Large underground space excavation equipment and construction method thereof

Abstract

The invention discloses a large-scale underground space excavation equipment and a construction method thereof, comprising: a shield machine, a cutter head, a rear compartment partition plate, a propulsion device, a surplus soil recovery hole, a surplus soil pumping device, and a grouting hole cavity, wherein the grouting reinforcement device comprises a grouting pipe slidably arranged in the grouting hole cavity, a plurality of discharge ports are arranged on the outer side of the grouting pipe, and an electromagnetic flipping structure is arranged at the bottom end of the grouting pipe; a direction-changing structure is arranged on the outer shell of the shield machine, the direction-changing structure comprises a rotating disk arranged on the outer shell of the shield machine, the inner side of the rotating disk is driven by a driving structure, at least two servo jack units are fixedly connected to the outer side of the rotating disk, and the servo jack units are located at the lower left corner and the upper right corner of the outer peripheral surface of the rotating disk. The invention solves the problems of low excavation construction efficiency and inability of large machinery to construct in the process of excavating large underground spaces by combining the use of a shield tunnel with a reverse construction method.

Description

Technical Field

[0001] The invention relates to an underground space construction method, in particular to a large underground space excavation device and a construction method thereof. Background Art

[0002] In the traditional underground space construction process, most construction methods are forward construction or reverse construction. The forward construction method is to excavate the foundation pit, then support the surrounding area of ​​the foundation pit, and finally construct the underground main structure, which leads to an increase in the construction period and construction procedures. The existing reverse construction method uses all or part of the main underground structure as a supporting structure, and constructs the underground structure from top to bottom and alternately with the foundation pit excavation. It greatly shortens the construction period. However, compared with the forward construction method, the reverse construction method is carried out in a closed environment with a poor working environment; large machinery and equipment are difficult to enter the site; the quality of concrete joints of wall columns in the underground structure is difficult to control; the lateral stiffness of the reverse construction method is smaller than that of the closed type, and measures should be taken during construction to prevent excessive deformation of the continuous wall on one side.

[0003] At present, there are still the following technical difficulties in the construction of large underground spaces: on the one hand, if the open-cut method is used, the construction area is large, the impact of the construction on the surrounding environment is large, and the construction period is long, which is not well applicable to some large buildings in the city; on the other hand, if the reverse method is used to construct the underground projects of large buildings, there are very high requirements for the organization of the construction and the setting of the construction work surface. In addition, due to the limitations of the underground construction space of the reverse method, large machinery cannot be used for large underground engineering construction, which greatly reduces the efficiency of excavation. In addition, the turning of traditional shield machines is achieved by the pressure difference of the cutter disc and the different lengths of the rear segments. The turning is difficult and requires high time and labor costs. Summary of the invention

[0004] The present invention provides a large-scale underground space excavation equipment and a construction method thereof. By using a combination of a shield tunnel and a reverse construction method, a method for reinforcing the underground space excavated by a shield tunnel is provided. First, prestress is applied to the pipe segment through internal supports to improve the bearing capacity of the top surface of the underground space. Second, prestressed tensioning is performed through pre-buried holes in the pipe segment and steel strands are passed through the pre-buried holes to realize the integrity of the entire pipe segment structure. The low efficiency of excavation construction and the inability of large machinery to construct during the excavation of large underground spaces are solved, and the above-mentioned problems can be effectively solved.

[0005] The present invention is achieved in that:

[0006] A large underground space excavation equipment, comprising: a shield machine, the shield machine is provided with a cutter head, a rear compartment of the shield machine is provided with a rear compartment partition plate, a propulsion device is installed on the rear compartment partition plate, the shield machine is driven by the propulsion device, a surplus soil recovery hole is opened on the front of the shield machine, and the surplus soil recovery hole is communicated with a surplus soil pumping device;

[0007] A plurality of grouting holes are provided on the partition plate at the rear side of the propulsion device, and the grouting holes are connected to a grouting reinforcement device, and the grouting reinforcement device comprises a grouting pipe slidably arranged in the grouting hole, and a plurality of discharge ports are arranged on the outer side of the grouting pipe, and an electromagnetic flipping structure is arranged at the bottom end of the grouting pipe;

[0008] A direction-changing structure is provided on the outer shell of the shield machine, and the direction-changing structure includes a rotating disc arranged on the outer shell of the shield machine. The inner side of the rotating disc is driven by a driving structure, and at least two servo jack units are fixedly connected to the outer side of the rotating disc. The servo jack units are located at the lower left corner and the upper right corner of the outer circumference of the rotating disc.

[0009] As a further improvement, the rear compartment of the shield machine is provided with a rear compartment partition plate, and the propulsion device includes a plurality of longitudinal hydraulic jacks arranged on the rear compartment partition plate, and the plurality of longitudinal hydraulic jacks form an annular structure. The plurality of longitudinal hydraulic jacks realize the advancement of the shield machine by applying force to the assembled segments combined with the excavation of the cutter disc.

[0010] As a further improvement, the propulsion device includes a plurality of longitudinal hydraulic jacks arranged on the rear compartment partition plate, and the plurality of longitudinal hydraulic jacks form an annular structure. The plurality of longitudinal hydraulic jacks realize the advancement of the shield machine by applying force to the assembled segments combined with the excavation of the cutter disc.

[0011] As a further improvement, the excess soil pumping device comprises a pumping pipe connected to the excess soil recovery hole, the pumping pipe is connected to a pumping machine, and the pumping machine is fixed inside the shield machine.

[0012] As a further improvement, the inner channel of the grouting pipe is a truncated cone structure, and the inner diameter of the grouting pipe gradually increases from right to left.

[0013] As a further improvement, the electromagnetic flip structure includes a flip cover for sealing the bottom of the grouting pipe, and the flip cover is driven by a solenoid valve. When the gap between the pipe segment and the soil is filled, the solenoid valve opens the flip cover.

[0014] As a further improvement, the servo jack unit includes a servo jack fixed on a rotary disc, a plurality of jacks are connected to the servo jack, and a plurality of the jacks are connected to a jack block.

[0015] The present invention also provides a large underground space construction method, using the large underground space excavation equipment mentioned above, comprising the following steps:

[0016] Step 1: According to the structural excavation route design drawings, the shield tunnel segments of corresponding volumes are processed and manufactured in the factory, and the segments are loaded into the segment bin of the shield machine;

[0017] Step 2: Level the construction site, reinforce the soft strata, measure and lay out the lines at the construction site, determine the starting position of the shield machine excavation, and set up the starting frame;

[0018] Step 3: Adjust the initial position of the shield machine through the starting frame, move the shield machine to the predetermined position, and make the shield machine fit the outer wall of the basement;

[0019] Step 4: Use the propulsion device to drive the cutter head of the shield machine to dig forward, and discharge the soil excavated by the cutter head through the residual soil pumping device. At the same time, the segment assembly machine of the shield machine segment bin starts to assemble the segments, and the grouting reinforcement device at the tail of the shield machine injects grout into the gap between the segments and the soil;

[0020] Step 5: After the shield machine excavates a straight line to the corner of the underground space, it turns by the pressure difference of the direction-changing structure on the shield machine shell. During the turning process, the shield machine's segment bin assembles segments suitable for the corner, and grouting is performed in the gap between the segments and the soil. A hole is pre-buried in the segment and a steel strand is passed through it;

[0021] Step 6: After forming a complete circle of excavation range, set up internal support at the tail of the shield machine after excavation, and inject grout into the gap between the segment and the soil. When the grouting strength reaches %, continue to excavate the shield inwards in circles;

[0022] Step 7: After the first layer of excavation is completed, start the construction of the first underground space, reserve the shaft for the shield machine hoisting, and set up the starting frame for the next layer of excavation, and repeat steps 3 to 6;

[0023] Step 8: After all underground spaces are excavated, the construction of the last underground space will be carried out. At the same time, the shield machine will be dismantled and hoisted out from the reserved shaft.

[0024] As a further improvement, step two specifically includes: adjusting the position of the starting frame, tilting the starting frame downward, allowing the shield machine to tilt and move to the corresponding construction depth first, and then fitting the shield machine to the outer wall of the basement.

[0025] As a further improvement, the internal support method in step six is: first set up internal supports inside the tunnel adjacent to the excavation side, the internal supports are servo internal supports, and the intervals between the internal supports are 10m. During the excavation of the shield machine, the pipe segments adjacent to the tunnel side are simultaneously removed and the grafting blocks are installed to form a new tunnel with the currently excavated tunnel.

[0026] The beneficial effects of the present invention are:

[0027] In the prior art, the forward method and reverse method are used in the construction process of large underground spaces. Although the former has a mature and safe process, the construction period is long and the construction process is relatively complicated. Although the latter shortens the construction period, the working environment is poor, large machinery and equipment are difficult to enter the site, and the quality is difficult to control. Both are subject to many conditions, which affects the efficiency or quality of construction. Therefore, in the present invention, a combination of shield tunnel and reverse method is used, and the shield machine is excavated in an inclined manner. The shield machine is launched to a designated position underground through a starting frame. The outer area of ​​the basement is excavated first. During the excavation process, pipe segments are laid and grouting reinforcement is performed like excavating a tunnel. When the outer area needs to be turned, the position of the shield machine itself is adjusted by a changing structure, thereby realizing a corridor-type construction method, allowing the shield machine to gradually excavate from the outside to the inside, and in the excavation process, the problem of low excavation efficiency and the inability of large machinery to construct in the excavation process of large underground spaces is solved, adding a new solution to large underground projects.

[0028] In the whole process of grouting and curing the pipe segment, the conventional method is to directly connect to the external slurry pipe and output directly from the grouting hole through the slurry pipe. However, in this case, the gap between the pipe segment and the soil body needs to be filled by the self-flow of slurry. Although this grouting method can also achieve the purpose of filling the gap, the slurry is arranged from the inside to the outside. Compared with the conventional method of only using the grouting hole cavity to discharge the material, the present invention adopts the method of accommodating the grouting pipe in the grouting hole cavity. When the slurry is introduced, due to the small inner diameter of the grouting pipe, the grouting pipe will be pushed out first until it is pushed out to the longest distance, and then the slurry will be evenly dispersed from the discharge port on the grouting pipe, thereby achieving the effect of left and right distribution, so that the pipe segment and the soil body can be connected faster through the slurry;

[0029] And when the grouting pipe is withdrawn, in order to avoid the space gap formed after the grouting pipe is pushed out and affect the slurry that has been partially solidified, the flip cover at the end of the grouting pipe can be opened to allow part of the slurry to overflow from the end of the grouting pipe, thereby filling the space formed after the grouting pipe is withdrawn, thereby maintaining the stability of the slurry.

[0030] During the reversing process of the shield machine, compared with the straight-line or small-arc reversing in the tunnel, since this case is a corridor-shaped excavation method, multiple and large-angle reversing is required in the present invention. Therefore, the present invention sets a changing structure on the outside of the shield machine, and rotates the servo jack unit to the ground or a supported wall through the turntable on the changing structure. It can not only monitor the interaction force between the servo jack unit and the soil to determine the excavation direction of the shield machine, but also can turn the shield machine by combining the shield machine with the cutter head to achieve the different force output by the servo jacks on the left and right sides of the shell, thereby allowing the shield machine to form a large-angle rotation during excavation, and can stably excavate a corridor-shaped structure when excavating a large underground space. BRIEF DESCRIPTION OF THE DRAWINGS

[0031] In order to more clearly illustrate the technical solutions of the embodiments of the present invention, the drawings required for use in the embodiments will be briefly introduced below. It should be understood that the following drawings only show certain embodiments of the present invention and therefore should not be regarded as limiting the scope. For ordinary technicians in this field, other related drawings can be obtained based on these drawings without paying creative work.

[0032] Figure 1 It is a schematic diagram of the internal structure of the present invention.

[0033] Figure 2 It is a side structural schematic diagram of the grouting pipe and the transverse splicing block and the longitudinal splicing block of the present invention.

[0034] Figure 3 It is a side view structural schematic diagram of the transverse splicing block and the longitudinal splicing block of the present invention.

[0035] Figure 4 It is a structural schematic diagram of the grafting block and the inner support of the present invention.

[0036] Figure 5 It is a schematic diagram of the top view of the longitudinal splicing block of the present invention.

[0037] Figure 6 It is a structural schematic diagram of the grouting pipe and the discharge port of the present invention.

[0038] In the figure: longitudinal hydraulic jack-10, excess soil pumping device-20, pumping pipe-21, pumping machine-22, grouting pipe-31, flip cover-311, discharge port-32, rotary plate-40, servo jack unit-43, servo jack-431, top column-432, top block-433, cutter head-50, transverse splicing block-81, longitudinal splicing block-82, grafting block-83, inner support-84, grouting hole-1. DETAILED DESCRIPTION

[0039] In order to make the embodiments of the present invention, all belong to the scope of protection of the present invention. Therefore, the following detailed description of the embodiments of the present invention provided in the accompanying drawings is not intended to limit the scope of the invention claimed for protection, but merely represents the selected embodiments of the present invention. Based on the embodiments of the present invention, all other embodiments obtained by ordinary technicians in this field without creative work belong to the scope of protection of the present invention.

[0040] In the description of the present invention, the terms "first" and "second" are only used for descriptive purposes and cannot be understood as referring to the purpose, technical solutions and advantages of the methods. To be more clear, the technical solutions in the embodiments of the present invention will be clearly and completely described below in conjunction with the drawings in the embodiments of the present invention. Obviously, the described embodiments are part of the embodiments of the present invention, not all of the embodiments. Based on the embodiments of the present invention, all other embodiments obtained by ordinary technicians in this field without creative work indicate or imply relative importance or implicitly indicate the number of indicated technical features. Therefore, the features defined as "first" and "second" may explicitly or implicitly include one or more of the features. In the description of the present invention, the meaning of "multiple" is two or more, unless otherwise clearly and specifically defined.

[0041] Reference Figure 1 to Figure 6 As shown, a large underground space excavation equipment includes: a shield machine, the shield machine is provided with a cutter head 50, the rear compartment of the shield machine is provided with a rear compartment partition plate, a propulsion device is installed on the rear compartment partition plate, the shield machine is driven by the propulsion device, and a residual soil recovery hole is opened on the front of the shield machine, and the residual soil recovery hole is communicated with a residual soil pumping device 20;

[0042] A plurality of grouting holes 1 are provided on the partition plate at the rear side of the propulsion device, and the grouting reinforcement device comprises a grouting pipe 31 slidably arranged in the grouting hole 1, a plurality of discharge ports 32 are arranged on the outer side of the grouting pipe 31, and an electromagnetic flipping structure is arranged at the bottom end of the grouting pipe 31;

[0043] A direction-changing structure is provided on the outer shell of the shield machine, and the direction-changing structure includes a rotating disc 40 arranged on the outer shell of the shield machine. The inner side of the rotating disc 40 is driven by a driving structure. At least two servo jack units 43 are fixedly connected to the outer side of the rotating disc 40. The servo jack units 43 are located at the lower left corner and the upper right corner of the outer circumferential surface of the rotating disc 40.

[0044] A large underground space construction method, using the large underground space excavation equipment mentioned above, comprises:

[0045] Step 1: According to the structural excavation route design drawings, the shield tunnel segments of corresponding volumes are processed and manufactured in the factory, and the segments are loaded into the segment bin of the shield machine;

[0046] Step 2: Level the construction site, reinforce the soft strata, measure and lay out the lines at the construction site, determine the starting position of the shield machine excavation, and set up the starting frame. Step 2 specifically includes: adjusting the position of the starting frame, tilting the starting frame downward, tilting the shield machine to the corresponding construction depth, and then fitting the shield machine to the outer wall of the basement;

[0047] Step 3: Adjust the initial position of the shield machine through the starting frame, move the shield machine to the predetermined position, and make the shield machine fit the outer wall of the basement;

[0048] Step 4: Use the propulsion device to drive the cutter head 50 of the shield machine forward to dig, wherein steel mesh is hung around the initial tunnel that has just been excavated, and concrete is sprayed. The formwork and support can be removed only after the strength reaches 100%, and the soil excavated by the cutter head 50 is discharged through the residual soil pumping device 20. At the same time, the segment assembly machine of the shield machine segment bin starts to assemble the segments, and the grouting reinforcement device at the tail of the shield machine injects grout into the gap between the segments and the soil;

[0049] Step 5: After the shield machine excavates a straight line and reaches the corner of the underground space, it turns by the pressure difference of the direction-changing structure on the shield machine shell. During the turning process, the segment bin of the shield machine assembles the segments suitable for the corner, and grouting is performed in the gap between the segments and the soil;

[0050] Step 6: After forming a complete circle of excavation range, an internal support is set at the tail of the shield machine after excavation, and grouting is performed in the gap between the pipe segment and the soil. When the grouting strength reaches 100%, the shield excavation construction is continued inward in circles. The method of the internal support in step 6 is as follows: first, an internal support 84 is set inside the tunnel near the excavation side. During the excavation of the shield machine, the pipe segment near the side of the tunnel is simultaneously removed and the grafting block 83 is installed to form a new tunnel with the currently excavated tunnel. The above-mentioned internal support 84 is set at the turning point of the underground space, and the space at the turning point is divided into a horizontal section and a vertical section, which correspond to the horizontal splicing block 81 and the vertical splicing block 82 respectively. The internal support 84 is set in the center of each horizontal splicing block 81, and is also set at the grafting block 83 to ensure the stability of the grafting point of the two vertical splicing blocks 82;

[0051] It should be noted that the definition of grouting strength reaching 100% means that the grouting is completed, and the slurry after grouting has solidified and formed, and can play a certain supporting and fixing effect.

[0052] The inner support 84 in this embodiment is a servo inner support, which is similar to a jack and can apply more supporting force to the pipe segment to achieve a better supporting effect. The inner support 84 is arranged every 10m in the horizontal and vertical directions.

[0053] Step 7: After the first layer of excavation is completed, start the construction of the first underground space, reserve the shaft for the shield machine hoisting, and set up the starting frame for the next layer of excavation, and repeat steps 3 to 6;

[0054] Step 8: When all the underground spaces are excavated, the construction of the last layer of underground space will be carried out. At the same time, the shield machine will be dismantled and hoisted out of the reserved shaft. After the last layer is completed, concrete will be poured again to form an overall stable underground structure.

[0055] In the prior art, the forward method and reverse method are used in the construction process of large underground spaces. Although the former has a mature and safe process, the construction period is long and the construction process is relatively complicated. Although the latter shortens the construction period, the working environment is poor, large machinery and equipment are difficult to enter the site, and the quality is difficult to control. Both are subject to many conditions, which affects the efficiency or quality of construction. Therefore, in the present invention, a combination of shield tunnel and reverse method is used, and the shield machine is excavated in an inclined manner. The shield machine is launched to a designated position underground through a starting frame. The outer area of ​​the basement is excavated first. During the excavation process, pipe segments are laid and grouting reinforcement is performed like excavating a tunnel. When the outer area needs to be turned, the position of the shield machine itself is adjusted by a changing structure, thereby realizing a corridor-type construction method, allowing the shield machine to gradually excavate from the outside to the inside, and in the excavation process, the problem of low excavation efficiency and the inability of large machinery to construct in the excavation process of large underground spaces is solved, adding a new solution to large underground projects.

[0056] In this embodiment, the cross-section of the shield machine is a square structure. In the entire shield machine, the position corresponding to the cutter head 50 is divided into a mud and water bin, the position corresponding to the strain structure is divided into a front bin, the position corresponding to the propulsion device is divided into a rear bin, and the position corresponding to the segment assembly machine is divided into a segment surface bin. Partition panels are arranged in layers between each bin body.

[0057] In this embodiment, two cutter discs 50 are provided, and the two cutter discs 50 are symmetrically provided with excess soil recovery holes on the front of the shield machine. The excess soil pumping device 20 includes a pumping pipe 21 connected to the excess soil recovery hole, and the pumping pipe 21 is connected to a pumping machine 22. The pumping machine 22 is fixed inside the shield machine. The excess soil recovery hole is located at the lower end of the cutter disc 50, so that the soil excavated by the cutter disc 50 can be discharged.

[0058] The entire shield machine is mainly moved by a propulsion device. Specifically, the rear compartment of the shield machine is provided with a rear compartment partition plate. The propulsion device includes a plurality of longitudinal hydraulic jacks 10 arranged on the rear compartment partition plate. The plurality of longitudinal hydraulic jacks 10 form an annular structure. The plurality of longitudinal hydraulic jacks 10 realize the advancement of the shield machine by applying force to the assembled segments combined with the excavation of the cutter head 50.

[0059] Among them, the segment assembly machine is the segment assembly part of the existing shield machine, which is the existing technology, so it will not be specifically expanded in this embodiment. The segments of this embodiment have reserved channels, in which steel strands can be placed. The steel strands can be penetrated into the holes during the shield construction to realize the integrity of the entire segment structure. At the same time, prestressing is performed while increasing the strength to improve the bearing capacity of the segments.

[0060] During the advancement of the shield machine, it is necessary to keep the excavated part stable. In the present embodiment, a plurality of grouting holes 1 are provided on the partition plate on the rear side of the propulsion device. The grouting reinforcement device comprises a grouting pipe 31 slidably arranged in the grouting hole 1. A plurality of discharge ports 32 are arranged on the outer side of the grouting pipe 31. The function of the grouting pipe 31 is to introduce external cement slurry into the grouting hole 1 inside the shield machine shell for grouting. The cement slurry is sprayed out from the grouting injection port at the rear of the shield machine to fill the gap between the pipe segment and the soil.

[0061] In the whole process of grouting and curing the pipe segment, it is conventional to directly connect to the external slurry pipe and output directly from the grouting cavity 1 through the slurry pipe. However, in this case, the gap between the pipe segment and the soil needs to be filled by the self-flow of slurry. Although this grouting method can also achieve the purpose of filling the gap, the slurry is arranged from the inside to the outside. Compared with the conventional method of only using the grouting cavity 1 to discharge the material, preferably, the inner channel of the grouting pipe 31 is a truncated cone structure, and the inner diameter of the grouting pipe 31 gradually increases from right to left. The present invention adopts a method in which the grouting pipe 31 is accommodated in the grouting cavity 1. When the slurry is introduced, due to the small inner diameter of the grouting pipe 31, the grouting pipe 31 will be pushed out first. After it is pushed out to the longest distance, the slurry is evenly dispersed from the discharge port 32 on the grouting pipe 31, thereby achieving the effect of left and right distribution, so that the pipe segment and the soil can be connected faster through the slurry.

[0062] Furthermore, when the grouting pipe 31 is withdrawn, in order to avoid space holes formed after the grouting pipe 31 is pushed out and affect the slurry that has been partially solidified, in the present embodiment, an electromagnetic flip structure is provided at the bottom end of the grouting pipe 31, and the electromagnetic flip structure includes a flip cover 311 for sealing the bottom of the grouting pipe 31, and the flip cover 311 is driven by a solenoid valve. When the gap between the pipe segment and the soil is filled, the solenoid valve opens the flip cover 311, and by opening the flip cover 311 at the end of the grouting pipe 31, part of the slurry can overflow from the end of the grouting pipe 31, thereby making up for the space formed after the grouting pipe 31 is withdrawn, thereby maintaining the stability of the slurry.

[0063] During the reversing process of the shield machine, compared with the straight-line or small-arc reversing in the tunnel, since this case is a corridor-shaped excavation method, the entire shield machine has been repeating the actions of straight line, turn, straight line, and turn, and the turning angle is 90°. In the present invention, multiple and large-angle reversing are required. First of all, the present invention can adopt the method of building an inner support 84 at the corner of the tunnel, so that the outer servo jack unit 43 can be pressed against the inner support 84, and the inner servo jack unit 43 can be pressed against the soil to achieve its own position change. However, if the steering force only relies on the inner support 84, all the external thrust will be concentrated on the inner support 84, which will cause excessive load on the inner support. Therefore, the present invention sets a reversing structure on the outer side of the shield machine, and the reversing structure includes a structure set The rotary disc 40 on the outer shell of the shield machine is driven by a driving structure on the inner side, and at least two servo jack units 43 are fixedly connected to the outer side of the rotary disc 40, and the servo jack units 43 are located at the lower left corner and the upper right corner of the outer peripheral surface of the rotary disc 40. The servo jack units 43 are rotated to the ground or a supported wall through the rotary disc 40 on the changing structure, which can not only monitor the interaction force between the servo jack unit 43 and the soil to determine the excavation direction of the shield machine, but also can make the shield machine turn by combining the shield advance of the cutter head 50 with the different force output by the servo jacks on the left and right sides of the shell, so that the shield machine can form a large angle rotation during excavation, and can stably excavate a corridor-shaped structure when excavating a large underground space.

[0064] In fact, the purpose of setting the rotary disk 40 is that the position of the servo jack unit 43 needs to be changed. When excavating the outermost layer, since there are walls on both the inner and outer sides, the position of the servo jack unit 43 can be rotated to the side through the rotary disk 40, so as to achieve the reversal of the shield machine by adjusting the pressure of the servo jack unit 43. After the excavation of the outermost layer is completed, when excavating the inner side, since the outer side is too far away from the wall, the servo jack unit 43 can no longer contact the wall, and the rotary disk 40 can be used to The two servo jack units 43 rotate to the lower left corner and the upper right corner of the outer peripheral surface of the turntable 40. The servo jack units 43 realize the position change of the shield machine by adjusting the pressure with the left and right sides of the ground. In this embodiment, the number of servo jack units 43 is at least three, and the angle on the extension line of two adjacent servo jack units 43 is at least greater than 90°. In other embodiments, the number of servo jack units 43 can actually be set to be more, so as to match more complex underground spaces.

[0065] However, if a supporting structure is set up in the excavated tunnel to shorten the distance between the excavated area and the shield machine, the servo jack unit 43 in the upper right corner can leverage the supporting structure and cooperate with the servo jack unit 43 in the lower left corner to achieve the purpose of steering.

[0066] In this embodiment, the servo jack unit 43 includes a servo jack 431 fixed on the turntable 40, and a plurality of top columns 432 are connected to the servo jack 431. The plurality of top columns 432 are connected to a top block 433, and contact is made with the ground or the wall through the top block 433. In the figure, the top block 433 is a square structure, but it can actually be set to an irregular surface, so as to generate greater friction with the contact surface.

[0067] The above description is only a preferred embodiment of the present invention and is not intended to limit the present invention. For those skilled in the art, the present invention may have various modifications and variations. Any modification, equivalent replacement, improvement, etc. made within the spirit and principle of the present invention shall be included in the protection scope of the present invention.

Claims

1. A large underground space excavation equipment, characterized in that: include: A shield machine, wherein a cutterhead (50) is provided on the shield machine, a rear compartment of the shield machine is provided with a rear compartment partition plate, a propulsion device is installed on the rear compartment partition plate, the shield machine is driven by the propulsion device, a residual soil recovery hole is opened on the front of the shield machine, and the residual soil recovery hole is communicated with a residual soil pumping device (20); A plurality of grouting holes (1) are provided on the partition plate at the rear side of the propulsion device, the grouting holes (1) are connected to a grouting reinforcement device, the grouting reinforcement device comprises a grouting pipe (31) slidably arranged in the grouting hole (1), a plurality of discharge ports (32) are arranged on the outside of the grouting pipe (31), and an electromagnetic flipping structure is arranged at the bottom end of the grouting pipe (31); The outer shell of the shield machine is provided with a direction-changing structure, the direction-changing structure comprising a rotating disc (40) arranged on the outer shell of the shield machine, the inner side of the rotating disc (40) is driven by a driving structure, and the outer side of the rotating disc (40) is fixedly connected with at least two servo jack units (43), and the servo jack units (43) are located at the lower left corner and the upper right corner of the outer peripheral surface of the rotating disc (40).

2. A large underground space excavation equipment according to claim 1, characterized in that: The propulsion device comprises a plurality of longitudinal hydraulic jacks (10) arranged on a rear compartment partition plate, wherein the plurality of longitudinal hydraulic jacks (10) form a ring structure, and the plurality of longitudinal hydraulic jacks (10) realize the advancement of the shield machine by applying force to assembled segments in conjunction with excavation by a cutterhead (50).

3. A large underground space excavation equipment according to claim 1, characterized in that: The excess soil pumping device (20) comprises a pumping pipe (21) connected to a excess soil recovery hole, the pumping pipe (21) being connected to a pumping machine (22), and the pumping machine (22) being fixed inside the shield machine.

4. A large underground space excavation equipment according to claim 1, characterized in that: The inner channel of the grouting pipe (31) is a truncated cone structure, and the inner diameter of the grouting pipe (31) gradually increases from right to left.

5. A large underground space excavation equipment according to claim 4, characterized in that: The electromagnetic flip structure comprises a flip cover (311) for sealing the bottom of the grouting pipe (31). The flip cover (311) is driven by an electromagnetic valve. When the gap between the pipe segment and the soil is filled, the electromagnetic valve opens the flip cover (311).

6. The large underground space excavation equipment according to claim 1, characterized in that: The servo jack assembly (43) comprises a servo jack (431) fixed on the wheel disc (40), a plurality of top columns (432) are connected to the servo jack (431), and a plurality of the top columns (432) are connected to a top block (433).

7. A method for constructing a large underground space, using a large underground space excavation device according to any one of claims 1 to 6, characterized in that: The steps include: Step 1: According to the structural excavation route design drawings, the shield tunnel segments of corresponding volumes are processed and manufactured in the factory, and the segments are loaded into the segment bin of the shield machine; Step 2: Level the construction site, reinforce the soft strata, measure and lay out the lines at the construction site, determine the starting position of the shield machine excavation, and set up the starting frame; Step 3: Adjust the initial position of the shield machine through the starting frame, move the shield machine to the predetermined position, and make the shield machine fit the outer wall of the basement; Step 4: using the propulsion device to drive the cutter head (50) of the shield machine forward to excavate, and using the residual soil pumping device (20) to discharge the soil excavated by the cutter head (50), while at the same time the segment assembly machine of the shield machine segment bin starts to assemble the segments, and the grouting reinforcement device at the rear of the shield machine injects grout into the gap between the segments and the soil; Step 5: After the shield machine excavates a straight line to the corner of the underground space, it turns by the pressure difference of the direction-changing structure on the shield machine shell. During the turning process, the shield machine's segment bin assembles segments suitable for the corner, and grouting is performed in the gap between the segments and the soil. A hole is pre-buried in the segment and a steel strand is passed through it; Step 6: After forming a complete circle of excavation range, set up internal support at the tail of the shield machine after excavation, and inject grout into the gap between the segment and the soil. When the grouting strength reaches 100%, continue to excavate the shield inwards in circles; Step 7: After the first layer of excavation is completed, start the construction of the first underground space, reserve the shaft for the shield machine hoisting, and set up the starting frame for the next layer of excavation, and repeat steps 3 to 6; Step 8: After all underground spaces are excavated, the construction of the last underground space will be carried out. At the same time, the shield machine will be dismantled and hoisted out from the reserved shaft.

8. A large underground space construction method according to claim 7, characterized in that: Step 2 specifically includes: adjusting the position of the starting frame, tilting the starting frame downward, allowing the shield machine to tilt and move to the corresponding construction depth first, and then fitting the shield machine to the outer wall of the basement.

9. A large underground space construction method according to claim 7, characterized in that: The method of the internal support in step six is: firstly, an internal support (84) is set inside the tunnel near the excavation side, the internal support (84) is a servo internal support, and the interval between the internal supports (84) is 10m. During the excavation process of the shield machine, the pipe segments near the tunnel side are simultaneously removed and the grafting blocks are installed to form a new tunnel with the currently excavated tunnel.

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