and low filler utilization rate in the traditional permeable reaction wall structure for purifying deep contaminated groundwater, and can effectively purify target pollutants such as COD, ammonia nitrogen and heavy metals in deep contaminated groundwater.

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 present invention proposes a method for designing the proportion of grouting materials for a low-transmittance energy-absorbing curtain, which relates to the technical fields of underground engineering and blasting engineering. The method includes the following steps: designing an orthogonal test scheme; determining the order of influence of various factors on rheological properties; determining the order of influence of various factors on physical properties through indoor experiments; obtaining the order of influence of various factors on energy absorption performance through a split-Hopkinson pressure bar test; determining the optimal proportion scheme based on the above-mentioned orthogonal test results, and verifying the rationality of the optimal proportion scheme by combining it with theoretical analysis of transflective performance; conducting blasting tests to detect the actual shock-absorbing effect of the grouting curtain using the optimal proportion scheme, and calculating its shock-absorbing rate. The technical solution of the present invention solves the difficult problems of determining the proportion of grouting materials and quantifying the shock-absorbing effect of grouting curtains in actual engineering projects. It effectively reduces the peak value of blasting vibration of buried pipelines under the action of blasting vibration, providing a guarantee for underground pipeline protection and safe construction of blasting projects.

The present invention discloses a horizontal hole vertical hydraulic grooving system and a method for constructing a water-cutting curtain. The horizontal hole vertical hydraulic grooving system consists of an axially connected in-hole grooving assembly and a double-layer drill pipe; the in-hole grooving assembly is provided with a water-passing and slag-discharging assembly, and a high-pressure perforation angle adjustment assembly is hinged on the water-passing and slag-discharging assembly. The double-layer drill pipe is axially connected to the water-passing and slag-discharging assembly to open a high-pressure water channel and a slag-discharging channel; the high-pressure perforation angle adjustment assembly adjusts the orientation of the grooving, cuts a vertical grooving section along the horizontal hole, and then fills and grouts to construct a water-cutting curtain. The present invention solves the problem that the construction depth of the ground grooving and grouting curtain is too shallow, and solves the problem that the drilling and grouting curtain performs high-pressure grouting in the shallow part, which damages the surface and causes secondary engineering geological disasters. In particular, it fills the gap in the construction technology of shallow-buried deep bedrock curtains, making it possible to achieve shallow-buried deep bedrock curtains that cannot be solved by ground grooving and grouting curtains and underground drilling and grouting curtains.

The utility model provides an efficient waterproof structure applied to a reservoir dam, which comprises a dam body arranged above the elevation of a dam bottom and provided with an upstream slope close to the upstream side; the clay anti-seepage inclined wall is backfilled and tamped on the slope surface of the upstream slope; the anti-seepage consolidation film layer covers the surface of the clay anti-seepage inclined wall above the elevation of the dam bottom; the first inverted filter layer covers the upper end of the anti-seepage consolidation film layer; the second inverted filter layer covers the upper end of the first inverted filter layer; the slope protection layer covers the upper end of the second inverted filter layer; the grouting curtain wall is vertically poured and formed below the elevation of the dam bottom and goes deep into the relative water-resisting layer, compared with a traditional single anti-seepage design, the double-layer anti-seepage section design combining the clay anti-seepage inclined wall and the HDPE film is provided, the construction technology and structure are simplified, the anti-seepage effect is remarkably improved, and the construction cost is reduced. And the method is particularly effective for solving the historical and stubborn leakage problem.

The present invention discloses a grouting method and a grouting system. The grouting method comprises the following steps: a plurality of drill holes are formed on a grouting curtain line, the drill holes include positive-pressure drill holes and negative-pressure drill holes, the positive-pressure drill holes and the negative-pressure drill holes are arranged alternately in sequence, the positive-pressure drill holes are divided into a plurality of grouting sections, a sealing plug is arranged at the upper end of the grouting section near the lowermost end of the positive-pressure drill hole, and similarly, plugging sections are formed by plugging with sealing plugs in two adjacent negative-pressure drill holes; grouting is carried out on the grouting section at the lowermost end of the positive-pressure drill hole, and simultaneously, water pumping and air extraction are carried out on the plugging sections of the two adjacent negative-pressure drill holes; when the grouting pressure of the grouting section of the positive-pressure drill hole reaches the designed grouting pressure, grouting of the grouting section of the positive-pressure drill hole is stopped, and simultaneously, water pumping and air extraction of the plugging sections of the two adjacent negative-pressure drill holes are stopped, and grouting of one grouting section is completed; the above grouting steps are repeated to carry out grouting on the positive-pressure drill holes from bottom to top in sequence until the grouting of the whole positive-pressure drill hole is completed.

A method for long-distance directional self-flowing drainage of a strong water-containing body comprises the following steps that basic information of a burning area is determined, and a water dynamic monitoring system is established; s2, a grouting curtain closure system is established; s3, establishing a directional drilling self-flowing water drainage system; according to the invention, the application of the trenchless directional drilling machine in the coal mine is realized, the damage of a traditional excavation mode to the surrounding environment of construction is avoided through a drilling mode, the influence of construction on traffic, environment, infrastructure, life and work of residents and the like is greatly reduced, and meanwhile, the time and the cost can be saved. Not only can the working efficiency be improved, but also the influence on the environment during construction can be reduced, and the sustainable development of engineering construction is greatly promoted.

The present invention discloses a layout method for curtain grouting holes at the axis turning point, including: ① calculating the horizontal projection lengths of two adjacent grouting holes on different axes in the plane according to the design value of the curtain grouting bottom line and the inclination angle of the grouting holes, and marking; ② selecting two points between the two adjacent grouting holes as the starting drilling positions of the grouting strengthening holes, and the connecting lines of the grouting strengthening holes and the adjacent grouting holes in the plane are smooth curves; ③ connecting the horizontal projection ends of the two adjacent grouting holes in step one with an arc, trisecting the arc, and the connecting line between the starting drilling position of the grouting strengthening hole and the corresponding trisection point is the horizontal projection of the drilling surface of the grouting strengthening hole; ④ drilling upstream from the starting drilling position of the grouting strengthening hole in its drilling surface, with the drilling angle being the same as that of the two adjacent grouting holes, and the drilling depth being the average value of the depths of the two adjacent grouting holes. The present invention can avoid the leakage of the grouting curtain at the turning point and reduce the seepage of the dam foundation.

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 present invention discloses a method for raising the height of an old dam to increase the reservoir capacity and safety level of an old homogeneous earth dam. Through technical means such as calculation and monitoring, it is determined that the deformation of the old dam caused by the construction of the heightened and thickened dam body is basically stable before the construction of the impervious core wall. An overall impervious system combining the impervious core wall and the grouting curtain is adopted to prevent seepage of the dam body, the dam foundation, and around the dam. A flexible connection is used between the impervious core wall and the grouting gallery to avoid the problem of excessive stress in the impervious core wall. When the construction of the heightened dam body reaches the elevation of the newly built impervious core wall of the old dam, the dam body in the downstream area of the impervious core wall and the soil body of the riverbed overburden are reinforced to reduce the deformation of the old dam body and the riverbed overburden, thereby preventing excessive displacement of the impervious core wall under the action of water pressure.

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 present invention proposes a method for designing parameters of grouting curtains for structural protection under blasting vibration, which relates to the technical fields of underground engineering and blasting engineering, including S1: determining the main factors affecting the vibration velocity of the protected structure, and using the dimensional analysis Buckingham theorem to construct a vibration velocity prediction model containing undetermined coefficients; S2: establishing a finite element blasting numerical model to obtain structural vibration velocity data under different parameter combinations; S3: fitting the structural vibration velocity data using the vibration velocity prediction model to determine the undetermined coefficients in the vibration velocity prediction model; S4: establishing a relationship between structural vibration velocity and stress, and determining the grouting curtain design parameters that meet structural safety requirements based on engineering conditions. The present invention solves the difficult problems of the shock-absorbing effect of grouting curtains and the difficulty in determining grouting curtain parameters in actual engineering projects, effectively reduces the blasting vibration peak of the protected structure under blasting vibration, and provides a guarantee for the protection of underground and ground structures and the safe construction of blasting projects.

The present invention discloses a drainage structure for a drainage horizontal tunnel at the abutments on both sides of a concrete dam. The drainage horizontal tunnel is arranged below the grouting tunnel and downstream of the grouting curtain. Grouped drainage holes are arranged on the end straight wall of the drainage horizontal tunnel. The drainage holes are arranged close to the upstream side wall of the drainage horizontal tunnel. The drainage holes in the same group are located in the same vertical plane and are evenly distributed in a radial pattern within a range of 180° behind the end straight wall. The structure of the present invention is simple and the construction is convenient. It can not only shorten the length of the drainage horizontal tunnel, but also better drain the seepage water of the mountain body to prevent the occurrence of seepage around the abutment. The drainage layout form adopted by the present invention has a small amount of work and a low construction cost, but it can drain the seepage water of the dam body through the drainage ditches of the horizontal tunnel and the gallery to ensure the safety of the dam body and improve the stability of the downstream bank slope.

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.