Shield negative distance positive penetrating underground reinforced concrete structure and construction method
By handling the existing operating pipeline corridor in advance, forming grooves and grouting reinforcement, combining the construction of micro steel pipe piles and the job-hopping method, the structural damage and construction difficulty of the shield structure when passing through the underground reinforced concrete structure is solved, and the shield structure is realized. Smoothly carry out normal operation of the pipeline corridor.
Patent Information
- Application Number
- CN202411383575.6
- Authority / Receiving Office
- CN · China
- Patent Type
- Applications(China)
- Current Assignee / Owner
- Filing Date
- 2024-09-30
- Publication Date
- 2025-01-03
AI Technical Summary
During shield construction, when crossing the existing underground reinforced concrete structure, it is easy to cause structural damage, settlement and tool wear, and steel bars are wound, which increases the construction difficulty and cost.
Before the new shield tunnel is built to pass through the existing operating pipeline corridor, the existing operating pipeline corridor is processed in advance, the bottom plate is raised to form grooves, light aggregate concrete is filled, grouting and reinforcement are carried out in the crossing area, and micro steel pipe piles are installed. The job-hopping method is used to control the pressure and vibration of the soil warehouse.
It effectively avoids structural damage and settlement problems caused by shield cutting, reduces construction difficulty, and ensures the normal operation of the existing operating pipeline corridor and the smooth progress of the shield.
Smart Images
Figure CN119244252A_ABST
Abstract
Description
Technical Field
[0001] The invention belongs to the technical field of shield construction, and in particular relates to a shield negative distance positive penetration underground reinforced concrete structure and a construction method. Background Art
[0002] The statements in this section merely provide background information related to the present invention and do not necessarily constitute prior art.
[0003] In recent years, subway construction has developed rapidly, and all major cities have built subway operation networks. Subway tunnels are mostly constructed using the shield method. As construction progresses, the construction environment faced by tunnels becomes increasingly complex, and existing underground structures often affect subway construction. For some underground structures that intrude into subway lines, they are often demolished by relocation or abandonment.
[0004] Some important underground structures, especially large underground structures such as integrated pipeline corridors, often cannot be relocated, so the tunnel lines have to be adjusted. The adjustment of tunnel lines will inevitably lead to changes in project costs and engineering environment, leading to a series of new problems.
[0005] In this regard, it is of great significance for shield tunnels to cross existing underground reinforced concrete structures at a negative distance. There are several difficulties in shield tunnels crossing existing underground structures at a negative distance: (1) Shield tunnel cutting existing underground structures will inevitably cause damage and settlement of existing structures, so it is very important to effectively protect existing structures; (2) Existing reinforced concrete structures are relatively strong, and problems such as tool wear and steel bar entanglement are prone to occur during shield cutting. In this regard, it is particularly important to reinforce and treat existing structures in advance and transform the existing pipe gallery cutting construction into a close-fitting underground construction. Summary of the invention
[0006] In view of the above problems, the present invention provides a shield tunneling negative distance through an underground reinforced concrete structure and a construction method, which can pre-process the existing operating pipeline corridor before the new shield tunnel passes through the existing operating pipeline corridor, raise the bottom plate of the shield tunneling area of the existing operating pipeline corridor to form a groove, avoid the working section of the new shield tunnel, ensure the normal operation of the existing operating pipeline corridor, and effectively avoid the structural damage, settlement and other problems inevitably caused by the shield cutting the existing underground structure; at the same time, it also solves the problem that the existing reinforced concrete structure is relatively strong, and the tool wear and steel bar entanglement are prone to occur during shield cutting; it effectively reduces the difficulty of shield excavation, and ensures the normal operation of the existing operating pipeline corridor and the smooth progress of the shield.
[0007] The first object of the present invention is to provide a shield machine that penetrates underground reinforced concrete structure at a negative distance, and adopts the following technical solutions:
[0008] Including the existing operational pipe gallery, the new shield tunnel negative distance is passing through the existing operational pipe gallery;
[0009] In the shield crossing area of the newly built shield tunnel, a groove formed by the newly built corridor bottom plate and the newly built corridor side wall is arranged at the bottom of the existing operating corridor, and the newly built shield tunnel passes through the existing operating corridor from the bottom of the groove;
[0010] The groove and the newly built shield tunnel are filled with light aggregate concrete; at the bottom of the original bottom plate of the existing operating pipe gallery, the shield tunnel crossing area and the surrounding soil are grouting reinforced to form a grouting reinforcement area;
[0011] Micro steel pipe piles are set on both sides of the shield crossing area of the newly built shield tunnel.
[0012] Preferably, the grouting reinforcement area is formed by drilling a number of grouting holes downward on the original bottom plate of the existing operating pipeline corridor, inserting a number of grouting pipes for grouting; the stratum reinforcement range of the grouting reinforcement area should extend to a certain area around it.
[0013] Preferably, the bottom of the micro steel pipe pile is set in the grouting reinforcement area, and the top is set at the bottom of the existing operating pipeline corridor. The depth of the micro steel pipe pile should exceed the bottom of the newly built shield tunnel.
[0014] Preferably, a row of steel bar heads is reserved in the side wall of the newly built tunnel, and the other end of the steel bar head extends into the lightweight aggregate concrete; the steel bars of the newly built tunnel floor and the newly built tunnel side wall should extend into the original side wall or original floor of the existing operating tunnel.
[0015] The second object of the present invention is to provide a construction method for a shield machine to penetrate an underground reinforced concrete structure at a negative distance, the steps comprising:
[0016] S1. First, grouting reinforcement is carried out on the shield tunnel crossing area and surrounding soil of the newly built shield tunnel under the existing operating pipeline corridor;
[0017] S2, then drive two rows of micro steel pipe piles downwards on both sides of the original bottom plate of the existing operating pipe gallery;
[0018] S3. According to the dimensions of the cross-section stack of the newly built shield tunnel and the existing operating pipe gallery, the existing operating pipe gallery in the shield tunnel crossing area shall be reconstructed, specifically, the original side walls, middle partitions and bottom plates of the existing operating pipe gallery shall be cut, and backfilled with lightweight aggregate concrete, and the bottom plates and side walls of the newly built pipe gallery shall be poured;
[0019] S4. After the consolidation of the new tunnel floor and the new tunnel side wall is completed, weight is applied to the new tunnel floor and the adjacent area where the shield passes through;
[0020] S5. After the weighting is completed, the shield tunneling operation of the new shield tunnel begins.
[0021] Preferably, in step S3, when constructing and renovating an existing operating pipe corridor, the construction section is divided into multiple sections, and the skipping method is adopted to start construction from the section on one side, and the original pipe corridor floor, side wall and middle partition wall of the section are cut. After cutting, cross supports are installed inside the existing operating pipe corridor of the section, and then the adjacent section is skipped to construct the next section. After the cutting of two sections is completed and the cross supports are installed, the middle section of the two sections is cut.
[0022] Preferably, after the middle section is cut, no cross support is installed, and light aggregate concrete is directly backfilled. After the light aggregate concrete reaches a certain strength, a new pipe gallery floor is poured on the upper part.
[0023] Preferably, after the new pipe gallery floor of the middle section reaches a certain strength, the cross supports of the adjacent sections on both sides of the section are removed, and backfilled with lightweight aggregate concrete, and the new pipe gallery floor is poured after backfilling; then the adjacent sections are constructed, and this cycle is repeated until the construction is completed.
[0024] Preferably, in the sections at the edges of both sides of the construction section, after the casting of the side walls of the new pipe gallery is completed, lightweight aggregate concrete backfilling is carried out, and finally the new pipe gallery floor is cast.
[0025] Preferably, in step S5, when the shield tunnel is passing through, the soil bin is constructed using the full bin method, and the soil bin pressure needs to be reasonably controlled during the passing excavation; the deformation and vibration of the existing pipeline corridor need to be monitored in real time. If the deformation or vibration of the existing operating pipeline corridor is large, the excavation parameters need to be adjusted in real time to achieve safe and dynamic construction and ensure the structural stability of the pipeline corridor; the synchronous grouting needs to adopt low-pressure fast consolidation grouting.
[0026] Compared with the prior art, the present invention has the following advantages and positive effects:
[0027] Before the newly built shield tunnel passes through the existing operating pipe gallery, the present invention pre-processes the existing operating pipe gallery, raises the bottom plate of the existing operating pipe gallery shield crossing area to form a groove, avoids the working section of the newly built shield tunnel, ensures the normal operation of the existing operating pipe gallery, and effectively avoids the structural damage and settlement problems that are inevitably caused by the shield cutting the existing underground structure; at the same time, it also solves the problems that the existing reinforced concrete structure is relatively strong, and the tool wear and steel bar winding are prone to occur during shield cutting. Therefore, the shield cutting construction of the existing pipe gallery is changed to a close-fitting underpass construction, which can effectively reduce the difficulty of shield excavation, ensure the normal operation of the existing operating pipe gallery and the smooth progress of the shield.
[0028] The present invention increases the strength and stability of the shield tunneling crossing area and the surrounding soil at the lower part of the existing operating pipeline corridor by grouting reinforcement, thereby reducing damage to the existing operating pipeline corridor during subsequent construction; micro steel pipe piles are driven downward through the bottom plate to further prevent settlement damage to the pipeline corridor, thereby ensuring the stability and normal operation of the existing structure; when renovating the existing pipeline corridor, the skipping method is used to effectively ensure the structural safety of the existing operating pipeline corridor and avoid deformation damage to the pipeline corridor.
[0029] When pouring the new tunnel floor, the present invention effectively reduces the vibration generated by the shield tunnel passing through the upper structure through the backfill of lightweight aggregate concrete, thereby ensuring the stability and normal operation of the existing operating tunnel when the shield passes through. After the construction of the new tunnel floor is completed, weight is applied to the new tunnel floor to effectively reduce the vibration of the existing operating tunnel when the shield passes through, thereby ensuring the structural safety and normal operation of the existing tunnel. When the shield passes through, the full-bin method of shield construction is adopted to reasonably control the soil bin pressure, thereby ensuring uniform passage during the underpass excavation, further weakening the vibration generated by the shield excavation, and ensuring the safety of the existing structure. BRIEF DESCRIPTION OF THE DRAWINGS
[0030] The accompanying drawings in the specification, which constitute a part of the present invention, are used to provide a further understanding of the present invention. The exemplary embodiments of the present invention and their descriptions are used to explain the present invention and do not constitute improper limitations on the present invention.
[0031] Figure 1 It is a three-dimensional diagram of the shield tunneling penetrating an underground reinforced concrete structure at a negative distance in Example 1 or Example 2 of the present invention;
[0032] Figure 2 is a front view of the grouting reinforcement area in Example 1 or Example 2 of the present invention;
[0033] Figure 3 is a front view of the arrangement of micro steel pipe piles in Example 1 or Example 2 of the present invention;
[0034] Figure 4 It is a three-dimensional diagram of the local construction section during construction and renovation in Embodiment 1 or Embodiment 2 of the present invention;
[0035] Figure 5 It is a front view of the local construction section during the cutting construction by the skipping method in Embodiment 1 or Embodiment 2 of the present invention;
[0036] Figure 6 It is a front view of the backfilling of the local construction section and the pouring of the new pipe gallery bottom plate in embodiment 1 or embodiment 2 of the present invention;
[0037] Figure 7 It is a front view of the local construction section in Embodiment 1 or Embodiment 2 of the present invention when the construction is completed;
[0038] Figure 8 It is a schematic diagram of reinforcement arrangement of the base plate of a newly built pipe gallery in Example 1 or Example 2 of the present invention;
[0039] Fig. 9 It is a schematic diagram of the weight pressing in Example 1 or Example 2 of the present invention;
[0040] Fig.10 It is a schematic diagram of shield construction in Example 1 or Example 2 of the present invention;
[0041] In the figure:
[0042] 1. Existing operational tunnels; 2. New shield tunnels; 3. Micro steel pipe piles; 4. New tunnel floor; 5. Light aggregate concrete; 6. New tunnel side walls; 7. Existing tunnel side walls; 8. Grouting pipes; 9. Grouting reinforcement area; 10. Shield section; 11. Cross support; 12. Steel bar head; 13. Steel bars; 14. Sandbags; 15. Surrounding rock; 16. Shield cutterhead; 17. Segments; 18. Cement slurry. DETAILED DESCRIPTION
[0043] It should be noted that the following detailed descriptions are illustrative and intended to provide further explanation of the present invention. Unless otherwise specified, all technical and scientific terms used herein have the same meanings as those commonly understood by those skilled in the art to which the present invention belongs.
[0044] The present invention is described in detail below in conjunction with the accompanying drawings.
[0045] Example 1
[0046] This embodiment discloses a shield machine that penetrates underground reinforced concrete structures at a negative distance. Figure 1 As shown, it includes an existing operating pipe gallery 1, a newly built shield tunnel 2 is directly passed through the bottom negative distance of the existing operating pipe gallery 1, and micro steel pipe piles 3 are respectively arranged on both sides of the newly built shield tunnel 2. In this embodiment, there is a row of micro steel pipe piles 3 on both sides of the newly built shield tunnel 2, and the tops of the micro steel pipe piles 3 support the existing operating pipe gallery 1. It can be understood that the number of micro steel pipe piles 3 can be set according to actual needs.
[0047] like Figure 1 , Figure 2 As shown, the shield section 10 of the newly built shield tunnel 2 needs to pass through the existing operating pipeline corridor 1. In the shield crossing area of the newly built shield tunnel 2, the original bottom plate and the original pipeline corridor side wall 7 in the overlapping area of the bottom of the newly built shield tunnel 2 and the existing operating pipeline corridor 1 are cut off, and a new pipeline corridor bottom plate 4 and a new pipeline corridor side wall 6 are set. A groove is formed between the newly built pipeline corridor bottom plate 4 and the newly built pipeline corridor side wall 6 for the newly built shield tunnel 2 to pass through, so that the newly built shield tunnel 2 can pass through the existing operating pipeline corridor 1 at a negative distance.
[0048] like Figure 1 As shown, the groove area between the new pipe gallery bottom plate 4 and the new pipe gallery side wall 6 and the new shield tunnel 2 is filled with light aggregate concrete 5. After being formed, the light aggregate concrete contains a large amount of enclosed space inside, which has a good vibration isolation effect, and can effectively reduce the vibration generated when the shield passes through and is transmitted to the upper structure, ensuring the stability and normal operation of the existing operating pipe gallery when the shield passes through.
[0049] like Figure 2 As shown, the bottom of the existing operational pipe gallery 1, the shield tunneling area and the surrounding soil are grout-reinforced to form a grouting reinforcement area 9. The grouting reinforcement area 9 is formed by punching a number of grouting holes downward on the original bottom plate of the existing operational pipe gallery and inserting a number of grouting pipes 8 for grouting. It can be understood that the stratum reinforcement range of the grouting reinforcement area 9 should extend to a certain area around, so as to increase the strength and stability of the shield tunneling area and the surrounding strata of the shield section, and reduce the settlement damage to the existing operational pipe gallery during the subsequent construction process.
[0050] like Figure 3 As shown, the micro steel pipe piles 3 are arranged on both sides of the shield tunneling area, the bottom of the micro steel pipe piles 3 are arranged in the grouting reinforcement area 9, and the top is arranged at the bottom of the existing operating pipe gallery 1, so as to further prevent the pipe gallery from sinking and damage, and ensure the stability and normal operation of the existing structure. The depth of the micro steel pipe piles 3 should exceed the bottom of the shield tunnel to ensure that the shield tunnel can provide good support for the existing operating pipe gallery when it passes through.
[0051] like Figure 7 As shown, a row of steel bar heads 12 are reserved in the side wall 6 of the newly built tunnel, and the other end of the steel bar head 12 extends into the light aggregate concrete 5. The length of the steel bar head should be kept moderate to avoid the steel bar head extending too long into the shield section and affecting the shield construction. The steel bar head 12 can prevent the light aggregate concrete on the top of the tunnel from collapsing when the shield tunnel passes under, which weakens the vibration isolation effect.
[0052] like Figure 8 As shown, the steel bars 13 of the newly built tunnel floor 4 and the newly built tunnel side wall 6 should extend into the original side wall or original floor of the existing operating tunnel to ensure that the newly built tunnel floor and the newly built tunnel side wall are firmly connected to the existing operating tunnel, thereby ensuring the integrity of the existing operating tunnel.
[0053] Example 2
[0054] This embodiment provides a construction method for a shield machine to penetrate an underground reinforced concrete structure at a negative distance, specifically:
[0055] During construction, grouting reinforcement is first performed on the shield tunnel crossing area and surrounding soil of the newly built shield tunnel 2 under the existing operating pipeline corridor 1; Figure 2 As shown, a grouting hole is drilled downward on the original bottom plate of the existing operating pipeline corridor 1, and a grouting pipe 8 is inserted to perform grouting reinforcement on the stratum.
[0056] After the ground reinforcement is completed, two rows of micro steel pipe piles 3 are driven downwards on the original bottom plate of the existing operating tunnel 1 on both sides of the shield tunnel crossing area to further prevent tunnel settlement damage and ensure the stability and normal operation of the existing structure. Figure 3 The depth of the micro steel pipe pile should exceed 2-3m from the bottom of the shield tunnel to ensure that the shield can provide good support for the existing operating pipe gallery when passing through.
[0057] After the construction of micro steel pipe pile 3 is completed, Figure 1-Figure 3 As shown, since the new shield tunnel 2 is passing through the existing operating pipeline corridor 1 at a negative distance, it is necessary to cut the original pipeline corridor side walls 7, middle partition walls and bottom plates of the existing operating pipeline corridor 1 in the shield crossing area and cast the new pipeline corridor bottom plate 4 according to the dimensions of the new shield tunnel 2 and the bottom cross-section stacking of the existing operating pipeline corridor 1.
[0058] like Figure 4 , Figure 5 As shown, when the existing operating pipeline corridor is constructed and renovated, the construction section is divided into multiple sections. It can be understood that the construction section is divided into sections according to actual needs.
[0059] like Figure 5-Figure 7 As shown, when constructing and renovating an existing operational pipe corridor, the skipping method is used, and a cyclic renovation is adopted for multiple sections, first constructing the sections in the first cycle, and then constructing the sections in the next cycle. First, the construction starts from one side, and the original pipe corridor floor, side wall and middle partition wall of the first section are cut first. After cutting, a cross support 11 is installed inside the existing operational pipe corridor 1. The cross support can effectively prevent the pipe corridor from being damaged and deformed after being cut, and plays a good protective role for the existing operational pipe corridor.
[0060] After cutting the first section, skip the second section and cut the third section. After the third section is cut, install the cross support. After the first and third sections are cut and the cross support is installed, start cutting the second section in the middle. Since there are cross supports on both sides of the second section, no cross support is installed after the second section is cut.
[0061] like Figure 4 , Figure 6 As shown, after the second section is cut, it is backfilled directly with light aggregate concrete 5. After the light aggregate concrete is formed, it contains a large amount of enclosed space inside, which has a good vibration isolation effect, and can effectively reduce the vibration generated by the shield tunnel passing through the upper structure, ensuring the stability and normal operation of the existing operating corridor when the shield tunnel passes through. After the light aggregate concrete 5 reaches a certain strength, the new corridor floor 4 is poured on the upper part.
[0062] like Figure 7As shown, after the new pipe gallery floor of the second section reaches a certain strength, it can play a certain supporting role for the pipe gallery. At this time, the cross supports 11 of the first and third sections are removed and backfilled with lightweight aggregate concrete 5. After backfilling, the new pipe gallery floor 4 is cast.
[0063] like Figure 7 As shown in the figure, after the construction of the first, second and third sections is completed, the adjacent sections will continue to be constructed, and the cycle will continue until the construction is completed. The skipping method construction ensures the structural safety of the existing operating corridor, avoids deformation and damage of the corridor, and ensures the normal operation of the existing operating corridor.
[0064] like Figure 7 As shown, the edge section needs to be backfilled with light aggregate concrete 5 and the new tunnel floor plate is cast after the new tunnel side wall 6 is cast. It should be noted that a row of steel bar heads 12 are reserved in the new tunnel side wall 6, and the other end of the steel bar head 12 extends into the light aggregate concrete 5. The length of the steel bar head should be moderate to avoid the steel bar head extending too long into the shield section and affecting the shield construction. The steel bar head 12 can prevent the light aggregate concrete on the top of the tunnel from collapsing when the shield tunnel passes under, which weakens the vibration isolation effect.
[0065] like Figure 8 As shown, the steel bars 13 of the newly built tunnel floor 4 and the newly built tunnel side wall 6 should extend into the original side wall or original floor of the existing operating tunnel to ensure that the newly built tunnel floor and the newly built tunnel side wall are firmly connected to the existing operating tunnel, thereby ensuring the integrity of the existing operating tunnel.
[0066] like Fig. 9 As shown, after the consolidation of the new pipe gallery bottom plate 4 is completed, weight is applied to the new pipe gallery bottom plate 4 and the adjacent area where the shield passes through. In this embodiment, the weight is a sandbag 14. The weight can effectively reduce the vibration of the existing operating pipe gallery when the shield passes through, ensuring the normal operation of the existing pipe gallery.
[0067] After the weighting was completed, the new shield tunnel 2 began the shield underpass operation.
[0068] like Fig.10 As shown, the shield cutter head 16 passes through the bottom of the existing operating pipeline corridor 1, excavates the surrounding rock 15, installs the pipe segments 17 inside the tunnel, and injects cement slurry 18 into the pipe segments 17.
[0069] When the shield machine is passing through, in order to reduce vibration, the soil bunker is constructed using the full bunker method. The soil bunker pressure needs to be reasonably controlled during the tunneling to ensure uniform passage during the tunneling. When the shield machine is passing through an existing operating pipeline corridor, the deformation and vibration of the existing pipeline corridor must be monitored in real time. If the deformation or vibration of the existing operating pipeline corridor is large, the tunneling parameters must be adjusted in real time to ensure safe and dynamic construction and ensure the structural stability of the pipeline corridor. In addition, low-pressure fast consolidation grouting must be used during synchronous grouting to prevent excessive grouting pressure from lifting the existing operating pipeline corridor and causing structural damage.
[0070] The present invention changes the construction of a new shield tunnel from the original shield cutting construction of an existing pipeline corridor to a close underpass construction, effectively avoiding the structural damage and shield problems caused by the shield cutting of the existing pipeline corridor, and ensuring the normal operation of the existing operating pipeline corridor and the smooth operation of the shield.
[0071] Before the new shield tunnel passes through the existing operating pipeline corridor, the present invention processes the existing operating pipeline corridor in advance, raises the bottom plate of the existing operating pipeline corridor shield crossing area, forms a groove, avoids the working section of the new shield tunnel, ensures the normal operation of the existing operating pipeline corridor, and effectively avoids the structural damage and settlement problems that are inevitably caused by the shield cutting the existing underground structure. In addition, the existing reinforced concrete structure is relatively strong, and the tool wear and steel bar entanglement problems are prone to occur during shield cutting. Therefore, the shield cutting construction of the existing pipeline corridor is changed to a close-fitting underpass construction, which can effectively reduce the difficulty of shield excavation.
[0072] Comprehensive safeguard measures such as grouting reinforcement, setting up micro steel pipe piles and skipping construction are adopted to ensure the structural stability of the corridor during the renovation process and the structural stability of the tunnel shield when it passes under. Grouting reinforcement is carried out on the shield crossing area and surrounding soil at the bottom of the existing operating corridor to increase the strength and stability of the shield crossing area and surrounding strata, and reduce the damage to the existing operating corridor during subsequent construction. Micro steel pipe piles are driven downward through the bottom plate to further prevent the corridor from sinking and damage, ensuring the stability and normal operation of the existing structure. When renovating the existing corridor, the skipping method is used to effectively ensure the structural safety of the existing operating corridor and avoid deformation and damage to the corridor.
[0073] The use of light aggregate concrete backfill at the bottom of the new corridor floor, weighting on the new corridor floor and the adjacent area where the shield passes through, and full-storage shield construction effectively reduces the vibration of the existing operating corridor when the shield passes through, ensuring the structural safety and normal operation of the existing corridor. When pouring the new corridor floor, the light aggregate concrete backfill effectively reduces the vibration generated by the shield tunnel passing through the upper structure, ensuring the stability and normal operation of the existing operating corridor when the shield passes through. After the construction of the new corridor floor is completed, weighting is applied on the new corridor floor, effectively reducing the vibration of the existing operating corridor when the shield passes through, ensuring the structural safety and normal operation of the existing corridor. When the shield passes through, the full-storage shield construction is adopted to reasonably control the soil bin pressure to ensure uniform passage during the underpass excavation, further weakening the vibration generated by the shield excavation, and ensuring the safety of the existing structure.
[0074] Although the above describes the specific implementation mode of the present invention in conjunction with the accompanying drawings, it is not intended to limit the scope of protection of the present invention. Those skilled in the art should understand that various modifications or variations that can be made by those skilled in the art on the basis of the technical solution of the present invention without creative work are still within the scope of protection of the present invention.
Claims
1. A shield machine with a negative distance passing through an underground reinforced concrete structure, including an existing operating pipe gallery, characterized in that: The bottom negative distance of the existing operational pipeline corridor passes through the newly built shield tunnel; In the shield crossing area of the newly built shield tunnel, a groove formed by the newly built corridor bottom plate and the newly built corridor side wall is arranged at the bottom of the existing operating corridor, and the newly built shield tunnel passes through the existing operating corridor from the bottom of the groove; The groove and the newly built shield tunnel are filled with light aggregate concrete; at the bottom of the original bottom plate of the existing operating pipe gallery, the shield tunnel crossing area and the surrounding soil are grouting reinforced to form a grouting reinforcement area; Micro steel pipe piles are set on both sides of the shield crossing area of the newly built shield tunnel.
2. A shield machine with negative distance passing through an underground reinforced concrete structure as claimed in claim 1, characterized in that: The grouting reinforcement area is formed by drilling a number of grouting holes downward on the original bottom plate of the existing operating pipeline corridor, inserting a number of grouting pipes for grouting; the stratum reinforcement range of the grouting reinforcement area should extend to a certain area around it.
3. A shield machine for negative distance penetration of underground reinforced concrete structure as claimed in claim 1, characterized in that: The bottom of the micro steel pipe pile is set in the grouting reinforcement area, and the top is set at the bottom of the existing operating pipeline corridor. The depth of the micro steel pipe pile should exceed the bottom of the newly built shield tunnel.
4. A shield machine for negative distance penetration of underground reinforced concrete structure as claimed in claim 1, characterized in that: A row of steel bar heads is reserved in the side walls of the newly built tunnel, and the other ends of the steel bar heads extend into the lightweight aggregate concrete; the steel bars of the newly built tunnel floor and the newly built tunnel side walls should extend into the original side walls or original floor of the existing operating tunnel.
5. A construction method for a shield machine to penetrate an underground reinforced concrete structure at a negative distance as claimed in any one of claims 1 to 4, characterized in that the steps include: S1. First, grouting reinforcement is carried out on the shield tunnel crossing area and surrounding soil of the newly built shield tunnel under the existing operating pipeline corridor; S2. On both sides of the shield tunneling area, drive two rows of micro steel pipe piles downwards on the original bottom plate of the existing operating tunnel; S3. According to the dimensions of the new shield tunnel and the cross-section stack at the bottom of the existing operating pipe gallery, the existing operating pipe gallery is reconstructed, specifically, the original side walls, middle partitions and bottom plates of the existing operating pipe gallery are cut, and light aggregate concrete is backfilled, and the bottom plates and side walls of the new pipe gallery are poured; S4. After the consolidation of the new tunnel floor and the new tunnel side wall is completed, weight is applied to the new tunnel floor and the adjacent area where the shield passes through; S5. After the weighting is completed, the shield tunneling operation will begin in the new shield tunnel.
6. A construction method for a shield machine to penetrate underground reinforced concrete structure at a negative distance as claimed in claim 5, characterized in that: In step S3, when constructing and renovating an existing operating pipe corridor, the construction section is divided into multiple sections, and the skipping method is used for construction. Construction starts from a section on one side, and the original pipe corridor floor, side wall and middle partition wall of the section are cut. After cutting, cross supports are installed inside the existing operating pipe corridor of the section, and then the adjacent section is skipped to construct the next section. After the cutting of two sections is completed and the cross supports are installed, the middle section of the two sections is cut.
7. A construction method for a shield machine to penetrate underground reinforced concrete structure at a negative distance as claimed in claim 6, characterized in that: After the middle section is cut, no cross support is installed, and light aggregate concrete is directly backfilled. After the light aggregate concrete reaches a certain strength, a new pipe gallery floor is poured on the upper part.
8. A construction method for a shield machine to penetrate underground reinforced concrete structure at a negative distance as claimed in claim 6, characterized in that: After the new pipe gallery floor of the middle section reaches a certain strength, the cross supports of the adjacent sections on both sides of the section are removed and backfilled with lightweight aggregate concrete. After backfilling, the new pipe gallery floor is poured; then the adjacent sections are constructed, and this cycle is repeated until the construction is completed.
9. A construction method for a shield machine to penetrate underground reinforced concrete structure at a negative distance as claimed in claim 6, characterized in that: In the sections at the edges of both sides of the construction section, after the side walls of the new tunnel are cast, lightweight aggregate concrete backfilling is carried out, and finally the new tunnel floor is cast.
10. A construction method for a shield machine to penetrate underground reinforced concrete structure at a negative distance as claimed in claim 5, characterized in that: In step S5, when the shield tunnel is underpassing, the soil bin is constructed using the full bin method, and the soil bin pressure needs to be reasonably controlled during underpass excavation; the deformation and vibration of the existing pipe gallery needs to be monitored in real time. If the deformation or vibration of the existing operating pipe gallery is large, the excavation parameters need to be adjusted in real time to achieve safe and dynamic construction and ensure the structural stability of the pipe gallery; the synchronous grouting needs to adopt low-pressure fast consolidation grouting.