CN117404106A - Tunnel sand layer segmented double-film bag telescopic permeation and compaction collaborative grouting device and process - Google Patents
Tunnel sand layer segmented double-film bag telescopic permeation and compaction collaborative grouting device and process Download PDFInfo
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- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims abstract description 33
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Classifications
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/04—Lining with building materials
- E21D11/10—Lining with building materials with concrete cast in situ; Shuttering also lost shutterings, e.g. made of blocks, of metal plates or other equipment adapted therefor
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- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Lining And Supports For Tunnels (AREA)
Abstract
The invention discloses a tunnel sand layer segmented double-film bag telescopic permeation-compaction collaborative grouting device and a process, wherein the device comprises an orifice pipe, an outer sleeve pipe, a grouting pipe I, a grouting pipe II, a grouting hose, a flange I, a flange II and a film bag storage tank, wherein the grouting pipe I is connected with an inner film bag grouting, the bottom pipe orifice of the grouting pipe II is connected with the grouting hose, and the device is used for grouting an outer film bag and fixing the grouting inner pipe and the whole grouting device by using a flange. Meanwhile, the grouting construction technology adopts sectional curtain induced sand burst, double-film bag expansion, film bag folding, back grouting, permeation-compaction cooperation and the like grouting reinforcement technology, effectively reinforces important weak areas, prevents hole wall collapse, and effectively realizes constraint grouting by adopting a two-order hole jumping technology. The invention combines the permeation-compaction collaborative grouting reinforcement device and the grouting process, is suitable for the water-rich sand layer, solves the defects of the existing grouting device and the existing grouting process, and can ensure the excavation and operation safety of tunnels and underground engineering.
Description
Technical Field
The invention relates to the technical field of grouting reinforcement of tunnels and underground engineering, in particular to a tunnel sand layer segmented double-membrane bag flexible permeation-compaction collaborative grouting device and process for a water-rich sand weak stratum.
Background
Along with the continuous development of tunnels and underground engineering construction in China, the tunnel is often penetrated through water-rich weak stratum, and engineering disasters such as water burst and sand burst of tunnel face, collapse of vault surrounding rock, inclined subsidence of earth surface building and the like are caused by the influence of factors such as large interlayer porosity, poor cementation, poor self-stabilization capability of the building, bearing capacity of an aquifer and the like on the water-rich weak sandy soil stratum, and the tunnel vault surrounding rock is easily deformed, so that an excavation face is communicated with the water-rich sandy soil soft interlayer to form a water seepage channel. Grouting is used as a method for treating special geological disasters, and good treatment effect is achieved.
At present, common reinforcement methods for water-rich sand weak stratum include a freezing method, a precipitation method, a grouting method and the like, and the freezing method is used for carrying out cyclic freezing treatment on a target stratum through an artificial freezing technology so as to improve stratum performance. The principle of the precipitation method is that water is pumped from a target stratum to change the water-rich condition of the stratum so as to achieve the aim of improving the stratum performance. The principle of the grouting method is that a cementing grouting material is injected into a stratum to change the physical and mechanical properties of the grouting material, so that the aim of impervious reinforcement is fulfilled, and the grouting method has the advantages of good stratum transformation effect, low cost, high construction efficiency and the like, and is the most main method for treating the water-rich sand weak stratum at present; the grouting process comprises curtain grouting, sleeve grouting, membrane bag method and the like. Curtain grouting refers to grouting drilling holes specially designed for slurry according to designed concentration, filling cracks or pores in soil body, so as to achieve the aims of preventing seepage and reinforcing stratum. The casing grouting is a grouting method for forming a grouting section by taking a drilling wall protection casing as a grouting channel and pulling out the casing. The grouting by the membrane bag method is to press grouting slurry into the drilled holes through an inner membrane bag grouting pipe, and the stability of the whole soil layer is improved through the expansion of the membrane bag and the soil body so as to achieve the reinforcing effect.
Problems possibly occurring in water-rich sand weak stratum and problems mainly faced by grouting construction:
(1) when a high-pressure water-rich sand weak stratum exists in front of a tunnel excavation face, accidents such as large-scale water bursting, sand bursting, collapse and the like can occur, serious threats are caused to surrounding building structures and construction safety, accidents such as low slurry retention rate and easy slurry leakage can occur in grouting in the stratum, the reinforcing effect of the slurry in an effective area is poor, the effective reinforcing purpose of engineering cannot be achieved, and grouting materials are greatly wasted.
(2) Construction in a high-pressure water-rich weak stratum area is easy to collapse the grouting pipe due to overlarge water pressure and grouting pressure, and the grouting pipe is difficult to install when the tunnel vault oblique drilling is implemented.
(3) If the water-rich weak stratum has larger sand content, the sand layer structure is loose, the stratum compaction is difficult, the non-compacted stratum is easy to appear around the adjacent grouting holes, the grouting reinforcement stratum is discontinuous, the stratum compaction degree is reduced, and the stratum stability is not facilitated.
(4) The common grouting reinforcement causes the surface bulge deformation overrun because adjacent drilling holes are not orderly arranged, and causes harm to surface buildings and underground pipelines.
(5) In the existing film bag grouting device and method, the film bag is single in length, the purposes of sectional and large-distance telescopic grouting cannot be achieved at the same time, the grouting range is limited, slurry is difficult to diffuse according to a designed path during oblique grouting, and the purpose of long-distance sectional key grouting reinforcement cannot be achieved.
(6) Traditional membrane bag grouting is only compaction grouting, and the membrane bag is not scalable, can not realize sectional permeation and compaction grouting, and does not consider the design of dual-mode bag grouting, so that the dual-mode bag is scalable and sectional grouting permeation-compaction cooperation can not be realized simultaneously, the slurry diffusion range is limited, the compaction range is smaller, the phenomenon of discontinuous grouting reinforcement easily occurs, and the reinforcement effect is difficult to guarantee.
Disclosure of Invention
1. The invention provides a tunnel sand layer segmented double-film bag telescopic infiltration-compaction collaborative grouting device and a process, which solve the defect of grouting reinforcement technology for a water-rich weak sand stratum area. The process adopts three-step backward type sectional grouting to fully reinforce the sand layer, thereby achieving the purpose of controlling the grouting; the device and the process can realize the whole-domain double-film bag grouting, are favorable for realizing the continuity of grouting in key areas and conventional areas, and simultaneously, the double-mode bag controls the localized diffusion of the grout to ensure that the grout fully reinforces the water-rich sandy soil weak stratum; the membrane bag folding design can effectively prevent the membrane bag from being damaged; the technology is reinforced by permeation-compaction collaborative grouting, firstly, the slurry permeates into a sand layer, water vapor is discharged to fill gaps and cement soil, then, double-liquid slurry is injected into an outer layer membrane bag to diffuse in the membrane bag, and slurry bubbles are formed in a sand weak stratum to compact surrounding stratum, so that the compressive strength and impermeability of the stratum are improved; the grouting device can be repeatedly used, the length of the film bag can be adjusted according to the drilling depth, grouting at different distances can be realized, and the operation method is simple, so that the grouting device has wide application and development prospects.
In order to achieve the above purpose, the invention adopts the following technical scheme:
a tunnel sand layer segmented double-film bag telescopic infiltration-compaction collaborative grouting device and a process are characterized in that the construction process comprises the following steps:
step one: according to the tunnel excavation position, concrete is sprayed around to be used as a manual grout stopping wall, the sectional grouting reinforcement range and the reinforcement ring thickness are determined, and the planned drilling position, the inclination angle, the drilling depth and the radius are measured by using a measuring instrument;
step two: monitoring points are distributed on the ground surface above a single-section grouting reinforcement range of the tunnel sand layer and are used for monitoring the ground surface deformation law in the drilling grouting process;
step three: according to the drilling depth, drilling diameter, depth and sand burst amount, inner and outer membrane bags with different lengths and radiuses are designed and prefabricated, a grouting pipe combination device is designed, and according to the diameters of the outer sleeve and the grouting pipe I, the radius of a membrane bag storage tank is designed and prefabricated;
step four: the prefabricated grouting device is transported to a construction site and checked to be good, assembly is carried out, grouting hoses are connected to the tail ends of four small grouting pipes, grouting combination pipes are further placed in an outer sleeve and fixed through a flange plate I, an inner membrane bag storage tank is further sleeved with the grouting pipes I from the lower end and buckled at the position, higher than the positions of the holes, of the flower holes, and an outer membrane belt storage tank is further sleeved with the inner membrane bag storage tank from the lower end and buckled at the position, higher than the positions of the holes, of the outer sleeve;
step five: adopting an induced sand burst reinforcement technology, implementing drilling operation, further lowering an orifice pipe into a grouting hole, obliquely drilling by using a drilling machine according to the position of the established grouting hole, manually inducing sand burst in a designed grouting reinforcement area to form a weak cavity around the drilling hole, lowering the orifice pipe into the grouting hole after drilling, reversely rotating the drilling bit, and completely taking out the drilling machine;
step six: performing sand layer infiltration grouting without adding a membrane bag, placing the assembled grouting device into a drilled hole, fixing the assembled grouting device with an orifice pipe by using a flange II, ensuring the stability of the device in the grouting process, pumping cement-based single-liquid slurry into a grouting pipe I, enabling the slurry to infiltrate and diffuse towards a deep sand layer at the bottom of a grouting hole to form a far-section sand layer infiltration reinforcing area so as to achieve the purposes of reinforcing and stopping water of a far-section sand body, simultaneously adopting a two-sequence hole-jumping technology in the full grouting process, grouting single-number holes as first-sequence holes in advance according to the quincuncial drilled holes numbered in sequence, and grouting the rest double-number holes as second-sequence holes;
step seven: adopting reinforcement technologies such as double-film bag expansion, film bag folding, back-type grouting and the like, starting a grouting system, grouting an outer film bag, pumping water glass solution into two opposite pipes in a grouting pipe II, pumping cement-based Shan Ye slurry into the other two opposite pipes, fully mixing the cement-based slurry and the water glass slurry at the position just entering the film bag to form double-liquid slurry, expanding the folded outer film bag in a film bag storage tank I by using grouting pressure slurry and expanding along a sand layer cavity to form a grouting reinforcement area, further compacting soil around grouting holes to form a grouting compaction area, simultaneously grouting an inner film bag, pumping cement-based single-liquid slurry into the grouting pipe I, expanding the folded outer film bag in the film bag storage tank II by using grouting pressure and filling a drilling cavity to form a grouting filling area, and monitoring grouting condition of the section of film bag according to grouting pressure and grouting amount in the process;
step eight: the grouting device is retreated for 2-8m (different retreating distances according to different drilling depths), micro grouting is kept in the retreating process, the grouting is prevented from being blocked by solidification of slurry, the grouting device is retreated to the position of a lower port of a hole opening pipe, a membrane bag contracted in the membrane bag storage tank is stretched, grouting pressure is immediately increased, an outer membrane bag is expanded and expanded along a sand layer cavity by the slurry, soil around a grouting hole is compacted, an inner membrane bag is expanded and fills the drilling cavity by the slurry, and grouting conditions of the section of membrane bag are monitored according to grouting pressure and grouting amount in the process;
step nine: and through the sixth to eighth steps, a permeation-compaction collaborative grouting reinforcement technology is formed, the purposes of permeation grouting reinforcement of a far-section sand layer and gradual extrusion of middle-section sand layer slurry to compact a dense reinforcement layer are achieved, permeation-compaction collaborative effective grouting reinforcement is achieved, and therefore seepage prevention and leakage stoppage are effectively achieved. Withdrawing the orifice pipe, withdrawing the grouting combination device for a certain distance, enabling the membrane bag storage tank II to be located on the tunnel face, enabling the membrane bag in the membrane bag storage tank to extend, increasing grouting pressure, withdrawing the outer membrane bag storage tank after grouting is completed, withdrawing the whole grouting combination device after filling of the hollow holes of the inner membrane bag is completed, and sealing the membrane bag;
step ten: analyzing ground surface deformation monitoring data, and analyzing and adjusting designed grouting quantity and induced sand burst quantity;
step eleven: excavating and supporting a tunnel;
step twelve: and (3) performing grouting reinforcement work preparation in the next stage, and repeating the steps one to eleven.
In the first step, a single-section grouting reinforcement range refers to a region 3m outside an outer contour line of tunnel excavation and a 1m thick sand layer region disclosed by a vault, drilling holes are arranged in a quincuncial manner, the reinforcement length per cycle is 12m, and the inclination angle of the drilling holes is 8 degrees.
In the second step, the layout boundary of the monitoring points is expanded by 1-2 m at the maximum expansion radius of the adventitia bag.
In the third step, the grouting film bag is made of expandable high-density polyester fiber, the shape of the film bag storage tank is a hollow cylinder lacking an inner wall, the inner diameter of the lower end is slightly smaller than that of the upper end, and a circle of rubber film bag is fixed at the lower end in order to prevent slurry from entering the film bag storage tank.
In the fourth step, a grouting hose is required to pass through the outer sleeve flower holes before the outer membrane bag is sleeved, so that the slurry flows into the outer membrane bag.
In the fifth step, the drill holes are arranged in a quincuncial shape, gaps between the orifice pipes and the drill holes are filled with quick setting grouting materials, the drill bit is convenient to recycle, the drill bit disturbs the water-rich weak stratum, sand further flows out along with water flow from the gaps between the drill rod and the orifice pipes, and the mud burst or sand burst amount reaches 0.5m 3 At that time, the disturbance is stopped.
In the sixth step, the two-sequence hole jump is to perform grouting every other hole according to the serial number of the grouting holes, namely, the grouting is performed in one sequence, and the injection of the remaining holes is completed in the second sequence, namely, the grouting is performed in two sequences.
In the seventh, eighth and ninth steps, the finished standard adopts 'quantity and pressure' double control, when the grouting pressure reaches 80% of the design grouting pressure, the grouting is changed into grouting, and when the single-sequence grouting quantity reaches 1.5 times of the design grouting quantity and the grouting pressure does not reach the design grouting pressure, the grouting is changed into slow grouting.
In the seventh, eighth and ninth steps, the volume ratio of the cement-based slurry to the water glass slurry is controlled at 1:0.6-1: and the initial setting time of the double slurry is controlled to be about 45s between 0.8, and the grouting length of each stage is 2-8m unequal.
The invention also provides a tunnel sand layer segmented telescopic double-membrane bag permeation-compaction collaborative grouting device, which comprises an orifice pipe, an outer sleeve, a grouting pipe I, a grouting pipe II, a grouting hose, a flange I, a flange II and a membrane bag storage tank, wherein a flower hole is formed in the bottom pipe wall of the grouting pipe I and used for grouting an inner membrane bag, the bottom pipe orifice of the grouting pipe II is connected with the grouting hose and used for grouting an outer membrane bag, the membrane bag storage tank is a split hollow cylinder, the inner diameter of the membrane bag storage tank is slightly larger than the outer diameter of the outer sleeve, a rubber sleeve is adhered to the inner diameter wall of the lower end of the membrane bag storage tank and used for preventing slurry in the membrane bag from flowing backwards into the membrane bag storage tank, and a cylindrical pin is inserted into the convex part of the side wall to enable the cylindrical pin to be clamped on the sleeve.
Further, the orifice tube adopts a steel tube with the diameter of 300-310mm, the wall thickness of 30-40mm and the extension of 50-60mm, the outer sleeve adopts a steel tube with the inner diameter of 200-210mm and the wall thickness of 30-40mm, and the middle of the inner wall of the outer sleeve and the inner wall of the outer sleeve are both provided with flanges with the diameter of about 5mm for fixing flange plates, and the grouting combined tube and the membrane bag storage tank are all high-strength PVC tubes.
Further, four small grouting pipes II are uniformly distributed on the outer ring of the grouting pipe I, the grouting pipes I and the grouting pipes II are formed by directly pouring through a die, the diameter of the grouting pipe I is 50-60mm, and the diameter of the grouting pipe II is 20-30mm.
Further, the tail end of the grouting pipe I is provided with unidirectional grouting flower holes along the side wall, the diameter is 10mm, the side wall of the lower part of the outer sleeve is provided with four unidirectional grouting flower holes which are symmetrically distributed, and the diameter is the same as that of the grouting pipe II.
Furthermore, the grouting film bags are prefabricated in different lengths according to the drilling depths.
Further, the membrane bag storage tank is a hollow cylinder capable of being opened and closed, the upper diameter of the outer membrane bag storage tank is the same as the outer diameter of the outer sleeve, the lower diameter of the outer membrane bag storage tank is slightly larger than the outer diameter of the outer sleeve by 5-10mm, a circle of the outer membrane bag storage tank is adhered by a rubber belt, the bulge part of the side wall is provided with a jack, and a cylindrical bolt is inserted into the jack to fix the membrane bag storage tank on the sleeve;
furthermore, the grouting film bag is made of expandable high-density polyester fiber materials, the lower end of the inner film bag is sleeved on the bottom of the grouting pipe I and fixed, and the lower end of the outer film bag is sleeved on the bottom of the inner film bag and fixed.
Further, the flange plates are all made of high-strength steel pipes, the flange plate I is used for fixing the whole grouting device, and the flange plate II is used for fixing the grouting combined pipe.
The beneficial effects of the invention are as follows:
1. according to the invention, through the area needing reinforcement in front in the process of excavating the tunnel sand layer, the drilling machine is used for drilling holes obliquely upwards around the tunnel, and then induced sand burst is adopted, so that a larger cavity is formed in the drilled holes, and the segmented double-film bag telescopic infiltration-compaction collaborative grouting reinforcement technology is carried out, so that the problems of larger surface bulge deformation in the grouting process, deformation and fracture of surrounding pipelines, inclined collapse of buildings and the like can be effectively prevented.
2. The invention adopts a backward sectional grouting reinforcement technology, avoids the occurrence of incapability of grouting caused by forward grouting hole collapse, and performs grouting for one section, reinforcement for one section and sectional reinforcement for compaction stratum, so that surrounding stratum is fully reinforced, and the purpose of controlling the grouting is achieved.
3. According to the invention, a double-film bag telescopic grouting reinforcement technology is adopted, the inner film bag is filled in the cavity to form a columnar slurry bubble, the concretion body serves as a pile foundation after grouting, the outer film bag compacts soil, the shearing resistance of the stratum is improved, meanwhile, two film bags respectively correspond to two unidirectional slurry outlet holes, free grouting of the two film bags can be realized, slurry can be prevented from diffusing to other areas, the slurry is ensured to be reserved around the grouting holes, and the slurry bubble is formed in the sand layer to compact surrounding stratum, so that the compressive strength and the impermeability of the stratum are improved, the slurry backflow can be prevented without arranging a slurry stopping device, the construction procedure is reduced, and the construction efficiency is improved.
4. The invention adopts the whole-area membrane bag technology, effectively solves the problem that the end of the traditional grouting hole needs to be cut, the grouting device can be recycled, the material loss is reduced, the economic benefit is improved, and meanwhile, the membrane bag penetrates through the grouting hole, thereby solving the problem that the traditional membrane bag is not reinforced continuously, and a larger reinforcing limit can not be formed along the drilling hole.
5. The invention adopts the membrane bag folding and backing segmented grouting reinforcement technology, effectively prevents the membrane bag from being damaged in the grouting process, combines the membrane bag extension and the backing of the grouting device, ensures that the slurry can be fully diffused in each section, performs key reinforcement on a cavity area formed by inducing the mud burst and sand burst, and solves the problem of short one-time reinforcement length of the conventional grouting hole.
6. The invention adopts the technology of permeation-compaction collaborative grouting reinforcement, firstly, the slurry permeates into the sand layer, water vapor is discharged to fill gaps and cement soil, then, double-liquid slurry is injected into the outer layer membrane bag to diffuse in the membrane bag, and slurry bubbles are formed in the sand layer to compact surrounding stratum, so that the compressive strength and the impermeability of the stratum are improved.
7. According to the invention, a two-order hole-jumping type grouting is adopted, the quincuncial drilling is marked, the single-number holes are firstly injected, then the double-number holes are injected, constraint grouting is gradually realized, the stratum is gradually compacted, the continuity of grouting curtains is promoted, the grouting pressure is sequentially improved, and the diffusion of slurry and the compactness of slurry calculus are facilitated.
8. The invention adopts two kinds of slurry, the inner membrane bag is filled with cement-based single-liquid slurry, the problem of pipe blockage in the grouting process is prevented, the outer membrane bag is filled with mixed double-liquid slurry, the slurry is quickly solidified, the supporting cavity is prevented from collapsing, and the grouting pipe is prevented from collapsing by adopting the orifice pipe and the flange plate fixed grouting device.
9. According to the grouting reinforcement method, reinforcement positions are different, grouting film bags with different lengths are prefabricated according to drilling depths, the purpose of segmented long-distance telescopic grouting can be achieved at the same time, the grouting range is not limited, and the purpose of long-distance segmented key grouting reinforcement can be achieved effectively.
Drawings
The accompanying drawings, which are included to provide a further understanding of the application, illustrate and explain the present application and are not to be construed as limiting the application.
FIG. 1 is a block diagram of a grouting device according to the present invention
FIG. 2 is a diagram showing the connection between the orifice pipe and the sleeve of the grouting reinforcement device of the present invention
FIG. 3 is a detailed view of the structural part of the grouting reinforcement device of the present invention
FIG. 4 is a flow chart showing the effect of the grouting reinforcement process according to the invention
FIG. 5 is a view showing the effect of grouting reinforcement in the horizontal and vertical directions of the present invention
FIG. 6 is a schematic diagram of a surface monitoring point arrangement according to the present invention
FIG. 7 is a diagram showing the grouting sequence and the overall effect of the present invention
In the figure: 1. flower hole I; 2. an inner layer film bag; 3. an outer layer film bag; 4. a film bag tail extension; 5. a buckle; 6. a jack; 7. grouting hose; 8. a membrane bag storage tank I; 9. grouting pipe II; 10. grouting pipe I; 11. a flange I; 12. an orifice tube; 13. a flange II; 14. an outer sleeve; 15. a rotating shaft; 16. a membrane bag storage tank II; 17. grouting pipe combination; 18. flower holes II; 19. a water-rich weak formation; 20. grouting compaction areas; 21. grouting reinforcement rings; 22. drilling holes; 23. a manual grout stopping wall; 24. single-section grouting reinforcement range; 25. grouting reinforcement areas; 26. grouting filling areas; 27. grouting penetration area;
the specific embodiment is as follows:
the invention will be further described with reference to the accompanying drawings and examples
It should be noted that the following detailed description is illustrative and is intended to provide further explanation of the present application. Unless defined otherwise, all technical and scientific terms used herein have the same meaning as commonly understood by one of ordinary skill in the art to which this application belongs.
It is noted that the terminology used herein is for the purpose of describing particular embodiments only and is not intended to be limiting of example embodiments in accordance with the present application. As used herein, unless the context clearly indicates otherwise, the singular forms of "a", "an", and "the" are intended to include the plural forms as well, and it is to be understood that the terms "comprises" and/or "comprising" when used in this specification are taken to specify the presence of stated features, steps, operations, devices, components, and/or combinations thereof.
In the present invention, terms such as "upper", "lower", "left", "right", "front", "rear", "vertical", "horizontal", "side", "bottom", etc. refer to an orientation or a positional relationship based on that shown in the drawings, and are merely relational terms used for convenience in describing structural relationships of various components or elements of the present invention, and are not intended to designate any parts or elements of the present invention in any way, and are not to be construed as limiting the present invention.
In the present invention, terms such as "fixedly," "connected," "coupled," and the like are to be construed broadly and mean either fixedly attached or integrally attached or detachably attached; the terms are used in the present invention, and the terms are used in the following claims, and they are not to be construed as limiting the invention.
As shown in fig. 1 and 2, the tunnel sand layer segmented double-film bag telescopic permeation-compaction collaborative grouting device comprises an orifice pipe 12, an outer sleeve 14, a grouting pipe I10, a grouting pipe II 9, a grouting hose 7, a flange I11, a flange II 13, a film bag storage tank I8 and a film bag storage tank II 16, wherein the grouting pipe I10 and the grouting pipe II 9 are respectively and orderly grouting, a flower hole I1 is formed in the bottom pipe wall of the grouting pipe I10 and used for grouting an inner film bag 2, a pipe orifice at the bottom of the grouting pipe II 9 is connected with the grouting hose 7 and used for grouting an outer film bag 3, the film bag storage tank 8 is a split hollow cylinder, the inner diameter is slightly larger than the outer sleeve diameter, a rubber leather sleeve is adhered to the inner diameter wall of the lower end, and used for preventing slurry in the film bag from entering the film bag storage tank 8, and cylindrical bolts are inserted into insertion holes 6 in the side wall protruding parts to enable the grouting pipe to be fixed on the sleeve.
Further, the orifice tube 12 is made of a steel tube, the diameter of the orifice tube 12 is 300-310mm, the wall thickness is 30-40mm, the outer sleeve 14 is stretched 50-60mm, the inner diameter is 200-210mm, the wall thickness is 30-40mm, a flange with the thickness of about 5mm is arranged in the middle of the inner wall of the orifice tube 12 and the outer sleeve, and the flange is used for fixing the flange II 13 and the flange I11, and the grouting tube is combined with the high-strength PVC tube for the membrane bag storage tank I8 and the membrane bag storage tank II 16;
further, four small grouting pipes II 9 are uniformly distributed on the outer ring of the grouting pipe I10, and the two grouting pipes I and II are directly poured through a die, wherein the diameter of the grouting pipe I10 is 50-60mm, and the diameter of the grouting pipe II 9 is 20-30mm;
further, the tail end of the grouting pipe I10 is provided with unidirectional grouting flower holes along the side wall, the diameter is about 10mm, the side wall of the lower part of the outer sleeve is provided with four symmetrically distributed unidirectional grouting flower holes, and the diameter is the same as that of the grouting pipe II 9;
further, the membrane bag storage tank I8 and the membrane bag storage tank II 16 are hollow cylinders which can be opened and closed, the upper diameter of the outer membrane bag storage tank is the same as the outer diameter of the outer sleeve, the lower diameter of the outer membrane bag storage tank is slightly larger than the outer diameter of the outer sleeve by 5-10mm, the outer membrane bag storage tank and the outer membrane bag storage tank are adhered by a rubber belt for a circle, the convex parts of the side walls are provided with insertion holes 6, and cylindrical bolts are inserted to enable the insertion holes to be respectively fixed on the outer sleeve 14 and the grouting pipe I10;
furthermore, the grouting film bags 2 and 3 are made of expandable high-density polyester fiber materials, the lower end of the inner film bag 2 is sleeved on the bottom of the grouting pipe I and fixed, and the lower end of the outer film bag 3 is sleeved on the bottom of the inner film bag 2 and fixed;
further, the flanges 11 and 13 are made of high-strength steel pipes, the flange I11 is used for fixing the whole grouting device, and the flange II 13 is used for fixing the grouting combined pipe.
As shown in fig. 4, a tunnel sand layer segmented double-film bag flexible penetration-compaction collaborative grouting flow chart is shown.
The following is a further description of an example of a region of a city sand formation.
Taking tunnel excavation in a sand layer area of a certain city as an example, the vault burial depth of a tunnel excavation face is 15m, the width of the tunnel excavation section is 8m, the height is 8.43m, the soil layer at the upper part of the tunnel excavation is a water-rich sand layer, water and sand gushing accidents easily occur in the excavation process, and the physical parameters of the stratum are as follows:
TABLE 1 physical parameters
The sand layer infiltration-compaction collaborative grouting reinforcement process comprises the following steps:
step one: according to the tunnel excavation position, spraying concrete on the tunnel face to serve as a manual grouting stopping wall 23, determining a sectional grouting reinforcement range 24 and the thickness of a grouting reinforcement ring 21, and measuring the position, the inclination angle, the drilling depth and the radius of a planned drilling hole 22 by using a measuring instrument;
step two: arranging monitoring points on the ground surface above the single-section grouting reinforcement range 24 of the tunnel sand layer for monitoring the ground surface deformation rule in the drilling grouting process;
step three: designing and prefabricating the lengths and the radiuses of the inner membrane bag 2 and the outer membrane bag 3 according to the drilling depth, the drilling diameter and the depth and the designed sand gushing amount, designing and prefabricating a grouting pipe combination device 17, and designing and prefabricating the radiuses of the membrane bag storage tanks 8 and 16 according to the diameters of the outer sleeve 14 and the grouting pipe I10;
step four: the prefabricated grouting device is transported to a construction site and checked to be good, and is assembled, firstly, a grouting hose 7 is connected to the tail ends of four small grouting pipes II 9, a grouting combined pipe 17 is further placed in an outer sleeve 14 and fixed by a flange I11, an inner membrane bag storage tank 16 is further sleeved on the grouting pipe I10 from the lower end and buckled at the position of Yu Huakong at the tail end, and an outer membrane belt storage tank 8 is further sleeved on the inner membrane bag storage tank 16 from the lower end and buckled at the position of Yu Huakong II 18 at the outer sleeve;
step five: the sand burst induction reinforcement technology is implemented, drilling operation is further carried out, the orifice pipe 12 is further lowered into the grouting hole 22, drilling is carried out obliquely by a drilling machine according to the position of the established grouting hole, manual sand burst induction is carried out in a designed grouting reinforcement area, sand layer cavity drilling is formed around the drilling hole, after the hole is completed, the orifice pipe is lowered into the grouting hole, the drilling bit reversely rotates, and the drilling machine is completely taken out;
step six: performing sand layer infiltration grouting without adding a film bag, putting the assembled grouting device into a drill hole, fixing the grouting device with an orifice pipe by using a flange II 13, ensuring the stability of the device in the grouting process, pumping cement-based single-liquid slurry into a grouting pipe I10, enabling the slurry to penetrate and diffuse to the deep layer at the bottom of a grouting hole, forming a grouting penetration area 27, achieving the purposes of soil body reinforcement and water stopping, adopting a two-sequence hole-jumping technology in the full grouting process, performing grouting in advance by taking a single-number hole as a first-sequence hole and then grouting the rest double-number holes as second-sequence holes according to plum blossom-shaped drill holes numbered in sequence;
step seven: adopting reinforcement technologies such as double-film bag expansion, film bag folding and back-type grouting, starting a grouting system, adopting three-time sequential grouting, grouting an outer film bag 3, pumping water glass solution into two opposite pipes in a grouting pipe II 9, pumping cement-based Shan Ye slurry into the other two opposite pipes, fully mixing the cement-based slurry and the water glass slurry at the position just entering the outer film bag 3 to form double-liquid slurry, expanding the folded outer film bag 3 in an outer film bag storage tank I8 by using grouting pressure slurry and expanding along sand layer cavities to form a grouting reinforcement area 25, further compacting soil around grouting holes to form a grouting compaction area 20, simultaneously pumping cement-based single-liquid slurry into a grouting pipe I10, expanding the folded inner film bag 2 in a film bag storage tank II 16 by using grouting pressure and filling a drilling cavity to form a grouting filling area 26, and monitoring grouting conditions of the section of the film bag according to grouting pressure and grouting amount in the process;
step eight: the grouting device is retreated for 2-8m (different retreating distances according to different drilling depths), and micro grouting is kept in the retreating process so as to prevent slurry from solidifying and blocking a pipe, the grouting device retreats to a position, at the lower port of an orifice pipe, of a membrane bag storage tank I8, a membrane bag contracted in the membrane bag storage tank is stretched, grouting pressure is immediately increased, an outer membrane bag is expanded by slurry and is expanded along a sand layer cavity by using the grouting pressure, soil around a grouting hole is compacted, an inner membrane bag is expanded by the slurry and the drilling cavity is filled by the slurry, and grouting conditions of the section of membrane bag are monitored according to grouting pressure and grouting quantity in the process;
step nine: and through the sixth to eighth steps, a permeation-compaction collaborative grouting reinforcement technology is formed, the purposes of permeation grouting reinforcement of a far-section sand layer and gradual extrusion of middle-section sand layer slurry to compact a dense reinforcement layer are achieved, permeation-compaction collaborative effective grouting reinforcement is achieved, and therefore seepage prevention and leakage stoppage are effectively achieved. The orifice pipe 12 is evacuated, the grouting combination device is retreated for a certain distance, the membrane bag storage tank II 16 is positioned on the tunnel face 23, the membrane bag in the membrane bag storage tank is expanded, grouting pressure is increased, the membrane bag storage tank I8 is evacuated after grouting is completed, the whole grouting combination device is evacuated after filling of the hollow holes of the inner membrane bag is completed, and the membrane bag is sealed;
step ten: analyzing the ground surface deformation monitoring data, and analyzing and adjusting the designed grouting amount and the induced sand burst amount;
step eleven: excavating and supporting a tunnel;
step twelve: and (3) performing grouting reinforcement work preparation in the next stage, and repeating the steps one to eleven.
In the first step, as shown in fig. 5 and 7, the single-section grouting reinforcement range 24 refers to a region within 3m outside the outline of tunnel excavation and a 1m thick sand layer region disclosed by a vault, the drill holes 22 are arranged in a quincuncial manner, the reinforcement length per cycle is 12m, and the inclination angle of the drill holes is 8 degrees.
In the second step, as shown in fig. 6, the layout boundary of the monitoring point should be expanded 1-2 m at the maximum expansion radius of the adventitia bag 3.
As shown in fig. 5 (a) and fig. 7, in the fifth step, the holes 22 are arranged in a quincuncial shape, the holes are sequentially jumped and grouting is performed, the gap between the orifice pipe 12 and the holes 22 is filled with quick setting early strength grouting material, the quick setting early strength grouting material is convenient to recycle, the drill bit disturbs a water-rich sand layer, further sand flows out along with water flow from the gap between the drill rod and the orifice pipe 12, and the sand burst amount reaches 0.5m 3 At that time, the disturbance is stopped.
In the sixth step, the two-sequence jump hole is grouting one hole at a time according to the serial number of the grouting holes, namely, the one sequence is grouting one hole, and the second time is completed by injecting the rest holes, namely, the two sequence is grouting one hole.
In the seventh, eighth and ninth steps, the finished standard adopts 'quantity and pressure' double control, when the grouting pressure reaches 80% of the design grouting pressure, the grouting is changed into grouting, and when the single-sequence grouting quantity reaches 1.5 times of the design grouting quantity and the grouting pressure does not reach the design grouting pressure, the grouting is also changed into slow grouting.
In the seventh, eighth and ninth steps, the volume ratio of the cement-based slurry to the water glass slurry is controlled at 1:0.6-1: the initial setting time of the double slurry is controlled to be about 45s between 0.8, and the grouting length of each stage is 2-8m unequal.
While the foregoing description of the embodiments of the present invention has been presented in conjunction with the drawings, it should be understood that it is not intended to limit the scope of the invention, but rather, it is intended to cover all modifications or variations within the scope of the invention as defined by the claims of the present invention.
Claims (10)
1. A tunnel sand layer segmented double-film bag telescopic permeation-compaction collaborative grouting device and process comprises an orifice pipe, an outer sleeve, a grouting pipe I, a grouting pipe II, a grouting hose, a flange I, a flange II and a film bag storage tank, wherein the grouting pipe I is connected with an inner film bag grouting, a pipe orifice at the bottom of the grouting pipe II is connected with the grouting hose, and the grouting device is used for grouting an outer film bag and fixing a grouting inner pipe and the whole grouting device by using a flange. The grouting construction process is characterized by comprising the following steps of:
step one: according to the tunnel excavation position, concrete is sprayed around to be used as a manual grout stopping wall, the sectional grouting reinforcement range and the reinforcement ring thickness are determined, and the planned drilling position, the inclination angle, the drilling depth and the radius are measured by using a measuring instrument;
step two: monitoring points are distributed on the ground surface above the single-section grouting reinforcement range and are used for monitoring ground surface deformation in the drilling grouting process;
step three: according to the drilling depth, drilling diameter, depth and design sand gushing amount, inner and outer membrane bags with different lengths and radiuses are designed and prefabricated, a grouting pipe combination device is designed, and the radius of a membrane bag storage tank is designed and prefabricated according to the diameters of an outer sleeve and a grouting pipe I;
step four: the prefabricated grouting device is transported to a construction site and is checked to be good, assembly is carried out, grouting hoses are connected to the tail ends of four small grouting pipes, grouting combination pipes are further placed in an outer sleeve and fixed through a flange plate I, an inner membrane bag storage tank is further sleeved with the grouting pipes I from the lower end and buckled at the position, higher than a flower hole position, of the tail end, and an outer membrane belt storage tank is further sleeved with the inner membrane bag storage tank from the lower end and buckled at the position, higher than the flower hole position, of the outer sleeve;
step five: adopting an induced sand burst reinforcing technology to implement drilling operation, further lowering the orifice pipe into the grouting hole, obliquely drilling by using a drilling machine according to the position of the established grouting hole, manually inducing sand burst in a designed grouting reinforcing area to form sand layer cavity drilling holes around the drilling hole, lowering the orifice pipe into the grouting hole after the completion of the manual sand burst reinforcing operation, reversely rotating the drilling bit, and completely taking out the drilling machine;
step six: performing sand layer infiltration grouting without adding a membrane bag, placing the assembled grouting device into a drilled hole, fixing the assembled grouting device with an orifice pipe by using a flange II, ensuring the stability of the device in the grouting process, pumping cement-based single-liquid slurry into a grouting pipe I, enabling the slurry to infiltrate and diffuse towards a deep sand layer at the bottom of a grouting hole to form a far-section sand layer infiltration reinforcing area so as to achieve the purposes of reinforcing and stopping water of a far-section sand body, simultaneously adopting a two-sequence hole-jumping technology in the full grouting process, grouting single-number holes as first-sequence holes in advance according to the quincuncial drilled holes numbered in sequence, and grouting the rest double-number holes as second-sequence holes;
step seven: adopting reinforcement technologies such as double-film bag expansion, film bag folding, back-type grouting and the like, starting a grouting system, grouting an outer film bag, pumping water glass solution into two opposite pipes in a grouting pipe II, pumping cement-based Shan Ye slurry into the other two opposite pipes, fully mixing the cement-based slurry and the water glass slurry at the position just entering the film bag to form double-liquid slurry, expanding the folded outer film bag in a film bag storage tank I by using grouting pressure slurry and expanding along a sand layer cavity to form a grouting reinforcement area, further compacting soil around grouting holes to form a grouting compaction area, simultaneously grouting an inner film bag, pumping cement-based single-liquid slurry into the grouting pipe I, expanding the folded outer film bag in the film bag storage tank II by using grouting pressure and filling a drilling cavity to form a grouting filling area, and monitoring grouting condition of the section of film bag according to grouting pressure and grouting amount in the process;
step eight: backing the grouting device by 2-8m (different backing distances according to different drilling depths), keeping micro grouting in the backing process, preventing the grouting from being blocked by solidification of the grouting liquid, backing to the position of a membrane bag storage tank II positioned at the lower port of the orifice pipe, enabling a membrane bag contracted in the membrane bag storage tank to extend, immediately increasing grouting pressure, expanding an outer membrane bag by using the grouting pressure, expanding along a sand layer cavity, further compacting soil around a grouting hole, expanding an inner membrane bag by using the grouting liquid, filling the drilling cavity, and monitoring grouting conditions of the section of membrane bag according to grouting pressure and grouting quantity in the process;
step nine: and through the sixth to eighth steps, a permeation-compaction collaborative grouting reinforcement technology is formed, the purposes of permeation grouting reinforcement of a far-section sand layer and gradual extrusion of middle-section sand layer slurry to compact a dense reinforcement layer are achieved, permeation-compaction collaborative effective grouting reinforcement is achieved, and therefore seepage prevention and leakage stoppage are effectively achieved. Withdrawing the orifice pipe, withdrawing the grouting combination device for a certain distance, enabling the membrane bag storage tank II to be located on the tunnel face, enabling the membrane bag in the membrane bag storage tank to extend, increasing grouting pressure, withdrawing the outer membrane bag storage tank after grouting is completed, withdrawing the whole grouting combination device after filling of the hollow holes of the inner membrane bag is completed, and sealing the membrane bag;
step ten: analyzing ground surface deformation monitoring data, and analyzing and adjusting designed grouting quantity and induced sand burst quantity;
step eleven: excavating and supporting a tunnel;
step twelve: and (3) performing grouting reinforcement work preparation in the next stage, and repeating the steps one to eleven.
2. The tunnel sand layer segmented double-film bag telescopic infiltration-compaction collaborative grouting device and process according to claim 1, wherein in the first step, a single-segment grouting reinforcement range refers to a region which is 3m outside an outer contour line of tunnel excavation and a 1m thick sand layer region disclosed by a vault, drill holes are arranged in a quincuncial manner, and the drill holes are sequentially numbered so as to facilitate two-sequence hole-jumping grouting, each cycle reinforcement length is 3-12 m, film bags with different lengths can be adopted according to different drill hole depths, and the inclination angle of the drill holes is 8 degrees.
3. The tunnel sand layer segmented double-film bag telescopic infiltration-compaction collaborative grouting device and process according to claim 1, wherein in the second step, the layout boundary of the monitoring points is expanded by 1-2 m at the maximum expansion radius of the adventitia bag.
4. The tunnel sand layer segmented double-membrane bag telescopic infiltration-compaction collaborative grouting device and process according to claim 1, wherein in the third step, the grouting membrane bag is made of expandable high-density polyester fiber material, the membrane bag storage tank is in the shape of a hollow cylinder lacking an inner wall, the inner diameter of the lower end is slightly smaller than that of the upper end, and a circle of rubber membrane bag is fixed at the lower end to prevent slurry from entering the membrane bag storage tank.
5. The tunnel sand layer segmented double-film bag telescopic infiltration-compaction collaborative grouting device and process according to claim 1, wherein in the fourth step, a grouting hose is required to pass through the outer sleeve flower hole before the outer film bag is sleeved.
6. According to claimThe tunnel sand layer segmented double-film bag telescopic infiltration-compaction collaborative grouting device and process described in claim 1 are characterized in that in the fifth step, drilling holes are arranged in a quincuncial shape, gaps between hole orifice pipes and the drilling holes are filled with quick setting slurry, recovery is convenient, a drill bit perturbs a water-rich sand layer, sand grains further flow out along with water flow from gaps between drill pipes and the hole orifice pipes, and the sand burst amount reaches 0.5m 3 At that time, the disturbance is stopped.
7. The tunnel sand layer segmented double-film bag telescopic infiltration-compaction collaborative grouting device and process according to claim 1, wherein two-sequence hole jump is to perform grouting every other hole according to grouting hole numbers, namely one sequence, and the second time of grouting slurry into the rest holes, namely two sequences.
8. The tunnel sand layer segmented double-film bag telescopic infiltration-compaction collaborative grouting device and process according to claim 1, wherein in the steps seven, eight and nine, the completed standard adopts 'quantity and pressure' double control, when the grouting pressure reaches 80% of the design grouting pressure, the grouting becomes grouting, and when the single-order grouting quantity reaches 1.5 times of the design grouting quantity and the grouting pressure does not reach the design grouting pressure, the grouting becomes slow grouting.
9. The tunnel sand layer segmented double-film bag telescopic infiltration-compaction collaborative grouting device and process according to claim 1, wherein in the steps seven, eight and nine, the volume ratio of cement-based slurry to water glass slurry is controlled at 1:0.6-1: and 0.8, the initial setting time of the double slurry is controlled to be 45s, and the grouting length of each stage is 2-8 m.
10. The tunnel sand layer segmented double-film bag telescopic infiltration-compaction collaborative grouting device and process according to claim 1, wherein the orifice pipe and the outer sleeve are steel pipes, the grouting combined pipe is a PVC pipe, and the upper flower holes are unidirectional holes.
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