Reinforcing structure and method for shield tunnel underpassing existing building group

Abstract

The application relates to a tunnel construction reinforcing technology, in particular to a reinforcing structure and method for a shield tunnel passing through existing buildings, which comprises a building reinforcing foundation and a tunnel reinforcing body, the building reinforcing foundation is located at the lower part of the foundation of the ground building and is used for supporting and reinforcing the ground building, and the tunnel reinforcing body is located at the upper part of the tunnel, characterized in that the building reinforcing foundation comprises: an enlarged foundation prefabricated plate, anchor bodies symmetrically arranged on the two sides of the enlarged foundation prefabricated plate, a pouring pipe arranged in the interior of the enlarged foundation prefabricated plate, and grouting branch pipes arranged outside the pipe body of the pouring pipe and penetrating into the soil layers around the enlarged foundation prefabricated plate; a containing groove is formed in the top of the enlarged foundation prefabricated plate, a supporting body matched with the containing groove is arranged in the containing groove, any anchor body comprises a vertically arranged pipe and a steel and concrete structure body arranged around the pouring pipe, and the bottom end of the pipe is communicated with the pouring pipe in the interior of the enlarged foundation prefabricated plate. The application has the effects of good reinforcing effect and effective reinforcing measures.

Description

Technical Field

[0001] This invention relates to the field of tunnel construction reinforcement technology, and in particular to a reinforcement structure and method for shield tunnels passing under existing building complexes. Background Technology

[0002] With the rapid development of urban transportation, the construction of tunnels is increasing. Tunnel construction often uses shield tunneling machines, which inevitably involves tunneling under existing buildings. Because shield tunneling can damage and disturb the surrounding soil, it can alter the stress state of the strata, affecting the stability of the tunnel structure and the surrounding rock and soil. This can damage the surface and the foundations of nearby buildings, causing minor issues such as cracking, uneven settlement, and tilting, or even building collapse, seriously threatening construction safety and property security.

[0003] Therefore, during tunnel shield construction, reinforcement measures are often taken for existing buildings when the tunnel passes under them. However, current reinforcement measures are often limited in scope and have poor reinforcement effects, making it difficult to form effective reinforcement support. This has greatly restricted and affected tunnel construction. Summary of the Invention

[0004] The purpose of this invention is to provide a reinforcement structure and method for shield tunnels passing under existing building complexes, so as to solve the problems of single reinforcement measures, poor reinforcement effect, and impact on tunnel construction in the existing technology.

[0005] This invention is achieved through the following technical solution:

[0006] A reinforcement structure for a shield tunnel passing under an existing building complex includes a building reinforcement foundation and a tunnel reinforcement body. The building reinforcement foundation is located below the foundation of the ground buildings and is used to support and reinforce the ground buildings. The tunnel reinforcement body is located above the tunnel. The building reinforcement foundation includes: an enlarged foundation precast slab; anchor bodies symmetrically arranged on both sides of the enlarged foundation precast slab; a casting pipe is provided inside the enlarged foundation precast slab; the outside of the casting pipe is also provided with grouting branch pipes that penetrate into the soil layer around the enlarged foundation precast slab; a receiving groove is opened at the top of the enlarged foundation precast slab, and a support body adapted to it is provided in the receiving groove; each of the anchor bodies includes a vertically arranged pipe and a reinforced concrete structure arranged around the casting pipe; the bottom end of the pipe is connected to the casting pipe inside the enlarged foundation precast slab.

[0007] It should be noted that currently, when constructing tunnels under existing buildings, the reinforcement of these buildings often employs grouting, which involves injecting concrete grout between the existing building's foundation and the soil layer in the tunnel construction area. However, this method only considers the impact of soil disturbance around the tunnel construction on the building's foundation, neglecting the influence of the tunnel's structural stability on the existing building. Furthermore, the ground deformation caused by shield tunneling is a dynamic process that responds to changes in time and space. This deformation gradually completes over time, categorized into early-stage construction settlement and later soil consolidation settlement. Therefore, relying solely on grouting to reinforce existing buildings is not always effective. This is good. However, over a long period of time, the soil layer below the grouting and solidification zone will consolidate and settle, damaging the tunnel structure and causing voids in the bottom layer of the grouting zone. This will affect the support of the existing buildings, leading to a certain degree of settlement and collapse in the buildings, and eventually causing cracks. Based on this, this solution cleverly uses the setting of building reinforcement foundations and tunnel reinforcement bodies to simultaneously reinforce the tunnel structure and the foundations of existing buildings. This allows for simultaneous support and reinforcement of both the existing buildings and the tunnel itself, thus preventing damage to the tunnel structure and its support of the existing buildings from consolidation and settlement of the soil layer in the grouting and solidification zone after shield tunneling. This also prevents the existing buildings from settling and collapsing, which would damage their structure.

[0008] Preferably, the supporting surface at the top of the support body is convex arc-shaped, and its circumference is connected to the receiving groove through pressure relief components. Based on the above structure, when the support body supports the foundation, the pressure load on its supporting surface can be dispersed and relieved through the arc-shaped supporting surface and pressure relief components, thereby ensuring the structural stability of the support body and guaranteeing its supporting effect.

[0009] Preferably, the pressure relief component includes: a bowl-shaped support member installed inside the receiving groove, the bowl-shaped recessed surface of the support member corresponding to the support body; a top bearing member provided on the support body at a position corresponding to the support member; the side of the top bearing member facing the support member is arc-shaped and adapted to its bowl-shaped recessed surface; the top bearing member and the support body are connected by an elastic steel liner. Furthermore, based on the above structure, when the support body supports the existing building foundation and is subjected to compression, the support body can move freely within the receiving groove through the top bearing member and the support member, thereby relieving the pressure on the support body.

[0010] Preferably, the tunnel reinforcement body includes a tunnel reinforcement plate connected to the sides of the tunnel at both ends; a column is provided at the middle of the tunnel reinforcement plate, and a sleeve is movably fitted outside the column. The sleeve is hollow inside, open at the bottom, and the diameter of its hollow area is adapted to the size of the column. An elastic element is also provided between the top of the column extending into the sleeve and the sleeve. The top of the sleeve is abutted against the tunnel through a top plate. Based on the above structure, when the top plate is subjected to the squeezing force formed by the collapse of the tunnel soil, it can slide outside the column by squeezing the elastic element through the sleeve. At the same time, due to the setting of the elastic element, when the sleeve slides down, it generates an elastic restoring force after being squeezed and compressed, so as to provide an upward support force to the top plate through the column, thereby supplementing and buffering the squeezing force on the top plate, reducing the stress on the tunnel reinforcement plate as a whole, and ensuring the normal use of the tunnel reinforcement plate.

[0011] Preferably, sliders are slidably arranged on the upper part of the tunnel reinforcement plate and on both sides of the column. Diagonal braces are provided between the two sliders and the sleeve, and the two ends of each diagonal brace are respectively hinged to the sleeve and the slider. The two sliders are connected to a first support member through a first hydraulic cylinder on the side away from each other. The support part of each first support member abuts against the side of the tunnel. A second hydraulic cylinder is also hinged to the top of each slider. The end of the second hydraulic cylinder away from the slider is pressed against the tunnel through a second support member. An angle of α is formed between the second hydraulic cylinder and the first hydraulic cylinder, and an angle of β is formed between the second hydraulic cylinder and the diagonal brace, where 0°<α<90°, 90°<α+β<180°. It should be noted that, since the upper part of the tunnel structure is arched, when it deforms under soil pressure, the stress is concentrated in the middle of the arch, causing it to collapse first and compress the roof slab. After the roof slab is compressed, it pushes the sleeve compression elastic element to slide down outside the column. After the column slides down, it can push the slider through the diagonal brace, causing the slider to slide a certain distance away from each other. (It should be noted that the first and second hydraulic cylinders have a certain free extension and contraction stroke. Therefore, when the slider slides, the first and second hydraulic cylinders can contract to a certain extent after being compressed.) After the slider slides a certain distance, it will compress the first and second hydraulic cylinders. After the first and second hydraulic cylinders are compressed, they will generate a hydraulic pressure on the first and second support components. This enables the first and second support components to support and reinforce the arched part of the tunnel, thereby ensuring the stability of the tunnel structure and improving the reinforcement stability performance of the reinforced structure.

[0012] A method for reinforcing shield tunnels passing under existing building complexes includes the following steps:

[0013] S1. Drill vertical holes on both sides of the existing ground building down to the foundation. Then, make the bottom of the vertical holes on both sides horizontally connected and simultaneously insert the precast slab of the enlarged foundation. The support body at the top of the precast enlarged foundation supports the foundation of the existing ground building. At the same time, vertically bury the pipe in the vertical hole and connect it with the pouring pipe. Pour concrete around it to form an anchor body to reinforce the foundation of the construction building.

[0014] S2. Concrete mortar is injected into the pouring pipe inside the precast slab of the enlarged foundation through the pipeline. As the concrete mortar gradually fills the pouring pipe, it will gradually enter the grouting branch pipe outside the pouring pipe and inject concrete into the voids in the soil layer around the precast slab of the enlarged foundation through the grouting branch pipe, and gradually form a grouting solidification zone after solidification.

[0015] S3. When the shield tunnel is constructed to the lower part of the existing building, a tunnel reinforcement plate is installed at the connection between the vertical sidewall and the arch of the tunnel. The two ends of the tunnel reinforcement plate are anchored into the vertical sidewall of the tunnel and anchor rods are inserted upward to connect it with the anchor body. After the tunnel reinforcement plate is anchored, the top plate, the first support member and the second support member support the top of the tunnel, the sidewall of the tunnel and its arch, respectively, to form a tunnel reinforcement body.

[0016] Based on the above methods, by strengthening the building foundation and the tunnel reinforcement body, the tunnel structure and the foundation of the existing building can be strengthened simultaneously during construction to avoid affecting the foundation of the existing building during shield tunneling. At the same time, the tunnel reinforcement body can strengthen and support the tunnel structure to prevent damage to the tunnel structure caused by soil consolidation and settlement in the later stage. This greatly improves the reinforcement effect of the reinforcement structure and ensures the safety of tunnel shield construction.

[0017] Compared with the prior art, the present invention has the following advantages and beneficial effects:

[0018] 1. By setting up building reinforcement foundations and tunnel reinforcement bodies, the tunnel structure and the foundations of existing buildings are reinforced simultaneously. This achieves simultaneous support and reinforcement of the existing buildings and the tunnel structure itself, thereby avoiding damage to the tunnel structure and affecting the support of the grouting and solidification zone for existing buildings after shield tunneling construction, which could lead to settlement and collapse of the existing buildings and damage to their structure.

[0019] 2. By cleverly setting up the building reinforcement foundation, when supporting the existing building foundation, the support body can move and shift with a certain degree of freedom within the receiving groove through the top bearing and support components when the support body supports the existing building foundation and is subjected to compression, thereby relieving the pressure on the support body.

[0020] 3. By cleverly designing the tunnel reinforcement body, when the tunnel arch is subjected to compression and deformation, it will compress the roof slab. This causes the roof slab to slide down through the sleeve outside the column after being compressed. After sliding down, it pushes the slider through the diagonal brace. This slider then compresses the first and second hydraulic cylinders, causing them to generate hydraulic pressure on the first and second support components. This pressure, in turn, reinforces the tunnel arch by supporting the first and second support components, thus ensuring the stability of the tunnel structure and improving the reinforcement stability performance of the reinforced structure. Attached Figure Description

[0021] The accompanying drawings, which are included to provide a further understanding of embodiments of the invention and form part of this application, do not constitute a limitation thereof. In the drawings:

[0022] Figure 1 This is a schematic diagram of the structure of the present invention;

[0023] Figure 2 This is a partial structural diagram of the present invention, intended to illustrate the structure of the pressure relief component;

[0024] Figure 3 This is an enlarged diagram of the internal structure of the precast foundation slab of the present invention, intended to show the initial shrinkage state of the pouring pipe and grouting branch pipe structure inside it;

[0025] Figure 4 This is an enlarged view of the interior of the precast foundation slab of the present invention, intended to show the pouring pipe and the elongated state of the grouting branch pipe after grouting.

[0026] Figure 5 This diagram illustrates the compression state of the tunnel reinforcement plate of the present invention, and aims to demonstrate the synergistic effect of the top plate, the first support member, and the second support member on tunnel reinforcement.

[0027] Figure 6 This is a flowchart of the method of the present invention.

[0028] The reference numerals in the attached drawings represent: 1. Building reinforcement foundation; 10. Enlarged foundation precast slab; 100. Casting pipe; 101. Grouting branch pipe; 1010. Branch pipe body; 1011. Conical part; 10110. Conical plate; 102. Support body; 103. Pressure relief component; 1030. Support component; 1031. Top bearing component; 1032. Elastic steel lining; 11. Anchor body; 110. Pipeline; 111. Reinforced concrete structure; 2. Tunnel reinforcement body; 20. Tunnel reinforcement slab; 21. Column; 22. Sleeve; 23. Top slab; 24. Sliding block; 25. Diagonal brace; 26. First hydraulic cylinder; 27. First support component; 28. Second hydraulic cylinder; 29. ​​Second support component. Detailed Implementation

[0029] To make the objectives, technical solutions, and advantages of this invention clearer, the invention will be further described in detail below with reference to embodiments and accompanying drawings. The illustrative embodiments and descriptions of this invention are for illustrative purposes only and are not intended to limit the invention. It should be noted that this invention is already in the actual research and development stage.

[0030] Example 1

[0031] like Figure 1 , Figure 2 and Figure 5 As shown, this embodiment discloses a reinforcement structure for a shield tunnel passing under an existing building complex, including a building reinforcement foundation 1 and a tunnel reinforcement body 2. The building reinforcement foundation 1 is located below the foundation of the ground buildings and is used to support and reinforce the ground buildings. The tunnel reinforcement body 2 is located above the tunnel. The building reinforcement foundation 1 includes: an enlarged foundation precast slab 10, anchor bodies 11 symmetrically arranged on both sides of the enlarged foundation precast slab 10, a casting pipe 100 provided inside the enlarged foundation precast slab 10, and a grouting branch pipe 101 inserted into the soil layer around the enlarged foundation precast slab 10 outside the casting pipe 100. A receiving groove is opened at the top of the enlarged foundation precast slab 10, and a grouting branch pipe 101 inserted into the soil layer around the enlarged foundation precast slab 10 is provided in the receiving groove. The corresponding support body 102, any anchor body 11 includes a vertically arranged pipe 110 and a steel-concrete structure 111 arranged around the pouring pipe 100. The bottom end of the pipe 110 is connected to the pouring pipe 100 inside the precast slab 10 of the enlarged foundation. It should be noted that the number of pouring pipes 100 is not limited in this scheme. In the actual construction process, the number of pouring pipes 100 embedded in the precast slab 10 of the enlarged foundation can be freely selected according to the actual needs of the project. In this embodiment, it is more preferred that two pouring pipes 100 are arranged parallel to each other along the length direction of the precast slab 10 of the enlarged foundation, and both ends of the two pouring pipes 100 are connected to the pipe 110 through a tee fitting.

[0032] It should be noted that this scheme cleverly uses the construction reinforcement foundation 1 and the tunnel reinforcement body 2 to simultaneously reinforce the tunnel structure and the foundation of the existing building. This allows for simultaneous support and reinforcement of both the existing building and the tunnel itself, thereby preventing damage to the tunnel structure and its support for the existing building from consolidation settlement of the soil layer in the grouting and solidification zone after shield tunneling. This also avoids the existing building from settling and collapsing, which could damage the structure.

[0033] To further improve the supporting effect of the support body 102 and ensure its durability, this solution proposes a preferred embodiment for the support body 102. The supporting surface at the top of the support body 102 is convex arc-shaped, and its four sides are connected to the receiving groove through pressure relief components 103. Based on the above structure, when the support body 102 supports the foundation, the pressure load on its supporting surface can be dispersed and relieved through the arc-shaped supporting surface and the pressure relief components 103, thereby ensuring the structural stability of the support body 102 and guaranteeing its supporting effect.

[0034] Based on the above embodiments, to relieve the stress on the support body 102, another preferred embodiment includes a pressure relief component 103 comprising: a bowl-shaped support component 1030 installed inside the receiving groove, the bowl-shaped recessed surface of the support component 1030 corresponding to the support body; a top support component 1031 provided on the support body at a position corresponding to the support component 1030, the side of the top support component 1031 facing the support component 1030 being arc-shaped and adapted to its bowl-shaped recessed surface; and the top support component 1031 being connected to the support body via an elastic steel liner 1032. Based on this structure, when the support body 102 supports the existing building foundation and is subjected to compression, the support body 102 can move freely within the receiving groove through the top support component 1031 and the support component 1030, thereby relieving the pressure on the support body 102.

[0035] Based on the above embodiments, it is more preferred that the tunnel reinforcement body 2 includes a tunnel reinforcement plate 20 connected to the sides of the tunnel at both ends; a column 21 is provided at the middle position of the tunnel reinforcement plate 20, and a sleeve 22 is movably sleeved on the outside of the column 21. The sleeve 22 is hollow inside, open at the bottom end, and the diameter of its hollow area is adapted to the size of the column 21. An elastic element is also provided between the top end of the column 21 extending into the sleeve 22 and the sleeve 22. The top end of the sleeve 22 is pressed against the tunnel through a top plate 23. Based on the above structure, when the top plate 23 is subjected to the compressive force caused by the collapse of the tunnel soil, it can slide outside the column 21 by squeezing the elastic element through the sleeve 22. At the same time, through the setting of the elastic element, when the sleeve 22 slides down, it will generate an elastic restoring force after being squeezed and compressed, so as to provide an upward support force to the top plate 23 through the column 21, thereby supplementing and buffering the compressive force on the top plate 23, reducing the stress on the tunnel reinforcement plate 20 as a whole, and ensuring the normal use of the tunnel reinforcement plate 20.

[0036] To further enhance the reinforcement and support performance of the tunnel reinforcement body 2, another preferred embodiment is as follows: Sliding blocks 24 are slidably disposed on the upper part of the tunnel reinforcement plate 20 and on both sides of the column 21. (The sliding blocks 24 are slidably disposed between the tunnel reinforcement plate 20 and the tunnel reinforcement plate 20. This embodiment does not limit how the sliding blocks 24 and the tunnel reinforcement plate are slidably connected. More preferably, a groove parallel to its length direction is opened on the tunnel reinforcement plate 20, and the sliding blocks 24 are disposed on the groove and slidably engaged with it.) Diagonal braces 25 are provided between the two sliding blocks 24 and the sleeve, and the two ends of each diagonal brace 25 are hinged to the sleeve and the sliding block 24, respectively. The sides of the two sliding blocks 24 that are far apart from each other are connected to first support members 27 via first hydraulic cylinders 26. The support portion of each first support member 27 abuts against the tunnel side. Furthermore, a second hydraulic cylinder 28 is hinged to the top of each sliding block 24, with the end of the second hydraulic cylinder 28 far away from the sliding block 24... The second support member 29 abuts against the tunnel. An angle α is formed between the second hydraulic cylinder 28 and the first hydraulic cylinder 26, and an angle β is formed between the second hydraulic cylinder 28 and the diagonal brace 25. Where 0° < α < 90°, 90° < α + β < 180°, meaning the angle between the second hydraulic cylinder 28 and the first hydraulic cylinder 26 is acute, while the angle between the second hydraulic cylinder 28 and the diagonal brace 25 can be either acute or obtuse, but the sum of the two angles must be less than 180° (i.e., the angle between the first hydraulic cylinder 26 and the diagonal brace 25 is obtuse). The reason the angle between the second hydraulic cylinder 28 and the diagonal brace 25 can be either acute or obtuse is that as the slider 24 moves, both the second hydraulic cylinder 28 and the diagonal brace 25 will deflect to a certain extent, thus changing the angle between them (e.g., ...). Figure 5(As shown). The specific working process is as follows: Since the upper part of the tunnel structure is arched, when it deforms under the pressure of the soil layer, the stress in the middle of the arch at the top is more concentrated, so it will collapse first and compress the top plate 23. After the top plate 23 is compressed, it will push the sleeve 22 to compress the elastic element and slide down outside the column 21. After the column 21 slides down, it can push the slider 24 through the diagonal brace 25, so that the slider 24 slides a certain distance away from each other (it should be noted here that the first hydraulic cylinder 26 and the second hydraulic cylinder 28 themselves have a certain free extension and retraction stroke). Therefore, when the slider 24 slides, both the first hydraulic cylinder 26 and the second hydraulic cylinder 28 can contract to a certain extent after being compressed. After the slider 24 slides a certain distance, it will compress the first hydraulic cylinder 26 and the second hydraulic cylinder 28. As the first hydraulic cylinder 26 and the second hydraulic cylinder 28 are compressed, they will generate a hydraulic pressure on the first support member 27 and the second support member 29. This enables the first support member 27 and the second support member 29 to support and reinforce the tunnel arch, thereby ensuring the stability of the tunnel structure and improving the reinforcement stability performance of the reinforced structure. It should be further explained that, based on the above structure, as the downward pressure of the tunnel arch on the roof slab 23 increases, the longer the sliding distance of the column 21, the greater the support force of the first hydraulic cylinder 26 and the second hydraulic cylinder 28 on the tunnel through the first support member 27 and the second support member 29.

[0037] Example 2

[0038] Please see Figure 3 and Figure 4Based on the above embodiments, in order to improve the support and reinforcement of the existing building foundation 1 for the foundation of the building, and to improve the overall curing effect of the grouting curing zone, this embodiment proposes a preferred method for the grouting branch pipe 101, which includes a retractable branch pipe body 1010 and a pointed cone 1011 located at one end of the branch pipe body 1010. The pointed cone 1011 is formed by splicing multiple conical pieces 10110 arrayed at the port of the branch pipe body 1010, and the splicing points of adjacent conical pieces 10110 are connected by easily detachable breakpoints. Initially, the branch pipe body 1010 of the grouting branch pipe 101 is in a contracted state and is located within the enlarged foundation precast slab 10. During grouting, after the concrete mortar fills the pouring pipe 100, it will gradually enter the grouting branch pipe 101 to push it to extend, and penetrate into the soil layer around the enlarged foundation precast slab 10 through the pointed cone 1011. The grout enters the center of the cone, causing the conical plate 10110 of the cone portion 1011 to expand and disperse, injecting concrete mortar into the soil layer. After the mortar solidifies, a grouting solidification zone is formed. It should be noted that the grouting solidification zone formed by the above structure forms a grid-like overall structure with the surrounding soil layer, thereby making the surrounding soil layer more tightly connected, greatly improving its bearing strength, and preventing the overall settlement and collapse of the grouting solidification zone. Furthermore, it should be noted that the specific expansion and contraction structure of the branch pipe body 1010 is not limited in this scheme. One feasible structure is that the branch pipe body 1010 is formed by multiple pipes 110 of different diameters interlocked; another is that the branch pipe body 1010 is made entirely of a telescopic joint pipe. In this scheme, to ensure that the branch pipe body 1010 can be quickly expanded and contracted during grouting, a telescopic joint pipe is preferred, that is, as shown in the figure. Figure 3 and Figure 4 As shown.

[0039] Example 3

[0040] Please see Figure 6 It should be noted that this embodiment is based on Embodiment 1 and proposes a reinforcement method for shield tunnels passing under existing building complexes, which includes the following steps:

[0041] S1. Drill vertical holes on both sides of the existing ground building down to the foundation. Then, make the bottom of the vertical holes on both sides horizontally connected and simultaneously insert the enlarged foundation precast slab 10. The support body 102 at the top of the enlarged foundation precast supports the foundation of the existing ground building. At the same time, vertically bury the pipe 110 in the vertical hole and connect it with the pouring pipe 100. Pour concrete around it to form an anchor body 11 to reinforce the foundation 1 of the construction building.

[0042] S2. Concrete mortar is injected into the pouring pipe 100 inside the precast slab 10 of the enlarged foundation through the pipe 110. As the concrete mortar gradually fills the pouring pipe 100, it will gradually enter the grouting branch pipe 101 outside the pouring pipe 100. Then, under the grouting pressure, the telescopic pipe body of the grouting branch pipe 101 will be extended and penetrate into the soil layer around the precast slab 10 of the enlarged foundation through the pointed part 1011. After the grouting branch pipe 101 is extended and penetrated into the soil layer, the conical plate 10110 of the pointed part 1011 can expand and disperse under the continuous grouting and squeezing of the mortar, so as to inject the concrete mortar into the soil layer around the precast slab 10 of the enlarged foundation and gradually form a grouting solidification zone after solidification.

[0043] S3. When the shield tunnel is constructed to the lower part of the existing building, a tunnel reinforcement plate 20 is installed at the connection between the vertical sidewall and the arch of the tunnel. The two ends of the tunnel reinforcement plate 20 are anchored into the vertical sidewall of the tunnel and anchor rods are inserted upward to connect it with the anchor body 11. After the tunnel reinforcement plate 20 is anchored, the top plate 23, the first support member 27 and the second support member 29 support the top of the tunnel, the sidewall of the tunnel and its arch, respectively, to form the tunnel reinforcement body 2.

[0044] It should be noted that, based on the structures disclosed in Embodiments 1 and 2, and in conjunction with the reinforcement method disclosed in this embodiment, construction personnel can avoid impacting the foundations of existing buildings during tunnel shield construction, and at the same time, avoid damage to the tunnel structure caused by soil consolidation and settlement in the later stages of construction. This greatly improves the reinforcement effect of the reinforcement structure, ensures the safety of tunnel shield construction, and guarantees construction efficiency and quality.

[0045] The above specific embodiments further illustrate the purpose, technical solution, and beneficial effects of the present invention. It should be understood that the above are merely specific embodiments of the present invention and are not intended to limit the scope of protection of the present invention. Any modifications, equivalent substitutions, improvements, etc., made within the spirit and principles of the present invention should be included within the scope of protection of the present invention.

Claims

1. A reinforcement structure for a shield tunnel passing under an existing building complex, comprising a building reinforcement foundation (1) and a tunnel reinforcement body (2), wherein the building reinforcement foundation (1) is located below the foundation of the ground buildings and is used to support and reinforce the ground buildings, and the tunnel reinforcement body (2) is located above the tunnel, characterized in that, The building reinforcement foundation (1) includes: an enlarged foundation precast slab (10), anchor bodies (11) symmetrically arranged on both sides of the enlarged foundation precast slab (10), a pouring pipe (100) provided inside the enlarged foundation precast slab (100), and a grouting branch pipe (101) inserted into the soil layer around the enlarged foundation precast slab (10) outside the pipe body of the pouring pipe (100). The top of the enlarged foundation precast slab (10) is provided with a receiving groove, and a support body (102) adapted to it is provided in the receiving groove. Any of the anchor bodies (11) includes a vertically arranged pipe (110) and a steel-concrete structure (111) arranged around the pouring pipe (100). The bottom end of the pipe (110) is connected to the pouring pipe (100) inside the enlarged foundation precast slab (10). The tunnel reinforcement body (2) includes a tunnel reinforcement plate (20) connected to the side of the tunnel at both ends; a column (21) is provided at the middle position of the tunnel reinforcement plate (20), and a sleeve (22) is movably sleeved on the outside of the column (21). The sleeve (22) is hollow inside, open at the bottom end, and the diameter of its hollow area is adapted to the size of the column (21). An elastic element is also provided between the top end of the column (21) extending into the sleeve (22) and the sleeve (22). The top end of the sleeve (22) is abutted against the tunnel through a top plate (23). Sliding blocks (24) are slidably installed on the upper part of the tunnel reinforcement plate (20) and on both sides of the column (21). Diagonal braces (25) are provided between the two sliding blocks (24) and the sleeve. The two ends of each diagonal brace (25) are respectively hinged to the sleeve and the sliding block (24). The two sides of the two sliding blocks (24) that are far apart from each other are connected to the first support member (27) through the first hydraulic cylinder (26). The support part of each first support member (27) abuts against the side of the tunnel. Furthermore, a second hydraulic cylinder (28) is hinged to the top of any of the sliders (24). The end of the second hydraulic cylinder (28) away from the slider (24) is pressed against the tunnel through the second support (29). The second hydraulic cylinder (28) forms an angle α with the first hydraulic cylinder (26), and the second hydraulic cylinder (28) forms an angle β with the diagonal brace (25), where 0° < α < 90° and 90° < α + β < 180°.

2. The reinforcement structure for a shield tunnel passing under an existing building complex according to claim 1, characterized in that: The support surface at the top of the support body (102) is convex arc-shaped, and its four sides are connected to the receiving groove through the pressure relief component (103).

3. The reinforcement structure for a shield tunnel passing under an existing building complex according to claim 2, characterized in that: The pressure relief component (103) includes: a support component (1030) installed inside the receiving groove and in the shape of a bowl, the bowl-shaped recess of the support component (1030) corresponding to the support body, a top support component (1031) provided on the support body at the position corresponding to the support component (1030), and the side of the top support component (1031) facing the support component (1030) is arc-shaped and adapted to its bowl-shaped recess, the top support component (1031) and the support body are connected by an elastic steel liner (1032).

4. A method for reinforcing a shield tunnel passing under an existing building complex, based on the reinforcement structure for a shield tunnel passing under an existing building complex as described in any one of claims 1-3, characterized in that: Includes the following steps: S1. Drill holes vertically downwards on both sides of the existing ground building to the lower part of the foundation. Then, make the bottom of the vertical holes on both sides horizontally connected and simultaneously insert the precast slab of the enlarged foundation (10). The support body (102) at the top of the precast enlarged foundation supports the foundation of the existing ground building. At the same time, vertically bury the pipe (110) in the vertical hole and connect it with the pouring pipe (100). Pour concrete around it to form an anchor body (11) to reinforce the foundation of the construction building (1). S2. Concrete mortar is injected into the pouring pipe (100) inside the precast slab (10) of the enlarged foundation through the pipe (110). When the concrete mortar gradually fills the pouring pipe (100), it will gradually enter the grouting branch pipe (101) outside the pouring pipe (100) and inject concrete into the voids in the soil layer around the precast slab (10) of the enlarged foundation through the grouting branch pipe (101), and gradually form a grouting solidification zone after solidification. S3. When the shield tunnel is constructed to the lower part of the existing building, a tunnel reinforcement plate (20) is installed at the connection between the vertical sidewall and the arch of the tunnel. The two ends of the tunnel reinforcement plate (20) are anchored into the vertical sidewall of the tunnel and anchor rods are inserted upwards to connect with the anchor body (11). After the tunnel reinforcement plate (20) is anchored, the top plate (23), the first support member (27) and the second support member (29) support the top of the tunnel, the sidewall of the tunnel and its arch, respectively, to form the tunnel reinforcement body (2).

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