Deformation control construction method and support structure based on close-range underpassing existing line

Abstract

The present application relates to a kind of deformation control construction method and support structure based on close distance under existing line, at least comprising: setting several working holes below existing line (1), and actively supporting the top of existing line (1);Before building tunnel, in the form of removing original soil, reinforcing layer (5) is arranged between the top of tunnel to be built and existing line;Wherein, the reinforcing layer (5) includes bearing layer (3), the bearing layer (3) is spliced by several hollow pieces (7), and the bearing layer is supported under the support of bearing column, and the weight of the bearing layer is supported by the bearing layer in the form of large area contact. The present application, bearing layer, light weight, strong bearing capacity, can support existing line without deformation, without exerting greater weight and pressure on tunnel.

Description

Technical Field

[0001] This invention relates to the field of tunnel construction technology, and in particular to a deformation control construction method and support structure based on close-range underpass of existing railway lines. Background Technology

[0002] In existing technologies, when constructing tunnels under existing subway stations and sections, the distance between the tunnel and the existing railway structure is within 0-2 meters. The engineering geology and hydrogeology of the environment involved in the tunnel are disturbed, and the strata between the two structures are relatively thin. Technical measures cannot effectively reinforce the strata, so the existing railway is prone to deformation during construction.

[0003] In existing technologies, the control of deformation of existing railway lines is passive. Generally, when deformation of existing railway lines is discovered, load-bearing changes and maintenance are carried out to control further deformation of existing railway lines.

[0004] For example, patent document CN 113187507 A discloses a grouting reinforcement method for controlling deformation of a subway tunnel excavated under an operating subway section. This method involves pre-grouting the tunnel foundation using the existing track bed structure, injecting cement-EAA epoxy composite grout using a forward-moving segmented drilling grouting process, and grouting reinforcement using a vertical sleeve valve pipe pre-grouting process on the strata within a certain plane and depth range outside the existing track section from the ground. During the excavation of the tunnel under the existing operating subway section, information-based construction methods are employed, using a sleeve valve pipe tracking grouting process on the strata within a certain plane and depth range between the two lines of the existing track section from the ground. Furthermore, a WSS horizontal tracking grouting process is used on the strata within a certain plane and depth range between the existing track section and the excavated tunnel from the horizontal direction (adjacent subway pits). This invention controls the existing track by reinforcing it through grouting the tunnel foundation without removing the original soil layer. Therefore, the technical solution of this invention requires both monitoring the deformation of the existing line and tracking the grouting process. The construction process is complex and not simple, and it is easy for the grouting effect to fail to meet the standards. Repeated monitoring is required to determine whether the reinforcement effect meets the standards.

[0005] This invention aims to provide a construction method that can actively control the deformation of existing railway lines. By constructing near the existing railway lines, the deformation of the existing lines can be actively controlled, thereby achieving the reinforcement effect directly and avoiding the deformation of existing railway lines.

[0006] Furthermore, on the one hand, there are differences in understanding among those skilled in the art; on the other hand, the inventors studied a large number of documents and patents when making this invention, but due to space limitations, not all details and contents were listed in detail. However, this does not mean that the present invention does not possess the features of these prior art. On the contrary, the present invention already possesses all the features of the prior art, and the applicant reserves the right to add relevant prior art to the background art. Summary of the Invention

[0007] To address the shortcomings of existing technologies, this invention provides a deformation control construction method based on close-range underpass of an existing railway line. The method includes at least: setting up several working holes under the existing railway line and actively supporting the existing railway line; before constructing the tunnel, setting a reinforcement layer between the top of the tunnel to be constructed and the existing railway line by removing the original soil; wherein the reinforcement layer includes a load-bearing layer, which is composed of several hollow pieces spliced ​​together, and the load-bearing layer bears the load of the existing railway line in a large-area contact manner under the support of load-bearing columns.

[0008] Preferably, the method further includes: before constructing the tunnel, removing the original soil layer between the top of the tunnel to be constructed and the existing line in the construction area of ​​the working tunnel, and setting a reinforcement layer between the top of the tunnel to be constructed and the existing line in a symmetrical construction manner that does not affect the settlement of the existing line.

[0009] Preferably, when the existing line is supported and no settlement occurs, the reinforcement layer is installed by: installing a first concrete layer at the top horizontal position of the tunnel to be constructed, and installing the load-bearing layer on the first concrete layer. The load-bearing layer includes a plurality of load-bearing columns and hollow pieces. Each load-bearing column includes three hollow pieces of the same size that are distributed at a 120-degree angle to each other. The spacing of the load-bearing columns is set such that the plurality of hollow pieces can be spliced ​​together to form a regular hexagon. The height of the load-bearing columns is set such that the plane on which the hollow pieces are located is in contact with the existing line.

[0010] This invention constructs a high-load-bearing reinforcement layer using several load-bearing columns and hollow panels. The columns and panels form a regular hexagonal grid structure, which avoids lateral deformation of the reinforcement layer and tilting of the load-bearing columns, while also reducing material consumption and allowing for larger, unfilled spaces between the columns. Compared to existing designs where only the tunnel allows airflow, this invention allows airflow through these spaces, effectively increasing gas circulation channels. These spaces also reduce the overall weight of the reinforcement layer, decreasing the load on the tunnel roof and ensuring the safety of both the existing railway line and the tunnel.

[0011] Preferably, the method further includes: the load-bearing column includes a first load-bearing column and a second load-bearing column, the first length of the first hollow piece of the first load-bearing column is greater than the second length of the second hollow piece of the second load-bearing column, and when splicing the regular hexagon, the first load-bearing column is set in the middle of the regular hexagon.

[0012] Preferably, the hollow piece is disposed at the top, bottom and / or between the top and bottom of the load-bearing column; wherein, a support portion for supporting the hollow piece is provided between the hollow piece and the load-bearing column.

[0013] Preferably, the hollow sheet includes a flow channel constructed from several hollow structures at intervals. The flow channel can be spliced ​​into a regular hollow geometric support column. When the sheet is filled, the slurry in the flow channel solidifies into a hollow geometric support column that can provide longitudinal support.

[0014] Preferably, a plurality of hollow structures are provided on at least one side of the interior of the sheet, which are spaced apart from each other. The hollow structures and the opposite side of the sheet form a grouting cavity in a non-contacting manner. The grouting cavity is openly connected to the flow channel. When the side of the sheet with the plurality of hollow structures is adjacent to the support, the grout injected into the grouting cavity fills the flow channel based on gravity.

[0015] Preferably, the first length of the first hollow piece of the first support column is twice the second length of the second hollow piece of the second support column.

[0016] Preferably, at least one overflow hole is provided on one side wall where the grouting cavity of the sheet is located. In the case of grouting the hollow sheet, the grout overflowing from the overflow hole connects the hollow sheet to the existing line.

[0017] The present invention also provides a support structure, the support structure including a load-bearing layer, the load-bearing layer including a plurality of load-bearing columns and hollow pieces, each load-bearing column including three hollow pieces of the same size and distributed at a 120-degree angle to each other, the spacing of the load-bearing columns being set in such a way that the plurality of hollow pieces are spliced ​​together to form a regular hexagon; the height of the load-bearing columns being set in such a way that the plane in which the hollow pieces are located contacts the existing line.

[0018] The support structure of this invention, constructed by splicing regular hexagons, is not only lightweight but also provides strong support, is sturdy and resistant to deformation, has a large support area, and can support various building structures with good support effect. Furthermore, because the hollow panels are supported by a honeycomb structure, the structure is stable, and the mutual support of several honeycomb structures creates a force balance, thereby dispersing the pressure from existing lines. Attached Figure Description

[0019] Figure 1 This is a schematic diagram of the completed construction of the tunnel that closely crosses the existing railway line according to the present invention;

[0020] Figure 2 This is a schematic diagram of the side structure of the load-bearing layer of the present invention;

[0021] Figure 3 This is a schematic diagram of the hollow sheet assembly of the load-bearing layer of the present invention;

[0022] Figure 4 This is a schematic diagram of the hollow sheet assembly of the load-bearing layer of the present invention;

[0023] Figure 5 It is a cross-sectional view of the longitudinal section of the grouting hollow sheet;

[0024] Figure 6 This is a schematic diagram of the transverse structure at the end of the grouting hollow sheet;

[0025] Figure 7 This is an enlarged schematic diagram of the vertical structure of the honeycomb structure portion of the grouting hollow sheet.

[0026] List of reference numerals

[0027] 1: Existing line; 2: First concrete layer; 3: Bearing layer; 4: Second concrete layer; 5: Reinforcement layer; 6: Tunnel; 7: Hollow segment; 31: First bearing column; 32: First hollow segment; 33: Support part; 34: Stabilizing part; 41: Second bearing column; 42: Second hollow segment; 72: Segment body; 73: Grouting cavity; 74: Geometric structure layer; 76: Overflow hole; 77: First grouting hole; 78: Second grouting hole; 79: Third grouting hole; 8: Hollow structure; 9: Flow channel. Detailed Implementation

[0028] The following is a detailed explanation with reference to the accompanying drawings.

[0029] This invention provides a deformation control construction method based on tunneling under existing railway lines at close range, and also provides a support structure for tunnels closely crossing existing railway lines.

[0030] A deformation control construction method based on close-range underpass of existing railway lines, comprising at least:

[0031] S1: Set up several working holes below the existing line 1 and actively support the existing line 1.

[0032] S2: Before constructing the tunnel, a reinforcement layer 5 is installed between the top of the tunnel to be built and the existing line by removing the original soil.

[0033] S3: Install a monitoring system to monitor the settlement of existing railway lines. Issue an early warning when a settlement trend is observed in the existing railway lines.

[0034] S4: Support the reinforcement layer to construct the tunnel.

[0035] The present invention provides a detailed description of each step.

[0036] S1: Several working tunnels are constructed beneath the existing line 1, and active support is provided for the existing line 1 within these tunnels. These working tunnels are small in size and symmetrically arranged beneath the existing line, allowing for simultaneous construction. Inside the working tunnels, a portion of the original soil adjacent to the existing line is removed, exposing a small section of the existing line, which is then supported. Supporting the existing line may involve, for example, using steel columns and jacks.

[0037] In existing technologies, the distance between the tunnel and the existing railway line structure is within 0-2 meters, and the soil layer between the two structures is relatively thin. Existing technologies are not very effective in reinforcing the soil layer. Existing technologies must employ targeted methods to control the deformation of the existing railway line to meet the standards for safe operation and deformation control assessment. However, the soil reinforcement steps in existing technologies are cumbersome and may not achieve the desired results. Therefore, this invention aims to directly replace the original soil layer with a sufficiently robust grouting reinforcement layer, making the newly added reinforcement layer stronger than the original soil layer, thereby preventing deformation of the existing railway line and achieving significant control over its deformation.

[0038] like Figure 1 As shown, the tunnel of this invention is a flat-topped, straight-walled tunnel. Since there is no soil layer between the tunnel 6 and the existing railway line 1, a reinforcement layer 5 is installed to replace the soil layer. The reinforcement layer 5 is a concrete reinforcement structure. The reinforcement layer 5 is ultimately bonded to the top of the tunnel 6 as a single unit. This arrangement increases the strength between the existing railway line 1 and the tunnel 5, effectively preventing deformation of the existing railway line 1 and reducing the necessary procedures for monitoring deformation of the existing railway line 1 later. The reinforcement layer of this invention is also referred to as a support structure.

[0039] Given the proposed tunnel parameters, several small working tunnels are set up in the construction area between the proposed tunnel 6 and the existing line 1. Preferably, the working tunnels can be symmetrically arranged to allow for simultaneous construction in multiple working tunnels.

[0040] Setting up a small working hole allows for active jacking and construction without affecting the settlement of existing line 1. Active jacking involves using pre-installed steel supports to symmetrically support the existing line, ensuring that the construction process does not affect the settlement of existing line 1.

[0041] S2: The step of setting up a reinforcement layer 5 between the top of the tunnel to be built and the existing line by removing the original soil before tunnel construction includes:

[0042] S21: Remove the original soil layer between the top of the tunnel to be built and the existing line in the construction area;

[0043] S22: A first concrete layer 2 is set at the top horizontal position of the tunnel 6 to be built, as the base layer of the reinforcement layer, and the reinforcement layer 5 is set in a symmetrical construction manner that does not affect the settlement of the existing line.

[0044] Preferably, the thickness of the first concrete layer is no more than one-quarter of the thickness of the reinforcing layer 5. The width of the first concrete layer 2 is no less than the width of the tunnel. For example, when the width of the first concrete layer 2 is greater than the width of the tunnel, the two ends of the cross-section of the first concrete layer 2 will be laid in the soil on both sides of the tunnel, which also helps to reduce the supporting force of load-bearing tools on the reinforcing layer 5 during later tunnel construction.

[0045] S23: A second load-bearing layer 3 is provided on the first concrete layer 2.

[0046] like Figures 1 to 3 As shown, the load-bearing layer 3 is composed of several hollow pieces 7 spliced ​​together. Supported by the load-bearing columns, the load-bearing layer 3 bears the load of the existing line 1 through large-area contact. The load-bearing layer is constructed by splicing hollow pieces into a hollow geometric shape on a plane. The geometric structure can be rectangular, pentagonal, hexagonal, etc.

[0047] This invention is illustrated by describing a load-bearing layer composed of hollow hexagonal sheets nested together. The advantage of the hexagonal shape is that the hollow sheets can support each other and form a force balance. When a hollow sheet is subjected to a large force, the other hollow sheets in contact with it can decompose the force on that hollow sheet, thereby making the overall load-bearing layer less prone to significant deformation, especially less prone to tilting deformation, resulting in better support.

[0048] Specifically, such as Figures 1 to 3 As shown, the load-bearing layer 3 includes several load-bearing columns and hollow pieces 7. Each load-bearing column includes three hollow pieces 7 of the same size, which are distributed at a 120-degree angle to each other.

[0049] When assembling hollow sections 7 into a load-bearing layer, the spacing of the load-bearing columns is set in such a way that several hollow sections can be assembled into a regular hexagon. The height of the load-bearing columns is set in such a way that the plane containing the hollow sections contacts the existing line.

[0050] Preferably, the load-bearing layer of the present invention can also be constructed without load-bearing columns, by directly placing the hollow pieces on the first concrete layer 2 to directly form a load-bearing layer with supporting capacity. For example, when the vertical distance between the top surface of the tunnel to be built and the existing line is small or even less than 1 meter, the present invention can construct hollow pieces without load-bearing columns.

[0051] When a load-bearing column is present, a set of mutually perpendicular reinforcing ribs are provided at the connection between the hollow section 7 and the load-bearing column. The two interconnected hollow sections 7 are fixed by pouring concrete.

[0052] like Figures 1 to 3As shown, the load-bearing columns include a first load-bearing column 31 and a second load-bearing column 41. The first length of the first hollow piece 32 of the first load-bearing column 31 is greater than the second length of the second hollow piece 42 of the second load-bearing column 41. For example, when the hollow pieces are spliced ​​into a regular hexagon, the first length is twice the second length. When spliced ​​into a regular hexagon, the first column 31 is located in the middle of the regular hexagon.

[0053] like Figure 3 As shown, a plurality of first hollow pieces 32 and a plurality of second hollow pieces 42 are spliced ​​together to form an infinitely extending grid-like load-bearing layer. Unlike the regular hexagons in the prior art, the regular hexagonal structure layer of the present invention contains three first hollow pieces 32 with supporting capabilities within the regular hexagon, and the first hollow pieces 32 combine with the first hollow pieces within adjacent regular hexagons to reconstruct a complete regular hexagon. That is, the load-bearing layer of the regular hexagon of the present invention consists of a plurality of regular hexagons nested and mutually supporting each other, resulting in a stronger load-bearing capacity.

[0054] Preferably, the hollow piece 7 is not limited to being disposed at the top of the load-bearing column, but can also be disposed at the bottom of the load-bearing column and / or between the top and bottom.

[0055] For example, when load-bearing layers are provided at the top, bottom, and / or middle positions of several load-bearing columns, the load-bearing layer at the middle position of the load-bearing column can provide horizontal force to the load-bearing column, which is more conducive to the horizontal force balance of the load-bearing column, avoids the tilting of the load-bearing column, and makes the stability of the hollow structure layer at the top stronger and less prone to deformation. That is, the hexagonal nested load-bearing layers set at the middle position of the load-bearing column further enhance the stability of the top load-bearing layer. Since the hollow sheet of the present invention contains a hollow structure, the load-bearing layer composed of hollow sheet is not significantly added to the weight even when placed at the middle position of the load-bearing column.

[0056] Preferably, a support portion 33 is provided between the hollow piece 7 and the column to support the hollow piece 7. The support portion 33 is approximately a right-angled triangle structure, which can provide further support to the hollow piece to prevent horizontal displacement of the hollow piece.

[0057] Preferably, such as Figure 1 As shown, a stabilizing part 34 can also be provided at the bottom of the load-bearing column. The stabilizing part 34 is provided in a conical shape at the bottom of the load-bearing column to lower the center of gravity of the load-bearing column and improve the stability of the load-bearing column.

[0058] Figures 4 to 6 An example of one type of hollow sheet provided for the present invention.

[0059] The hollow sheet 7 has a sheet body 72 containing flow channels 9 constructed from several hollow structures 8 at intervals. The flow channels 9 can be assembled into regular hollow geometric support pillars. When the sheet body 72 is filled, the slurry within the flow channels 9 solidifies into hollow geometric support pillars that can provide longitudinal support.

[0060] Specifically, the hollow sheet 7 includes a grouting cavity 73 and a geometric structure layer 74 within its sheet body 72. The exterior of the sheet body 72 is a geometric sheet with rounded corners. The geometric shape of the sheet body's cross-section can be circular, square, or even pentagonal or hexagonal, etc. Preferably, as shown... Figure 5 As shown, the cross-section of the sheet in this example is a rounded rectangle.

[0061] The geometric structure layer 74 is composed of a plurality of hollow structures 8 arranged with flow channels between them. A plurality of hollow structures 8 are arranged at intervals on at least one side inside the sheet 72. The hollow structures 8 are arranged in a non-movable manner. A grouting cavity 73 is formed between the hollow structures 8 and the opposite side of the sheet 72 with a non-contact interval. The grouting cavity 73 is in open communication with the flow channels 9. When the side of the sheet 72 with the plurality of hollow structures 8 is adjacent to the support portion 33, the grout injected into the grouting cavity 73 fills the flow channels 9 based on gravity.

[0062] Preferably, such as Figure 4 As shown, the geometric shape of the hollow structure 8 is not limited and can be a triangle, rectangle, or regular polygon. This invention uses a hexagonal hollow structure 8 as an example for illustration.

[0063] A plurality of hexagonal hollow structures 8 are spaced apart to form a mold that allows grout to enter and be shaped. The mold composed of these hexagonal hollow structures 8 is a honeycomb mold. The grout hardens within the hexagonal channels, forming honeycomb structures. The honeycomb-shaped load-bearing layer has strong support and low weight, thus reducing the overall weight of the reinforcing layer 5 while maintaining the same support strength. Furthermore, unlike existing technologies that inject grout along the existing channel path, this invention uses grouting cavities to inject grout from the side of the channel, reducing the resistance to the grout's tortuous flow within the channel. By placing the grouting cavities above the channel, this invention utilizes gravity to promote the grout's preferential filling of the channels between the hollow structures 8, resulting in low grouting resistance, fewer voids, and better grouting effect. Furthermore, the grout layer formed by the solidification of the grout within the grouting cavity connects several honeycomb structures, increasing the contact area between the load-bearing layer and the existing line. This allows the honeycomb structure to distribute the force on the grout layer, making the overall load-bearing layer less prone to deformation and extending its support life. Therefore, the load-bearing layer of this invention can provide sufficient support to the existing line to prevent settlement.

[0064] like Figure 4 As shown, several overflow holes 76 are provided on one side wall of the grouting cavity 73 of the hollow sheet 72. During grouting of the hollow sheet 7, the grout overflowing from the overflow holes 76 connects the hollow sheet 7 to the existing line 1. Furthermore, the grout overflowing from the overflow holes 76 connects and solidifies the hollow sheet 7 to the soil layer containing the existing line. During grouting, the overflow holes also help to expel air from the cavity, reducing grouting resistance. Compared to the traditional tunnel construction method that requires high-pressure grouting due to the presence of grouting pipes in the soil layer, the hollow sheet of this invention is not in a closed environment where all overflow holes are sealed. Therefore, low-pressure grouting or ordinary grouting methods can be selected to grout the hollow sheet, reducing the difficulty of grouting and lowering the cost without reducing the support strength, making it more economical and applicable.

[0065] like Figure 5 As shown, the end of the sheet body is provided with several grouting holes that communicate with the flow channel. For example, the first grouting hole 77 and the second grouting hole 78 are connected to the grouting cavity 73. The third grouting hole 79 is connected to the flow channel between the hollow structure 8.

[0066] When several hollow pieces are spliced ​​together, the piece 72 is arranged with the side containing the hollow structure 8 facing the bottom surface. That is, the side containing the hollow structure 8 faces the first concrete layer 2. This arrangement facilitates the grout in the grouting cavity 73 to fill the flow channel preferentially by gravity, avoiding unfilled voids in the flow channel.

[0067] During construction, workers perform high-pressure grouting through a grouting hole 77, a second grouting hole 78, and / or a third grouting hole 79. For example... Figure 6 As shown, the grout in the grouting cavity 73 preferentially fills the flow channels between the hollow structures 8 under the action of gravity. Excess grout in the flow channels overflows through the overflow hole 76, forming the second concrete layer 4. At the end of grouting, the construction workers pour concrete at the ends of the adjacent hollow pieces.

[0068] S24: Grout the gap between the sheet 72 and the existing line 1 to form a complete second concrete layer 4. The second concrete layer 4 connects the existing line 1 and the reinforcement layer 5 into one, thus forming a reinforcement layer with supporting force between the tunnel and the existing line, preventing deformation and settlement of the existing line.

[0069] The reinforcement layer of this invention not only meets the requirements for controlling the deformation of existing railway lines, but also reduces the load on the tunnel, minimizing the inconveniences of traditional construction. Furthermore, the structure of the load-bearing columns and hollow sections of this invention provides ample space and gaps, making the grout at the joints of the hollow sections easier to solidify and less susceptible to moisture, further enhancing the strength of the reinforcement layer.

[0070] S3: Install a monitoring system to monitor the settlement of the existing railway line. Issue an early warning when the existing line shows a settlement trend. Because this invention pre-supports the existing line and constructs symmetrically with small-sized working holes, the probability of deformation of the existing line is small. After the reinforcement layer of this invention is completed and cured, it can form a strong support for the existing line, thus not affecting the continued construction in the subsequent working holes.

[0071] Settlement monitoring points are set up on at least one existing line 1 to monitor the settlement of existing line 1. When the existing line shows a settlement trend, the supports are reinforced and adjusted in a timely manner.

[0072] S4: After the reinforcement layer 5 is shaped, several small working holes are set up to carry out the construction of the reinforcement layer. At the same time, the reinforcement layer is supported to support the reinforcement layer and the existing line so as to carry out the tunnel construction.

[0073] For example, excavate the upper right section (I) of the tunnel and promptly erect the initial support structure, laying the arch-advanced small guide pipes. Simultaneously, a temporary tunnel invert is installed between the tunnel's central partition wall steel frame and the initial support structure (an anchor pipe is installed at the junction of the initial support structure, the tunnel's central partition wall steel frame, and the temporary tunnel invert). After completing every three sections of the initial support structure (or as needed), two No. 1 angle steels are welded longitudinally to the central partition wall as the installation base and jacking support point for the jacks. The jacks are then installed to form the central support mechanism. Based on monitoring, timely and appropriate jacking is performed. After jacking, the jacks are promptly locked using jacking screws, removed, and the three sections of vertical support (or as needed) are re-sprayed with concrete. No concrete is sprayed within the jacking area to allow for subsequent jacking based on monitoring. According to the construction method, the lower right section II and upper left section III are excavated in a staggered manner, and the initial support structure is erected in a timely manner, and the arch pre-construction guide pipes are laid. Depending on the monitoring situation, an auxiliary jack is erected if necessary, and the erection method is the same as the above steps, to ensure the effect of double-sided jacking. According to the construction method, the other parts of the tunnel section IV are excavated and supported to complete the tunnel section excavation and support.

[0074] When the tunnel was completed, the tunnel roof and the reinforcement layer were integrated, which also eliminated the problem of subsequent sand and soil settlement at the tunnel roof.

[0075] It should be noted that the specific embodiments described above are exemplary, and those skilled in the art can devise various solutions inspired by the disclosure of this invention. These solutions all fall within the scope of this invention and its protection. Those skilled in the art should understand that this specification and its accompanying drawings are illustrative and not intended to limit the scope of the claims. The scope of protection of this invention is defined by the claims and their equivalents.

[0076] This specification contains multiple inventive concepts, and the applicant reserves the right to file divisional applications based on each inventive concept. The specification contains multiple inventive concepts, and terms such as "preferredly," "according to a preferred embodiment," or "optionally" indicate that the corresponding paragraph discloses an independent concept. The applicant reserves the right to file divisional applications based on each inventive concept.

Claims

1. A construction method for deformation control based on close-range underpass of existing railway lines, characterized in that, The method includes at least: Several working holes are set below the existing line (1), and the existing line (1) is actively supported; Before constructing the tunnel, a reinforcement layer (5) is installed between the top of the tunnel to be constructed and the existing railway line (1) by removing the original soil; wherein, The reinforcement layer (5) includes a load-bearing layer (3). The load-bearing layer (3) is composed of several hollow pieces (7) spliced ​​together. The load-bearing layer (3) bears the load of the existing line (1) in a large-area contact manner under the support of the load-bearing column.

2. The deformation control construction method based on close-range underpass of existing railway lines according to claim 1, characterized in that, The method further includes: Before constructing the tunnel, the original soil layer between the top of the tunnel to be built and the existing line (1) was removed in the construction area of ​​the working tunnel. Furthermore, a reinforcement layer (5) is installed between the top of the tunnel to be built and the existing line (1) in a symmetrical construction manner that does not affect the settlement of the existing line (1).

3. The deformation control construction method based on close-range underpass of existing railway lines according to claim 2, characterized in that, In the case where the existing line (1) is supported and no settlement occurs, the method of setting up the reinforcement layer (5) includes setting up a first concrete layer (2) at the horizontal position where the top of the tunnel to be built is located. The load-bearing layer (3) is provided on the first concrete layer (2), wherein, The load-bearing layer (3) includes several load-bearing columns and hollow pieces (7). Each load-bearing column includes three hollow pieces (7) of the same size that are distributed at a 120-degree angle to each other. The spacing of the load-bearing columns is set in such a way that several hollow pieces (7) are spliced ​​together to form a regular hexagon; The height of the load-bearing column is set in such a way that the plane on which the hollow piece (7) is located contacts the existing line (1).

4. The deformation control construction method based on close-range underpass of existing railway lines according to claim 3, characterized in that, The method further includes: The load-bearing columns include a first load-bearing column (31) and a second load-bearing column (41). When assembling a regular hexagon, the first load-bearing column (31) is placed in the middle of the regular hexagon.

5. The deformation control construction method based on close-range underpass of existing railway lines according to claim 1, characterized in that, The hollow piece (7) is disposed at the top, bottom and / or between the top and bottom of the load-bearing column; wherein, A support portion (33) is provided between the hollow piece (7) and the load-bearing column to support the hollow piece (7).

6. The deformation control construction method based on close-range underpass of existing railway lines according to claim 1, characterized in that, The hollow sheet (7) includes flow channels (9) constructed from several hollow structures (8) at intervals within its sheet body (72). These flow channels (9) can be assembled into regular hollow geometric support pillars. When the sheet (72) is filled, the slurry in the channel (9) solidifies into a hollow geometric support structure that can be supported longitudinally.

7. The deformation control construction method based on close-range underpass of existing railway lines according to claim 6, characterized in that, A number of hollow structures (8) are provided on at least one side of the interior of the sheet (72) at intervals from each other. The hollow structure (8) and the sheet (72) are separated by a non-contact interval to form a grouting cavity (73), which is in open communication with the flow channel (9). When the side of the sheet (72) with a plurality of hollow structures (8) is adjacent to the support (33), the grout injected into the grouting cavity (73) fills the flow channel (9) based on gravity.

8. The deformation control construction method based on close-range underpass of existing railway lines according to claim 7, characterized in that, At least one overflow hole (76) is provided on the side wall where the grouting cavity (73) of the sheet body (72) is located. In the case of grouting the hollow sheet (7), the grout overflowing from the grout hole (76) connects the hollow sheet (7) to the existing line (1).

9. A support structure, characterized in that, The supporting structure includes a load-bearing layer (3). The load-bearing layer (3) includes several load-bearing columns and hollow pieces (7). Each load-bearing column includes three hollow pieces (7) of the same size that are distributed at a 120-degree angle to each other. The spacing of the load-bearing columns is set in such a way that several hollow pieces (7) are spliced ​​together to form a regular hexagon; The height of the load-bearing column is set in such a way that the plane on which the hollow piece (7) is located contacts the existing line (1).

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