CN111877303B

CN111877303B - Orifice pipe sealing device, grouting device and grouting method

Info

Publication number: CN111877303B
Application number: CN202010884742.0A
Authority: CN
Inventors: 安雪蕾
Original assignee: Shandong Survey and Design Institute of Water Conservancy Co Ltd
Current assignee: Shandong Survey and Design Institute of Water Conservancy Co Ltd
Priority date: 2020-08-28
Filing date: 2020-08-28
Publication date: 2021-11-12
Anticipated expiration: 2040-08-28
Also published as: CN111877303A

Abstract

The invention discloses a hole pipe sealing device, a grouting device and a grouting method, and belongs to the technical field of water conservancy and hydropower construction. The orifice tube sealing device comprises an orifice tube, an upper supporting plate, a lower supporting plate and a stress transmission structure, wherein the stress transmission structure is connected with the upper supporting plate and the lower supporting plate; the grouting device comprises the orifice pipe sealing device, a sleeve and an anti-pulling structure, wherein the anti-pulling structure comprises a barrel, two ejector rods, a clamping seat, a jacking spring and a limiting rod. In the orifice pipe sealing device, the grouting device and the grouting method, the lower supporting plate is connected with the upper supporting plate through the stress transmission structure, and the lower supporting plate is limited by the upper supporting plate and cannot move in position, so that a downward constraint force is applied to a soil layer, the ground uplift and the pipeline deformation are prevented, the grouting pressure and the grouting amount can be improved, the diffusion and reinforcement range of grout is expanded, the number of drilled holes is saved, and the reinforcement effect is improved.

Description

Orifice pipe sealing device, grouting device and grouting method

Technical Field

The invention relates to a hole pipe sealing device, a grouting device and a grouting method, and belongs to the technical field of water conservancy and hydropower construction.

Background

In recent years, the construction scale of the karst area cities in China is continuously enlarged, the engineering geology and the hydrogeology environment of the karst area cities are extremely complex, the underground engineering construction of the cities is easy to change the regional underground water environment, so that the overlying soil layer is loose, the loose overlying soil layer is a direct factor inducing the ground subsidence, and the key for controlling the ground subsidence is realized. The grouting technology is used as a common and important engineering measure in the foundation reinforcement treatment of water conservancy and hydropower buildings, and has wide application in the treatment of special strata in karst sections.

The grouting method and the excavation backfill method are the most commonly adopted methods for treating loose soil layers, the excavation backfill method needs to completely excavate the loose soil layers, then pour gravels with larger grain sizes, and then pour concrete, and the method can damage roads and underground pipelines and seriously affect traffic. The grouting method needs to drill and evenly distribute a certain number of drill holes on the ground of a loose soil layer distribution area, and inject slurry into a treatment stratum through the drill holes so as to achieve the effect of reinforcing the loose soil layer. At present, the sealing of the orifice pipe usually adopts top grouting or a mold bag process to realize sealing and pressure isolation, and specifically comprises the following steps: the clearance between the bottom of the orifice pipe and the soil body is sealed by pouring cement-based materials, or the orifice pipe is bound with a mould bag, the mould bag is expanded to be sealed by grouting, but in the grouting process, the smaller grouting pressure easily causes overlarge uplift quantity on the ground, so that the damage to the road and underground shallow buried pipelines is caused, and the grouting reinforcement effect is poor.

In view of the above, there is a need for a new sealing device, grouting device and grouting method for orifice pipe to solve the above problems.

The above description is included in the technical recognition scope of the inventors, and does not necessarily constitute the prior art.

Disclosure of Invention

The invention aims to solve the problems in the prior art, and provides an orifice pipe sealing device, a grouting device and a grouting method, which can avoid surface bulging, are beneficial to improving grouting pressure and grouting amount, and are convenient to mount and dismount and convenient to construct.

The invention adopts the following technical scheme to realize the purpose:

in one aspect, the present invention provides an orifice tube sealing device, comprising:

an orifice tube having a central external thread;

the upper supporting plate is provided with a threaded hole and is in threaded connection with the orifice pipe through the threaded hole;

the lower supporting plate is provided with a through hole, and the orifice pipe freely penetrates through the through hole;

a force transfer structure connecting the upper support plate and the lower support plate.

Preferably, the lower end of the orifice pipe is provided with internal threads or external threads.

Preferably, the force transmission mechanism is a connecting rod or a hydraulic cylinder.

In another aspect, the present invention further provides a grouting device, including the orifice tube sealing device, further including:

the upper end of the sleeve is detachably connected with the lower end of the orifice tube, and grouting holes are uniformly distributed in the side wall of the sleeve;

the anti-pulling structure is arranged at the bottom of the sleeve;

the anti-pulling structure comprises:

the cylinder body is internally provided with a square channel which is coaxial with the cylinder body in a penetrating way, the cylinder wall of the cylinder body is oppositely provided with two coaxially arranged guide holes, and the axes of the guide holes are vertical to the axis of the cylinder body;

each ejector rod freely penetrates through one of the guide holes, and a slideway coaxial with the ejector rods is formed in the two ejector rods;

the clamping seat is arranged in the square channel and consists of a top plate and two side plates vertically arranged at the bottoms of the two sides of the top plate, the lower ends of the two side plates extend out of the square channel, and each side plate is in an inverted U shape;

the jacking spring is arranged in the clamping seat, and two ends of the jacking spring are respectively abutted against the two side plates;

and the limiting rod freely penetrates through the jacking spring, and two ends of the limiting rod penetrate through the jacking spring and then respectively penetrate through the two side plates of the clamping seat, and then are freely inserted into the slide way in the ejector rod.

Preferably, the cylinder body is further provided with a pulp inlet channel communicated with the square channel.

Preferably, the top plate is provided with a slurry inlet hole.

Preferably, the cylinder is screwed at the bottom of the sleeve.

Preferably, the limiting rod comprises a first rod body and two second rod bodies arranged at two ends of the first rod body, the diameter of each second rod body is smaller than that of the first rod body, the first rod body is inserted into the jacking spring, and the second rod bodies are inserted into the slide ways.

Preferably, the upper outer side of the sleeve is surrounded by a mold bag.

In another aspect, the invention further provides a grouting method, which comprises the following steps:

(1) the sleeve is placed in a drill hole in the soil layer, after the sleeve falls on the bottom of the drill hole, the clamping seat of the anti-pulling structure is upwards jacked, and the jacking spring extends and acts on the two ejector rods, so that the end parts of the ejector rods act on the hole wall of the drill hole;

(2) sleeving a mold bag on the upper part of the sleeve, and injecting cement-water glass slurry into the mold bag to enable the mold bag to be sealed between the sleeve and the inner wall of the drill hole in an expanding manner;

(3) pouring a certain amount of expansion self-leveling cement into the casing, enabling the expansion self-leveling cement to fall to the bottom of the drilled hole, and repeatedly knocking at the opening of the casing to enable the expansion self-leveling cement to be compact in the bedrock at the bottom;

(4) after the expansion self-leveling cement in the bottom bedrock meets the strength and expansion requirements, mounting a lower supporting plate on the ground, and enabling the through hole on the lower supporting plate to correspond to the drilled hole;

(5) installing an upper supporting plate, enabling a threaded hole in the upper supporting plate to correspond to a through hole in a lower supporting plate, and connecting the upper supporting plate with the lower supporting plate through a stress transfer structure;

(6) after the lower end of the orifice pipe sequentially passes through the threaded hole in the upper supporting plate and the through hole in the lower supporting plate, the orifice pipe is rotated to enable the orifice pipe to be in threaded connection with the threaded hole in the upper supporting plate and the upper end of the sleeve arranged in the drill hole;

(7) connecting a grouting pipe on the orifice pipe for grouting to enable the slurry to flow out of the sleeve and permeate into a soil layer, and stopping grouting after the design requirement of grouting amount is met;

(8) and after the grout injected into the soil layer is initially solidified, sequentially detaching the grouting pipe, the orifice pipe, the upper supporting plate, the stress transmission structure and the lower supporting plate.

Benefits of the present application include, but are not limited to:

according to the orifice pipe sealing device, the grouting device and the grouting method provided by the invention, the grouting pressure is transmitted upwards to act on the lower supporting plate in the grouting process, the lower supporting plate is connected with the upper supporting plate through the stress transmission structure, and the upper supporting plate is fixed on the orifice pipe, so that the position of the upper supporting plate cannot move, and the lower supporting plate cannot move even if being limited by the upper supporting plate, so that downward constraint force is applied to a soil layer, the ground uplift is prevented, the shallow pipeline is prevented from being lifted and deformed to be damaged, the pavement is prevented from being damaged, the grouting pressure and the grouting amount can be improved, the diffusion and reinforcement range of grout is expanded, the number of drilled holes is saved, the reinforcement effect is improved, the installation and the disassembly are convenient, the construction is convenient, and the orifice pipe sealing device is suitable for water conservancy and hydropower construction. Wherein, the tensile structure of drawing can effectively guarantee the joint strength of sleeve pipe and bottom bedrock, and the guarantee construction goes on smoothly.

Drawings

The accompanying drawings, which are included to provide a further understanding of the application and are incorporated in and constitute a part of this application, illustrate embodiment(s) of the application and together with the description serve to explain the application and not to limit the application. In the drawings:

fig. 1 is a schematic structural diagram of an orifice tube sealing device according to the present application;

FIG. 2 is a schematic structural diagram of a lower support plate in the orifice tube sealing apparatus according to the present invention;

FIG. 3 is a schematic structural diagram of an upper support plate in the orifice tube sealing apparatus according to the present invention; (ii) a

FIG. 4 is a schematic structural diagram of a grouting device provided in the present application;

FIG. 5 is an enlarged view of portion A of FIG. 4;

FIG. 6 is a top view of a pull-out resistant structure in a grouting device according to the invention;

FIG. 7 is a sectional view taken along line B-B of FIG. 6;

FIG. 8 is a top view of the barrel in a pull-resistant configuration as contemplated by the present application;

FIG. 9 is a top view of the can in a draw resistant configuration in another embodiment of the subject application;

FIG. 10 is a cross-sectional view taken along line C-C of FIG. 8;

FIG. 11 is a schematic structural view of a mandrel in a pull-resistant configuration according to the present invention;

fig. 12 is a schematic structural view of a card holder in a pull-resistant structure according to the present application;

FIG. 13 is a top view of FIG. 12;

FIG. 14 is a right side view of FIG. 12;

FIG. 15 is a schematic structural view of a stop bar in an anti-pulling structure according to the present invention;

fig. 16 is a schematic structural view of the anti-pulling structure according to the present application after the card socket is lifted;

FIG. 17 is a schematic view of a casing and a pull-out resistant structure of a grouting apparatus according to the invention after being inserted into a borehole;

FIG. 18 is a schematic view illustrating a construction process of a grouting device according to the present invention;

FIG. 19 is a schematic view of a grouting apparatus according to the invention in a multi-borehole application;

FIG. 20 is a schematic view of a grouting device according to the present invention in a multi-hole application;

FIG. 21 is a view showing a grouting apparatus according to the present invention after completion of grout solidification;

in the figure, 1, carbonate; 2. loose soil mass; 3. compacting the soil mass; 4. plain filling; 5. an underground pipeline; 6. drilling; 7. a grouting pipe; 8. grouting an inner pipe by using a mould bag;

100. an orifice tube; 200. an upper support plate; 210. a threaded hole; 300. a lower support plate; 310. a through hole; 400. a force transfer structure; 500. a sleeve; 510. grouting holes; 600. a pull-resistant structure; 610. a barrel; 611. a square channel; 612. a guide hole; 613. a slurry inlet channel; 620. a top rod; 621. a slideway; 630. a card holder; 631. a top plate; 632. a side plate; 633. a slurry inlet hole; 640. the spring is tightly propped; 650. a limiting rod; 651. a first rod body; 652. a second rod body; 700. and (6) molding bags.

Detailed Description

In order to clearly explain the technical features of the present invention, the following detailed description of the present invention is provided with reference to the accompanying drawings.

It should be noted that in the following description, numerous specific details are set forth in order to provide a thorough understanding of the present invention, however, the present invention may be practiced in other ways than those described herein. Therefore, the scope of the invention is not limited by the specific embodiments disclosed below.

The grouting construction area of the invention comprises from bottom to top: the soil-filling and soil-filling underground pipeline comprises carbonatite 1, loose soil 2, compact soil 3 and plain filling 4, and an underground pipeline 5 is buried in the plain filling. Before grouting, the drill pipe drills a borehole 6 extending into the carbonatite.

As shown in fig. 1 to 3, the present application provides an orifice tube sealing device including:

an orifice tube 100, a middle external thread of the orifice tube 100;

the upper supporting plate 200 is provided with a threaded hole 210, and the upper supporting plate 200 is in threaded connection with the orifice pipe 100 through the threaded hole 210;

a lower support plate 300, wherein a through hole 310 is formed on the lower support plate 300, and the orifice pipe 100 freely passes through the through hole 310;

and a force transfer structure 400, wherein the force transfer structure 400 connects the upper support plate 200 and the lower support plate 300.

When the device is installed, the upper support plate 200 is firstly placed on the ground, the threaded hole 210 on the upper support plate 200 corresponds to the through hole 310 on the lower support plate 300, and the upper support plate 200 is connected with the lower support plate 300 through the stress transmission structure 400; then, after the lower end of the orifice pipe 100 sequentially passes through the threaded hole 210 on the upper support plate 200 and the through hole 310 on the lower support plate 300, the orifice pipe 100 is rotated to connect the orifice pipe 100 with the threaded hole 210 on the upper support plate 200 and the upper end of the sleeve 500 placed in the drill hole in a threaded manner, so that the sealing of the orifice pipe 100 can be completed, and then the grouting operation can be performed after the grouting pipe 7 is installed.

Traditional orifice pipe sealing mode is at the slip casting in-process, and the transmission can arouse the ground uplift in the slip casting pressure meeting to cause road and the shallow pipeline of burying in the underground to destroy, and the slip casting reinforcing effect is bad.

When the orifice pipe sealing device provided by the invention is used for construction, the orifice pipe 100 is arranged at the upper end of the sleeve 500, expansion self-leveling cement is injected to the bottom of a drill hole through the sleeve 500 before grouting, the sleeve 500 is fixed in the drill hole after the expansion self-leveling cement meets the strength and expansion requirements, and the orifice pipe 100 is fixed in the soil layer along with the sleeve 500. At slip casting in-process slip casting pressure transmission effect in bottom suspension fagging 300 that makes progress, bottom suspension fagging 300 is connected with last backup pad 200 through atress transmission structure 400, go up backup pad 200 because of fixing on orifice pipe 100 so the position of going up backup pad 200 can not remove, so bottom suspension fagging 300 receives its position of restriction of last backup pad 200 also can not remove, thereby exert decurrent constraining force to the soil layer, prevent the ground uplift, avoid the shallow layer pipeline to be destroyed by the lifting, avoid destroying the road surface, can be favorable to improving slip casting pressure and grouting volume simultaneously, enlarge the diffusion and the reinforcement scope of thick liquid, save drilling quantity, improve the reinforcing effect.

After the grout injected into the soil layer is initially set, the grouting pipe 7, the orifice pipe 100, the upper supporting plate 200, the stress transmission structure 400 and the lower supporting plate 300 are sequentially removed, so that the leveling sand layer can be cleaned, and the road surface can be recovered to pass.

To facilitate installation of the apparatus, in a preferred embodiment, the lower end of the orifice tube 100 is internally or externally threaded to connect with a sleeve 500 used in grouting.

Further, the force transmission mechanism is selected to be a link or a hydraulic cylinder, and a certain external force can be applied to the lower support plate 300 through the hydraulic cylinder when the hydraulic cylinder is selected. Each upper support plate 200 and the lower support plate 300 are connected by 2-4 force transmission structures 400.

Next, as shown in fig. 4, the present invention also provides a grouting apparatus, which comprises, in addition to the above-mentioned orifice pipe sealing apparatus, a sleeve 500 and a pull-resistant structure 600 disposed at the bottom of the sleeve 500. Wherein, the upper end of the sleeve 500 is detachably connected with the lower end of the orifice tube 100, and grouting holes 510 are uniformly distributed on the side wall of the sleeve 500.

Preferably, the upper end of the sleeve 500 is screwed with the lower end of the orifice pipe 100, and the orifice pipe 100 can be screwed with the upper support plate 200 and the sleeve 500 by screw-fitting during rotation.

The anti-drawing structure 600 is arranged at the bottom of the casing 500 and is used for further increasing the connection strength of the casing 500 and the bottom bedrock during grouting.

Specifically, as shown in fig. 5-15, the pullout resistance structure 600 includes:

the cylinder 610, referring to fig. 8-10 in particular, a square channel 611 coaxial with the cylinder 610 is disposed through the cylinder 610, two coaxially disposed guide holes 612 are disposed opposite to the cylinder wall of the cylinder 610, and the axis of the guide hole 612 is perpendicular to the axis of the cylinder 610;

two ejector rods 620, specifically referring to fig. 11, each ejector rod 620 freely passes through one of the guide holes 612, and a slideway coaxial with the ejector rods 620 is formed inside the two ejector rods 620;

the clamping seat 630, referring to fig. 12-14 in particular, the clamping seat 630 is disposed in the square channel 611, the clamping seat 630 is composed of a top plate 631 and two side plates 632 vertically disposed at the bottoms of two sides of the top plate 631, the lower ends of the two side plates 632 extend out of the square channel 611, as shown in fig. 12, each side plate 632 is in an inverted U shape;

the jacking spring 640 is arranged in the clamping seat 630, and two ends of the jacking spring 640 respectively abut against the two side plates 632;

the limiting rod 650 and the limiting rod 650 freely pass through the jacking spring 640, and two ends of the limiting rod 650 pass through the jacking spring 640, then pass through the two side plates 632 of the clamping seat 630 respectively, and then are freely inserted into the slide 621 in the top rod 620.

It will be appreciated that the orifice tube 100, the sleeve 500, and the barrel 610 are all coaxially arranged in the above-described configuration. The square channel 611 is designed to cooperate with the square seat 630 to constrain the square seat 630 to move linearly up and down only within the square channel 611.

In the above structure, before the sleeve 500 is drilled into a borehole, the anti-pulling structure 600 is installed at the bottom of the sleeve 500, so that the two ends of the jacking spring 640 are abutted against the two side plates 632 of the clamping seat 630 and are in a compressed state. As shown in fig. 16, when the casing 500 is lowered to the bottom of the borehole, the bottom of the clamping seat 630 contacts with the bottom of the borehole, the clamping seat 630 is pushed upwards, the two ends of the jacking spring 640 are separated from the side plate 632 and lose support elongation, and the two jacking rods 620 are pushed to move outwards during the elongation of the jacking spring 640, so that the ends of the jacking rods 620 act on the wall of the borehole. Then, the expansion self-leveling cement is injected into the bottom of the drill hole through the sleeve 500, and the sleeve 500 is firmly fixed in the drill hole under the double reinforcement of the expansion self-leveling cement and the ejector rod 620, so that the tensile strength of the device is improved.

In order to make the expandable self-leveling cement smoothly reach the bottom of the drilled hole and the interior of the anti-drawing structure 600 to form a compact structure, in a preferred embodiment, as shown in fig. 9, the cylinder 610 is further provided with a slurry inlet channel 613 communicated with the square channel 611, and the slurry inlet channel 613 is respectively communicated with both sides of the square channel 611 to allow the expandable self-leveling cement to flow into the cylinder 610 from the casing 500.

Further, as shown in fig. 13, the top plate 631 is provided with a grout inlet 633, so that the expansive self-leveling cement can enter the inside of the clamping seat 630 to form a compact structure.

To facilitate mounting and dismounting, the cylinder 610 is screwed to the bottom of the sleeve 500.

Further, in order to make the action area between the end of the push rod 620 and the inner wall of the bore larger, in a preferred embodiment, the diameter of the end of the push rod 620 is made larger.

In the above structure, the stopper 650 penetrates the jacking spring 640, and two ends of the stopper are inserted into the two top rods 620, so as to prevent the jacking spring 640 from jacking upwards in the process of jacking the clamping seat 630 upwards. As shown in fig. 15, in a preferred embodiment, the position-limiting rod 650 includes a first rod body 651 and two second rod bodies 652 disposed at two ends of the first rod body 651, wherein the diameter of the second rod bodies 652 is smaller than that of the first rod body 651, the first rod body 651 is inserted into the tightening spring 640, and the second rod body 652 is inserted into the slide 621. The diameter of the second rod 652 is smaller, and the second rod can extend out from the middle cavity area of the side plate 632 in an inverted U shape, so that the interference with the upward jacking of the clamping seat 630 is prevented, and the jacking spring 640 is smoothly triggered. It will be appreciated that the diameter of the jacking spring 640 is greater than the diameter of the ramp 621.

Referring again to fig. 4, in order to vertically fix the casing 500 in the center of the borehole, in a preferred embodiment, a mold bag 700 is enclosed at the outer side of the upper portion of the casing 500, cement-water glass slurry is injected into the mold bag 700, the mold bag 700 is expanded and sealed between the casing 500 and the inner wall of the borehole, the casing 500 can be vertically erected in the center of the borehole at the same distance from the inner wall of the surrounding borehole, and the casing 500 is prevented from being displaced during the subsequent injection of the expandable self-leveling cement. In addition, the upper portion of the sleeve 500 may be fixed by a grouting process.

The invention further provides a grouting method, which adopts the grouting device for grouting and specifically comprises the following steps:

(1) uniformly drilling a certain number of drill holes on the ground of a loose soil layer distribution area, placing the sleeve 500 into the drill holes after installing the anti-pulling structure 600 at the bottom of the sleeve 500, enabling the clamping seat 630 of the anti-pulling structure 600 to jack up upwards after the sleeve 500 falls at the bottom of the drill holes, enabling the jacking spring 640 to extend and act on the two ejector rods 620, enabling the ejector rods 620 to extend out, and enabling the end parts of the ejector rods 620 to act on the hole walls of the drill holes;

(2) as shown in fig. 17, after a mold bag is sleeved on the upper part of the casing 500, cement-water glass slurry is injected into the mold bag through the mold bag injection inner pipe 8, so that the mold bag is expanded and sealed between the casing 500 and the inner wall of the drill hole;

(3) pouring a certain amount of expansion self-leveling cement into the casing 500, enabling the expansion self-leveling cement to fall to the bottom of the drilled hole, and repeatedly knocking at the 500-opening of the casing to enable the expansion self-leveling cement to be compact in the bedrock at the bottom;

(4) after the expanding self-leveling cement in the bedrock at the bottom meets the requirements of strength and expansion, installing a lower supporting plate 300 on the ground, and enabling a through hole 310 on the lower supporting plate 300 to correspond to the drilled hole;

(5) mounting the upper support plate 200 such that the screw holes 210 of the upper support plate 200 correspond to the through holes 310 of the lower support plate 300, and connecting the upper support plate 200 with the lower support plate 300 through the force transmission structure 400;

(6) after the lower end of the orifice tube 100 sequentially passes through the threaded hole 210 on the upper support plate 200 and the through hole 310 on the lower support plate 300, rotating the orifice tube 100 to enable the orifice tube 100 to be in threaded connection with the threaded hole 210 on the upper support plate 200 and the upper end of the sleeve 500 placed in the drilled hole;

(7) as shown in fig. 18 and 19, the orifice pipe 100 is connected with the grouting pipe 7 for grouting, so that the grout flows out of the casing 500 and permeates into the soil layer, and the grouting is stopped after the design requirement of the grouting amount is met;

(8) after the grout injected into the soil layer is initially set, sequentially removing the grouting pipe 7, the orifice pipe 100, the upper supporting plate 200, the stress transmission structure 400 and the lower supporting plate 300, cleaning a leveling sand layer and recovering the pavement passing; after construction, the soil layer is in the state shown in fig. 21.

Fig. 18 is a schematic view showing a structure when a single borehole is constructed, and fig. 19 is a schematic view showing construction when a plurality of boreholes are drilled in an earth layer; fig. 20 shows that when a plurality of drill holes are drilled, each drill hole is correspondingly provided with a lower support plate 300 and an upper support plate 200, the lower support plate 300 is large in size, the upper support plate 200 is small in size, and the lower support plates 300 lean against each other to completely cover the construction ground.

In the description of the present invention, it is to be understood that the terms "central," "upper," "lower," "front," "rear," "left," "right," "vertical," "horizontal," "top," "bottom," "inner," "outer," "axial," "radial," "circumferential," and the like are used in the indicated orientations and positional relationships based on the drawings for ease of description and simplicity of description, and are not intended to indicate or imply that the referenced device or element must have a particular orientation, be constructed and operated in a particular orientation, and are therefore not to be considered limiting.

In the present invention, unless otherwise expressly stated or limited, the terms "mounted," "connected," "secured," and the like are to be construed broadly and can, for example, be fixedly connected, detachably connected, or integrally formed; the connection can be mechanical connection, electrical connection or communication; either directly or indirectly through intervening media, either internally or in any other relationship. The specific meanings of the above terms in the present invention can be understood by those skilled in the art according to specific situations.

The above-described embodiments should not be construed as limiting the scope of the invention, and any alternative modifications or alterations to the embodiments of the present invention will be apparent to those skilled in the art.

The present invention is not described in detail, but is known to those skilled in the art.

Claims

1. A grouting device is characterized by comprising an orifice pipe sealing device, a sleeve and an anti-drawing structure, wherein the orifice pipe sealing device comprises:

the middle part of the orifice pipe is provided with an external thread;

the stress transmission structure is connected with the upper supporting plate and the lower supporting plate;

a mould bag is arranged around the outer side of the upper part of the sleeve, the upper end of the sleeve is detachably connected with the lower end of the orifice pipe, and grouting holes are uniformly distributed in the side wall of the sleeve;

the anti-drawing structure is arranged at the bottom of the sleeve, and comprises:

2. The grouting device according to claim 1, wherein the cylinder is further provided with a grout inlet channel communicated with the square channel.

3. The grouting device of claim 1, wherein the top plate is provided with a grout inlet.

4. The grouting device of claim 1, wherein the barrel is threaded at a bottom of the casing.

5. The grouting device according to claim 1, wherein the limiting rod comprises a first rod body and two second rod bodies arranged at two ends of the first rod body, the diameter of each second rod body is smaller than that of the first rod body, the first rod body is inserted into the jacking spring, and the second rod body is inserted into the slide way.

6. Grouting device according to claim 1, characterised in that the lower end of the orifice tube is provided with an internal or external thread.

7. Grouting device according to claim 1, characterised in that the force-transmitting structure is a link or a hydraulic cylinder.

8. A grouting method, characterized in that the grouting device of claim 1 is used, comprising the steps of: