Track reaction support structure at shield tunnel node and construction method

Abstract

The present invention discloses a track reaction support structure at a node of a shield tunnel and a construction method, which belongs to the technical field of subway shield tunnel construction structures. The purpose is to solve the problem in the prior art that there is a lack of support technology that can reduce the mechanical reduction effect of the broken zone on the shield segments so that the shield tunnel support can operate stably and safely. The specific structure includes: a box culvert assembly, an arc-shaped reaction support structure, an elastic buffer mechanism connection and a tangential support structure. The box culvert assembly in the present invention uses the box culvert body and the transverse box culvert support as stable support components for the track plate and the track, and adopts the longitudinal box culvert support to provide longitudinal support. The box culvert assembly is fixedly connected to the bottom side. For the dispersion of the load force generated in the broken zone, the positioning base and the arc-shaped prefabricated foundation are used to transmit the force to the support diagonal rod through the reaction support jack to achieve force dispersion, so as to ensure the relative stability of the track plate and the track and avoid the influence of the fluctuating load in the broken zone area.

Description

Technical Field

[0001] The present invention relates to the technical field of subway shield tunnel construction structures, and in particular to a track reaction force support structure at a shield tunnel node and a construction method. Background Art

[0002] Shield tunnel construction is currently the most preferred method for subway construction. Its technical advantages include minimal impact on the surrounding environment, and the ability to complete all related construction work underground. It employs a closed excavation mode to avoid interference and impact on the surface. Mechanical operations enable simultaneous advancement of excavation and lining, effectively controlling surface subsidence. The labor intensity of the manual labor involved is low, and its most notable advantage is its suitability for a variety of strata, particularly long-distance tunneling projects, with high reliability and safety.

[0003] During underground subway tunnel construction, shield construction may pass through a fractured zone (also known as a fault fractured zone). For shield tunnel construction completed using the subway tunnel shield construction method, the passage of the shield tunnel through the fractured zone is an unavoidable situation during construction. How to reduce the impact of geological vibration fluctuations caused by fractures and fragmentation in the fractured zone on the shield has become a research topic for shield tunnel protection. This is especially true for shield tunnels passing through the interface between strata and rock formations. Reducing the combined impact has become the primary control measure, such as research on improving the structure and performance of the shield segments themselves, or improving the construction methods and structural research of shield tunnels.

[0004] Regarding research on shield segment performance, based on current reports and data, the impact of the geological structure in the fracture zone is directly reflected in the upward movement of the shield segments due to the stress of the surrounding rock. Observational data shows that the maximum upward movement of the shield segments reaches 114mm. To overcome this defect, the main method of existing technology is to increase the actual lining thickness of the shield segments to achieve the effect of resisting the vibration caused by geological fluctuations. This requires the use of a flexible structure for the shield segment connection. However, the limitation of this flexible structure is that although it allows for stretching and compression within a certain range, the shield tunnel support (such as the supporting box culvert) is still connected as a whole. When the fluctuation is large, the displacement of the shield tunnel support will affect the track spacing.

[0005] Research on improving shield tunnel construction methods and structural directions requires consideration of the impact of fracture zones on the mechanical properties of shield segments. Specifically, the impact of fracture zones on the mechanical properties of shield segments is mainly manifested in the following ways: imbalanced stress distribution (self-weight stress or tectonic stress), poor self-stability of the surrounding rock within the fracture zone, sudden changes in stratum stiffness leading to circumferential stress concentration in the segments, and additional radial loads borne by the fractured water pressure within the fault fracture zone, superimposed on surrounding rock deformation, leading to localized bending moment exceeding the limit, which may further lead to failures and diseases:

[0006] The direct manifestation of failures and defects is the degradation of bearing capacity. For example, the ultimate bearing capacity of the segment nodes in the fracture zone decreases. In addition, lining concrete cracking is also the most common disease in subway tunnels. These are all caused by the impact of the fracture zone on the mechanical properties of the shield segments.

[0007] Based on the above, it is obvious that how to improve the deformation of shield segment joints, disperse stress, and improve the shape of shield cross section can reduce the impact of the crushing zone on the mechanical properties of the shield tunnel, stabilize the shield tunnel support, and ensure the safety of the shield tunnel;

[0008] In the existing technology, the Chinese invention patent application, publication number CN118461372A, patent name "Shield Tunnel Track Support Device and System", its technical solution provides a temporary operation implementation plan, aiming to achieve the increase in the height of the transport track in the shield tunnel, so that the transport track can be widened from one row to two rows, thereby improving the transportation efficiency and thus improving the excavation efficiency of the shield tunnel; although the configuration of this technical solution is lightweight, it is still a temporary operation measure and cannot guarantee long-term and stable safety performance. Relying solely on a lightweight configuration (i.e., improving self-weight stress) is obviously unable to cope with the impact of the broken zone. Summary of the Invention

[0009] The present invention aims to solve the problem in the prior art of the lack of support technology that can reduce the impact of the crushing zone on the mechanical reduction of the shield segments so that the shield tunnel support can operate stably and safely, and provides a track reaction support structure and construction method at the shield tunnel node.

[0010] In order to solve the above technical problems, the technical solutions of the present invention are as follows:

[0011] First, this technical solution proposes: a track reaction support structure at a shield tunnel node and a construction method, including:

[0012] A box culvert assembly is arranged in a shield tunnel segment, wherein the box culvert assembly has a horizontally arranged box culvert body;

[0013] Both sides of the box culvert body are connected with transverse box culvert support members;

[0014] A longitudinal box culvert support member for supporting the box culvert body is connected below the box culvert body;

[0015] an arc-shaped reaction force support structure, which is constructed on the bottom side of the shield tunnel segment and is used to support the longitudinal box culvert support member;

[0016] The transverse box culvert support is connected to an elastic buffer mechanism, and the elastic buffer mechanism can be connected to the inner contour edge of the lining of the shield tunnel segment; and

[0017] a tangential support structure, arranged on the under-track air duct side of the shield tunnel segment, with one end of the tangential support structure being used to support the elastic buffer mechanism and the transverse box culvert support member, and the other end of the tangential support structure being used to connect to the supporting end of the arc-shaped reaction force support structure;

[0018] A track plate is laid above the transverse box culvert support member, and a track is arranged on the track plate.

[0019] Specifically, the longitudinal box culvert supports are arranged in rows on both sides below the box culvert body;

[0020] A preset spacing is maintained between the plurality of groups of longitudinal box culvert supports in the same row;

[0021] The longitudinal box culvert support and the box culvert body form the bottom layer space of the shield tunnel;

[0022] The longitudinal box culvert support members, the transverse box culvert support members and the under-track air duct side of the adjacent shield tunnel segments form an arc-shaped space at the bottom layer of the shield tunnel.

[0023] Specifically, the arc-shaped reaction force support structure includes:

[0024] A positioning base, which is fixedly connected to the center of the bottom of the shield tunnel segment, and a first reaction force support surface is constructed on both sides of the positioning base;

[0025] Arc-shaped prefabricated foundations, with a group of arc-shaped prefabricated foundations arranged on both sides of the positioning base;

[0026] A reaction force support distance is formed between the arc-shaped prefabricated foundation and the positioning base;

[0027] The side of the arc-shaped prefabricated foundation facing the first reaction force support surface forms a second reaction force support surface;

[0028] A reaction force supporting jack is installed between the first reaction force supporting surface and the second reaction force supporting surface.

[0029] Specifically, the tangential support structure is arranged in the corresponding arc-shaped space at the bottom layer of the shield tunnel;

[0030] The tangential support structure comprises:

[0031] A bottom support foundation, one side of which is connected to the arc-shaped prefabricated foundation and the other side of which forms a first inclined surface;

[0032] The bottom support foundation is prefabricated and arranged with bottom support columns, and the bottom support columns extend in the direction of the first inclined surface;

[0033] A track layer support foundation is arranged below the transverse box culvert support member and is prefabricated and connected to the under-track air duct side;

[0034] The track layer support base is formed with a second inclined surface in a direction toward the bottom layer support base;

[0035] The bottom support base is prefabricated and connected with a track layer support column, and the track layer support column extends in the direction of the second inclined surface;

[0036] A supporting diagonal rod is welded between the track layer supporting column and the bottom layer supporting column.

[0037] Specifically, a first reinforced cushion layer is provided on the first surface of the bottom support foundation, and the second end of the longitudinal box culvert support member is connected to the first reinforced cushion layer;

[0038] A second reinforcement cushion is provided on the first surface of the track layer support foundation, and the second reinforcement cushion partially supports the buffer end portion of the transverse box culvert support member close to the inner contour edge of the lining of the shield tunnel segment.

[0039] Specifically, a buffer arrangement space is formed between the buffer end portion and the inner contour edge of the lining of the adjacent shield tunnel segment;

[0040] The elastic buffer mechanism comprises:

[0041] a supporting steel plate, arranged in the buffer arrangement space and located on the second reinforcing cushion layer;

[0042] a filler, one side of which abuts against the air duct side under the rail and is arranged on the support steel plate;

[0043] The filling piece and the buffer end portion form a support platform, the support platform has a connecting groove and a support platform groove, and the width of the connecting groove is smaller than the width of the support platform groove;

[0044] A first elastic buffer member having an interference fit is provided in the communicating groove;

[0045] A cushion cover plate is laid on the pedestal groove, wherein the width of the cushion cover plate is smaller than the width of the pedestal groove and larger than the width of the connecting groove;

[0046] A second elastic buffer is laid on the cap groove to cover the cushion cover plate;

[0047] The support steel plate has a reserved gap in the communicating groove.

[0048] Specifically, both ends of the box culvert body are respectively formed with a first step structure, and the end of the transverse box culvert support member adjacent to the first step structure is formed with a second step structure, and the first step structure and the second step structure are clamped to form a longitudinal clamping area;

[0049] The first end of the longitudinal box culvert support member forms a third step structure, and the third step structure can be snapped into the longitudinal snap-in area and partially supports the first step structure and the second step structure.

[0050] Specifically, the step surfaces where the first step structure, the second step structure, and the third step structure contact each other have prefabricated ribs.

[0051] Specifically, it also includes:

[0052] channel platform;

[0053] The channel platform is supported by a support column constructed above the buffer end;

[0054] The channel platform is connected to the edge of the track plate through a step;

[0055] The side support portion is connected to the support point of the inner contour of the lining and is used to support the bottom of the channel platform.

[0056] A method for constructing a track reaction force support structure at a shield tunnel node, using the track reaction force support structure at a shield tunnel node, includes the following construction steps:

[0057] Step 1: First, construct the arc-shaped reaction force support structure on the bottom side, preferentially configure the positioning base and the reaction force support jack, and prefabricate the arc-shaped prefabricated foundation to complete the configuration of the foundation support and reaction force support;

[0058] Afterwards, the bottom support foundation is constructed and the bottom support columns are prefabricated, and the reinforcement cage structure of the longitudinal box culvert support member is completed. The portion where the lower half of the longitudinal box culvert support member is connected to the bottom support foundation is prefabricated and cast;

[0059] Step 2: Prefabricate the track layer support foundation, the track layer support column, and weld the support diagonal rods at the inner contour edge of the lining to complete the construction configuration of the tangential support structure, and prefabricate the elastic buffer mechanism at the position of the second reinforced cushion layer;

[0060] Step 3: construct the casting reinforcement cage of the box culvert body and the transverse box culvert support members, and prefabricate the corresponding prefabricated reinforcement bars at the longitudinal clamping area;

[0061] At this time, the prefabricated reinforcement cage at the buffer end needs to be isolated separately, and the casting and forming of the box culvert body, the transverse box culvert support members, and the longitudinal box culvert support members except the buffer end are completed;

[0062] Step 4: Use the second reinforced cushion layer as the prefabricated connection position of the buffer end reinforcement cage, and cast the buffer end separately;

[0063] Finally, according to the construction requirements, the construction of the track plate and the track is completed.

[0064] The present invention has the following beneficial effects:

[0065] First, the box culvert assembly in this technical solution uses the box culvert body and the transverse box culvert support as a stabilizing component of the track plate and the track, and the longitudinal box culvert support provides longitudinal support, that is, the box culvert assembly is connected to the bottom side. For the dispersion of load force, the positioning base and the arc-shaped prefabricated foundation are used to transmit the load force to the supporting diagonal rod through the reaction support jack. Under the action of the first elastic buffer and the second elastic buffer, the load fluctuation force is balanced, and the filling member produces a relative lateral displacement to ensure the relative stability of the track plate and the track, and avoid the influence of the fluctuating load in the broken zone area.

[0066] Again, the box culvert body, transverse box culvert supports, and longitudinal box culvert supports of this technical solution change the force on the bottom side, and through force conduction, the deformation position is concentrated in the edge area of ​​the shield tunnel, making the box culvert assembly more stable, thereby ensuring the stability of fluctuating loads generated in the crushing zone. BRIEF DESCRIPTION OF THE DRAWINGS

[0067] The present invention will be further described in detail below with reference to the accompanying drawings and specific embodiments.

[0068] Figure 1 It is a structural schematic diagram of the shield tunnel cross section of the present invention;

[0069] Figure 2 is a schematic diagram of the arc-shaped reaction force support structure of the present invention;

[0070] Figure 3 yes Figure 1 A partial enlarged view of position A;

[0071] Figure 4 yes Figure 1 A partial enlarged view of position B;

[0072] Figure 5 yes Figure 1 A partial enlarged view of the C position;

[0073] Figure 6 Schematic diagram of the arrangement of longitudinal box culvert supports of the present invention.

[0074] The reference numerals in the figures indicate:

[0075] 100. Box culvert assembly; 200. Arc-shaped reaction force support structure; 300. Elastic buffer mechanism; 400. Tangential support structure;

[0076] 101. Box culvert body; 102. Horizontal box culvert support; 103. Vertical box culvert support;

[0077] 6. Bottom side; 7. Lining inner contour edge; 8. Underrail air duct side;

[0078] 1. Shield tunnel segments; 2. Track slabs; 3. Tracks; 4. Bottom space of shield tunnel; 5. Curved space at the bottom of shield tunnel;

[0079] 201. Positioning foundation seat; 202. Arc-shaped prefabricated foundation;

[0080] 210, first reaction force support surface; 220, second reaction force support surface; 230, reaction force support jack;

[0081] 401. Bottom layer support foundation; 402. Track layer support foundation;

[0082] 41. Bottom layer support column; 42. Track layer support column; 43. Support diagonal rod;

[0083] 411, first reinforced cushion layer; 412, second reinforced cushion layer;

[0084] 104. Buffer end; 105. Buffer arrangement space;

[0085] 301, support steel plate; 302, filling piece; 303, cap; 304, connecting groove; 305, cap groove; 306, cushion cover plate;

[0086] 310, first elastic buffer; 320, second elastic buffer;

[0087] 11. First step structure; 12. Second step structure; 13. Third step structure;

[0088] 111. Longitudinal clamping area; 112. Prefabricated reinforcement;

[0089] 500, channel platform; 501, support column; 502, side support part; 503, support point. DETAILED DESCRIPTION

[0090] The following will clearly and completely describe the technical solutions in the embodiments of the present invention in conjunction with the drawings in the embodiments of the present invention. Obviously, the described embodiments are only part of the embodiments of the present invention, not all of the embodiments. Based on the embodiments of the present invention, all other embodiments obtained by ordinary technicians in this field without creative work are within the scope of protection of the present invention; it should be noted that in this application, for the convenience of description, the "left side" in the current view is referred to as the "first end", the "right side" is referred to as the "second end", the "upper side" is referred to as the "first end", and the "lower side" is referred to as the "second end". The purpose of such description is to clearly express the technical solution, and it should not be understood as an improper limitation on the technical solution of this application.

[0091] The present invention aims to solve the problem that the existing technology lacks a support technology that can reduce the mechanical impact of the crushing zone on the shield segment nodes, so that the shield tunnel support can operate stably and safely. It provides a track reaction force support structure at the shield tunnel node and a construction method.

[0092] First of all, the application scenario of this technical solution is based on the shield tunnel being located in a fractured zone, and is specially designed for the node positions of the shield segments. In engineering practice, the environmental effects in different areas are not the same, and the loads on different parts of the shield segments are even more different. That is, this solution only proposes improvement measures for the shield tunnel support system and the inner lining masonry of the shield segments.

[0093] For the overall technical solution, please refer to the attached Figure 1 As shown in , the track reaction support structure at the shield tunnel node includes: a box culvert assembly 100, the box culvert assembly 100 is arranged in the shield tunnel segment 1, the box culvert assembly 100 has a horizontally arranged box culvert body 101, and the two sides of the box culvert body 101 are connected with horizontal box culvert supports 102, and the bottom of the box culvert body 101 is connected with a longitudinal box culvert support 103 for supporting the box culvert body 101. The box culvert assembly 100 is the main foundation load-bearing support, which is the same as the arrangement method of the prior art. In this technical solution, this is the node position of the shield segment. The above-mentioned construction method of the box culvert assembly 100 can be associated with the box culvert construction of the prior art to ensure the continuity of the connection as the supporting foundation structure part, and no special construction connection method is required. The further difference is that this solution includes the attached Figure 1 The arc-shaped reaction support structure 200 shown is constructed on the bottom side 6 of the shield tunnel segment 1 and is used to support the longitudinal box culvert support member 103. That is, the arc-shaped reaction support structure 200 serves as part of the support foundation of the longitudinal box culvert support member 103. While providing a support foundation for the longitudinal box culvert support member 103, the arc-shaped reaction support structure 200 is also used to provide reaction support in the arc direction of the bottom side 6.

[0094] In a further configuration, the transverse box culvert support 102 is connected to an elastic buffer mechanism 300 , and the elastic buffer mechanism 300 can be connected to the inner contour edge 7 of the lining of the shield tunnel segment 1 ;

[0095] The tangential support structure 400 is arranged on the air duct side 8 under the track of the shield tunnel segment 1, and one end of the tangential support structure 400 is used to support the elastic buffer mechanism 300 and the transverse box culvert support member 102, and the other end of the tangential support structure 400 is used to connect to the supporting end of the arc-shaped reaction force support structure 200. A track plate 2 is laid above the transverse box culvert support member 102, and a track 3 is provided on the track plate 2. The above method completes the construction of the combined reaction force support at the node of the shield tunnel;

[0096] The elastic buffer mechanism 300 is used to balance the sudden tangential and transverse stresses transmitted from the shield segment nodes. The force is transmitted through the tangential support structure 400 and the arc-shaped reaction force support structure 200 to transmit the stress. The tangential support structure 400 is prefabricated in two groups and arranged obliquely on the air duct side 8 under the track of the shield tunnel segment 1.

[0097] When the shield tunnel node is located in the stratum fracture zone or in the vicinity of the stratum fracture zone, when the fluctuating force generated by the stratum fracture zone occurs, the shield tunnel's self-weight stress and structural stress will be affected by the track plate 2 and will be reflected in the form of load stress. At this time, the load force on the vertical bottom side 6 is balanced by the arc-shaped reaction support structure 200, and the load force is balanced by the support inside the shield tunnel segment 1. It is necessary to ensure the safety and stability of the bottom side 6, the inner contour edge of the lining 7, and the air duct side 8 under the track. The fluctuating force is converted into a load force and transmitted from the arc-shaped reaction force support structure 200 to the tangential support structure 400. This is different from the existing technology. In the existing technology, the construction of the box culvert almost covers the bottom side 6, the inner contour edge of the lining 7, and the under-track air duct side 8. The actual force dispersion effect is poor, and the structural stress is further affected by its own weight. In this solution, the influence of the low arch side on the nodes of the shield tunnel segment is first addressed (the influence of the high arch side is actually very low), so as to reduce the force influence from the inside of the shield tunnel segment 1.

[0098] Since the shield tunnel segment 1 is an annular structure, this technical solution distributes the force transmitted from the arc-shaped reaction force support structure 200 to the tangential support structure 400, thereby improving the force on the actual low-arch side (bottom side 6 and under-track air duct side 8). This avoids the influence of complex forces generated by fluctuations on the low-arch side, and instead achieves relative dispersion through the annular structure of the entire shield tunnel segment 1, thereby reducing the impact.

[0099] In order to further reduce the impact of the generated load force, the elastic buffer mechanism 300 provides a certain stress release function. The principle is equivalent to the expansion joint designed in road and bridge construction. The difference is that in this solution, the elastic buffer mechanism 300 is connected to the transverse box culvert support member 102, and can form a channel transmission between the tangential support structure 400 and the said arc-shaped reaction support structure 200, thereby gradually reducing the impact of fluctuations. That is, the box culvert body 101 is always in a stable state, thereby ensuring the relative stability of the track plate 2 and the track 3.

[0100] In summary, this technical solution actually allows the shield tunnel segment 1 to be subjected to unstable fluctuating impact loads in the crushing zone, and utilizes the advantages of the shield tunnel segment 1 having an annular structure and a circular radial surface, and cooperates with the tangential support structure 400 and the arc-shaped reaction support structure 200 to stabilize the box culvert body 101.

[0101] In a specific embodiment, see Figure 1 、 6 As shown, the longitudinal box culvert supports 103 are arranged in rows on both sides below the box culvert body 101. A preset spacing is maintained between multiple groups of longitudinal box culvert supports 103 in the same row. The longitudinal box culvert supports 103 and the box culvert body 101 form a shield tunnel bottom space 4. The longitudinal box culvert supports 103, the transverse box culvert supports 102 and the under-track air duct side 8 of the adjacent shield tunnel segment 1 form a shield tunnel bottom arc space 5. Similar to the prior art, the longitudinal box culvert supports 103 and the box culvert body 101 form the shield tunnel bottom space 4. Obviously, due to the use of the arc-shaped reaction force support structure 200, the vertical load on the bottom side 6 is lower, reducing the influence of the vertical load from the inside of the shield tunnel segment 1. Compared with the prior art, the shield tunnel bottom space 4 is also larger, which is convenient for repair, maintenance and operation.

[0102] The longitudinal box culvert supports 103 and the transverse box culvert supports 102 form an arc-shaped space 5 at the bottom of the shield tunnel on the down-track air duct side 8 of the adjacent shield tunnel segment 1, which serves as an infrastructure and pipeline corridor configuration. The infrastructure pipeline corridor configuration arranged here no longer relies on the pre-buried or prefabricated foundation of the shield tunnel segment 1, which is equivalent to releasing part of the stress dispersion pressure.

[0103] In a specific embodiment, see Figure 2 As shown: the arc-shaped reaction force support structure 200 includes: a positioning base 201, which is fixedly connected to the center of the bottom of the shield tunnel segment 1, and the two sides of the positioning base 201 are constructed with a first reaction force support surface 210;

[0104] A group of arc-shaped prefabricated foundations 202 are arranged on both sides of the positioning base 201, and a reaction support distance is formed between the arc-shaped prefabricated foundation 202 and the positioning base 201. The side of the arc-shaped prefabricated foundation 202 facing the first reaction support surface 210 forms a second reaction support surface 220, and a reaction support jack 230 is installed between the first reaction support surface 210 and the second reaction support surface 220.

[0105] The reaction support provided provides reaction force along the arc of the bottom side 6 on both sides of the positioning base 201. The reaction force provided is only used to ensure the support of the shield tunnel. The generated reaction force is transmitted through the arc prefabricated foundation 202. The reaction support is derived from the relationship between the action force and the reaction force. When the external wave force acts on the structure, the reaction support will generate a reaction force equal to it in magnitude and opposite in direction. The main purpose is to avoid the generation of a large vertical load force in the vertical direction of the cross section of the shield tunnel segment 1.

[0106] In a specific embodiment, please refer to the attached Figure 2 and attached Figure 1 As shown, the tangential support structure 400 is arranged in the corresponding arc-shaped space 5 at the bottom of the shield tunnel, and the tangential support structure 400 includes:

[0107] The bottom support foundation 401 is connected to the arc-shaped prefabricated foundation 202 on one side, and forms a first inclined surface on the other side. The bottom support foundation 401 is prefabricated with a bottom support column 41, which extends in the direction of the first inclined surface. The track layer support foundation 402 is arranged below the transverse box culvert support 102 and is prefabricated and connected to the air duct side 8 under the track. The track layer support foundation 402 forms a second inclined surface toward the bottom support foundation 401. The bottom support foundation 401 is prefabricated with a track layer support column 42, which extends in the direction of the second inclined surface. A supporting diagonal rod 43 is welded between the track layer support column 42 and the bottom support column 41.

[0108] The supporting position of the tangential support structure 400 is concentrated on the track layer support foundation 402. The supporting force is stabilized by the supporting diagonal rod 43, and the force can also be transmitted through the supporting diagonal rod 43. The bottom support foundation 401 and the bottom support column 41 are constructed in a masonry manner, which occupies less space. Mainly for the application of this solution at the node position, the supporting diagonal rod 43 and the bottom support column 41 and the track layer support column 42 are welded, and the supporting diagonal rod 43 can be replaced by a supporting beam column.

[0109] See also Figure 3As shown, the first surface of the bottom support foundation 401 is provided with a first reinforced cushion layer 411, and the second end of the longitudinal box culvert support 103 is connected to the first reinforced cushion layer 411; the first surface of the track layer support foundation 402 is provided with a second reinforced cushion layer 412, and the second reinforced cushion layer 412 partially supports the buffer end 104 of the transverse box culvert support 102 close to the inner contour edge of the lining of the shield tunnel segment 1, and a buffer arrangement space 105 is formed between the buffer end 104 and the inner contour edge of the lining of the adjacent shield tunnel segment 1; in order to ensure the stability of the box culvert main body 101 and avoid the impact of fluctuations in the crushing zone, the present technical solution uses the design of the buffer arrangement space 105 to gradually buffer and eliminate the impact, and a buffer arrangement space 105 is formed between the buffer end 104 and the inner contour edge of the lining of the adjacent shield tunnel segment 1.

[0110] As attached Figure 3 As shown in , the elastic buffer mechanism 300 includes: a support steel plate 301;

[0111] The support steel plate 301 is arranged in the buffer arrangement space 105 and is located on the second reinforcement pad 412. The purpose of the support steel plate 301 is to provide a compression and tension release space for the first elastic buffer 310 and provide a basis for sliding.

[0112] One side of the filler 302 abuts against the air duct side 8 under the rail and is arranged on the supporting steel plate 301. The filler 302 and the buffer end 104 form a base 303. The base 303 has a connecting groove 304 and a base groove 305. The width of the connecting groove 304 is smaller than the width of the base groove 305.

[0113] A first elastic buffer 310 with an interference fit is provided in the connecting groove 304. When vibration fluctuations cause stress load changes, the filler 302 acts as a moving component in the compression space, causing the first elastic buffer 310 to compress or recover, which is equivalent to the configuration of a bridge road expansion joint. Because the load force is dispersed by the tangential support structure 400, the compression of the first elastic buffer 310 is small. The buffer end 104 is part of the transverse box culvert support 102, and the transverse box culvert support 102 and the box culvert body 101 are completely rigidly connected. The fluctuation vibration is first transmitted by the shield tunnel segment 1 and then dispersed, which can be balanced by the elastic buffer mechanism 300.

[0114] In a preferred embodiment, a cushion cover plate 306 is laid on the cap groove 305. The width of the cushion cover plate 306 is smaller than the width of the cap groove 305 and larger than the width of the connecting groove 304. A second elastic buffer 320 is laid on the cap groove 305 to cover the cushion cover plate 306. The second elastic buffer 320 uses the cushion cover plate 306 as a basis for relative sliding, that is, it buffers the impact during the compression and recovery process of the first elastic buffer 310 and the second elastic buffer 320, thereby ensuring the stability of the box culvert body 101 and the reserved gap of the supporting steel plate 301 in the connecting groove 304.

[0115] The specific principle is the principle of seamless expansion joints in roads and bridges. Examples of equivalent effects of various components are as follows:

[0116] If the steel cover plate is equivalent to the cushion cover plate 306, the first elastic buffer member 310 and the second elastic buffer member 320 are combined with the cushion cover plate 306 to form a composite pavement, and a waterproof material layer is also provided;

[0117] The first elastic buffer 310 and the second elastic buffer 320 are made of seamless expansion joint composite elastic material. The elastic composite absorbs structural deformation. The material composition can be selected from "polymer modified asphalt base material", "TST elastic-plastic body", "tough elastomer" (compounded by flexible resin binder and rubber particles, cast in layers), or "polyurethane elastomer" with high-strength elastic recovery ability, to achieve seamless connection and directly pave to form a continuous structural surface without complex steel components. The application of existing technology shows that the most preferred seamless structure of tough elastomer can reach a width of 94 cm.

[0118] In a specific embodiment, see Figure 5 As shown, the various components of the box culvert assembly 100 are prefabricated in a splicing manner and are cast at the connection points. Specifically, the two ends of the box culvert body 101 are respectively formed with a first step structure 11, and the end of the transverse box culvert support member 102 adjacent to the first step structure 11 is formed with a second step structure 12. The first step structure 11 and the second step structure 12 are clamped together to form a longitudinal clamping area 111; the first end of the longitudinal box culvert support member 103 forms a third step structure 13, which can be clamped into the longitudinal clamping area 111 and partially support the first step structure 11. 1 and the second step structure 12; after the actual pouring, the first step structure 11, the second step structure 12, and the third step structure 13 actually have structural gaps. These gaps avoid local concentrated force on the box culvert body 101, the horizontal box culvert support 102, and the longitudinal box culvert support 103 when receiving sudden fluctuating loads. Separate prefabricated reinforcement bars 112 are used on these step structure surfaces to ensure stability between each other. Specifically, the step surfaces where the first step structure 11, the second step structure 12, and the third step structure 13 contact each other have prefabricated reinforcement bars 112.

[0119] In a specific embodiment, see Figure 4 As shown, it also includes: a channel platform 500;

[0120] The channel platform 500 is configured as a safety auxiliary facility. The channel platform 500 is supported by a support column 501 constructed above the buffer end 104, which is equivalent to being a whole with the horizontal box culvert support 102 and the box culvert main body 101 to ensure stability. In further design, the side support part 502 is utilized, and the side support part 502 is connected to the support point 503 of the inner contour edge 7 of the lining, and is used to support the bottom of the channel platform 500.

[0121] A method for constructing a track reaction force support structure at a shield tunnel node, using the track reaction force support structure at a shield tunnel node, includes the following construction steps:

[0122] Step 1: First, construct the arc-shaped reaction force support structure 200 on the bottom side 6, preferentially configure the positioning base 201 and the reaction force support jack 230, and prefabricate the arc-shaped prefabricated foundation 202 to complete the configuration of the foundation support and reaction force support;

[0123] Afterwards, the bottom support foundation 401 and the bottom support column 41 are prefabricated and configured, and the reinforcement cage structure of the longitudinal box culvert support member 103 is completed. The portion where the lower half of the longitudinal box culvert support member 103 is connected to the bottom support foundation 401 is prefabricated and cast.

[0124] Step 2: Prefabricate the track layer support foundation 402, track layer support column 42, and weld the support diagonal rod 43 at the inner contour edge 7 of the lining to complete the construction configuration of the tangential support structure 400, and prefabricate the elastic buffer mechanism 300 at the position of the second reinforcement pad 412;

[0125] Step 3: Build the cast reinforcement cage of the box culvert body 101 and the transverse box culvert support 102, and prefabricate the corresponding prefabricated reinforcement bars 112 at the longitudinal clamping area 111;

[0126] At this time, the prefabricated reinforcement cage of the buffer end portion 104 needs to be isolated separately, and the casting and forming of the box culvert body 101, the horizontal box culvert support member 102, and the longitudinal box culvert support member 103 except the buffer end portion 104 are completed;

[0127] Step 4: Use the second reinforced pad 412 as the prefabricated connection position for the reinforcement cage of the buffer end portion 104, and cast and shape the buffer end portion 104 separately;

[0128] Finally, according to the construction requirements, the construction of track plate 2 and track 3 is completed.

[0129] To sum up, first of all, the box culvert assembly 100 in the present technical solution uses the box culvert body 101 and the transverse box culvert support 102 as a stabilizing component of the track plate 2 and the track 3, and the longitudinal box culvert support 103 provides longitudinal support, that is, the box culvert assembly 100 is connected to the bottom side 6. For the dispersion of load force, the positioning base 201 and the arc-shaped prefabricated foundation 202 are used to transmit the load force to the supporting diagonal rod 43 through the reaction support jack 230. Under the action of the first elastic buffer 310 and the second elastic buffer 320, the load fluctuation force is balanced, and the filling member 302 produces a relative lateral displacement to ensure that the track plate 2 and the track 3 are relatively stable and avoid the influence of the fluctuating load in the broken zone area.

[0130] Again, the box culvert body 101, the transverse box culvert support 102, and the longitudinal box culvert support 103 of this technical solution change the force on the bottom side 6, and through force conduction, the deformation position is concentrated in the edge area of ​​the shield tunnel segment 1, making the box culvert assembly 100 more stable, thereby ensuring the stability of the fluctuating load generated in the crushing zone.

[0131] Obviously, the above embodiments are merely examples for clarity of explanation and are not intended to limit the implementation methods. Those skilled in the art will readily appreciate that other variations or modifications based on the above descriptions are possible. It is not necessary and impossible to enumerate all implementation methods here. Obvious variations or modifications arising therefrom remain within the scope of protection of the present invention.

Claims

1. A track reaction force support structure at a shield tunnel node, characterized in that: include: A box culvert assembly (100) is arranged in a shield tunnel segment (1), wherein the box culvert assembly (100) has a horizontally arranged box culvert body (101); Both sides of the box culvert body (101) are connected with transverse box culvert support members (102); A longitudinal box culvert support member (103) for supporting the box culvert body (101) is connected below the box culvert body (101); An arc-shaped reaction force support structure (200), which is constructed on the bottom side (6) of the shield tunnel segment (1) and is used to support the longitudinal box culvert support member (103); The transverse box culvert support member (102) is connected to an elastic buffer mechanism (300), and the elastic buffer mechanism (300) can be connected to the inner contour edge (7) of the lining of the shield tunnel segment (1); as well as A tangential support structure (400) is arranged on the down-track air duct side (8) of the shield tunnel segment (1), and one end of the tangential support structure (400) is used to support the elastic buffer mechanism (300) and the transverse box culvert support member (102), and the other end of the tangential support structure (400) is used to connect to the support end of the arc-shaped reaction force support structure (200); A track plate (2) is laid above the transverse box culvert support member (102), and a track (3) is provided on the track plate (2); The arc-shaped reaction force support structure (200) comprises: A positioning base (201) is fixedly connected to the center of the bottom of the shield tunnel segment (1), and first reaction force support surfaces (210) are constructed on both sides of the positioning base (201); A curved prefabricated foundation (202), with a group of the curved prefabricated foundations (202) being arranged on both sides of the positioning base (201); A reaction force support spacing is formed between the arc-shaped prefabricated foundation (202) and the positioning base seat (201); A second reaction force support surface (220) is formed on one side of the arc-shaped prefabricated foundation (202) facing the first reaction force support surface (210); A reaction force support jack (230) is installed between the first reaction force support surface (210) and the second reaction force support surface (220); The tangential support structure (400) is arranged in the corresponding arc-shaped space (5) at the bottom layer of the shield tunnel; The tangential support structure (400) comprises: A bottom support foundation (401), one side of which is connected to the arc-shaped prefabricated foundation (202) and the other side of which forms a first inclined surface; The bottom support foundation (401) is prefabricated with bottom support columns (41), and the bottom support columns (41) extend in the direction of the first inclined surface; A track layer support foundation (402) is arranged below the transverse box culvert support member (102) and is prefabricated and connected to the under-track air duct side (8); The track layer support foundation (402) is formed with a second inclined surface in a direction toward the bottom layer support foundation (401); A track layer support column (42) is prefabricated and connected to the bottom support foundation (401), and the track layer support column (42) extends in the direction of the second inclined surface; A supporting diagonal rod (43) is welded between the track layer supporting column (42) and the bottom layer supporting column (41).

2. The track reaction force support structure at the shield tunnel node according to claim 1, characterized in that: The longitudinal box culvert supports (103) are arranged in rows on both sides below the box culvert body (101); A preset spacing is maintained between the plurality of groups of longitudinal box culvert support members (103) in the same row; The longitudinal box culvert support (103) and the box culvert body (101) form a shield tunnel bottom space (4); The longitudinal box culvert support member (103), the transverse box culvert support member (102), and the under-track air duct side (8) of the adjacent shield tunnel segment (1) form an arc-shaped space (5) at the bottom layer of the shield tunnel.

3. The track reaction force support structure at the shield tunnel node according to claim 2, characterized in that: A first reinforced cushion layer (411) is provided on the first surface of the bottom support foundation (401), and the second end of the longitudinal box culvert support member (103) is connected to the first reinforced cushion layer (411); A second reinforced cushion layer (412) is provided on the first surface of the track layer support foundation (402), and the second reinforced cushion layer (412) partially supports the buffer end portion (104) of the transverse box culvert support member (102) close to the inner contour edge of the lining of the shield tunnel segment (1).

4. The track reaction force support structure at the shield tunnel node according to claim 3, characterized in that: A buffer arrangement space (105) is formed between the buffer end portion (104) and the inner contour edge of the lining of the adjacent shield tunnel segment (1); The elastic buffer mechanism (300) comprises: A support steel plate (301) arranged in the buffer arrangement space (105) and located on the second reinforcement cushion layer (412); A filling piece (302), one side of which abuts against the air duct side (8) under the rail and is arranged on the supporting steel plate (301); The filling piece (302) and the buffer end portion (104) form a support platform (303), the support platform (303) having a connecting groove (304) and a support platform groove (305), the width of the connecting groove (304) being smaller than the width of the support platform groove (305); A first elastic buffer member (310) having an interference fit is provided in the communicating groove (304); A cushion cover plate (306) is laid on the support platform groove (305), and the width of the cushion cover plate (306) is smaller than the width of the support platform groove (305) and larger than the width of the connecting groove (304); A second elastic buffer (320) is laid on the platform groove (305) to cover the cushion cover plate (306); The support steel plate (301) has a reserved gap in the connecting groove (304).

5. The track reaction force support structure at the shield tunnel node according to claim 4, characterized in that: Both ends of the box culvert body (101) are respectively formed with a first step structure (11), and an end of the transverse box culvert support member (102) adjacent to the first step structure (11) is formed with a second step structure (12), and the first step structure (11) and the second step structure (12) are clamped together to form a longitudinal clamping area (111); The first end of the longitudinal box culvert support member (103) forms a third step structure (13), and the third step structure (13) can be snapped into the longitudinal snap-in area (111) and partially supports the first step structure (11) and the second step structure (12).

6. The track reaction force support structure at a shield tunnel node according to claim 5, characterized in that: The step surfaces of the first step structure (11), the second step structure (12), and the third step structure (13) that contact each other have prefabricated ribs (112).

7. The track reaction force support structure at a shield tunnel node according to claim 6, characterized in that: Also included are: channel_platform(500); The channel platform (500) is supported by a support column (501) constructed above the buffer end (104); The channel platform (500) is connected to the edge of the track plate (2) via a step; An edge support portion (502) is connected to a support point (503) of the inner contour edge (7) of the lining and is used to support the bottom of the channel platform (500).

8. A method for constructing a track reaction support structure at a shield tunnel node, characterized in that: The application of the track reaction support structure at the node of the shield tunnel according to claim 7 includes the following construction steps: Step 1: First, construct the arc-shaped reaction force support structure (200) on the bottom side (6), preferentially configure the positioning base (201) and the reaction force support jack (230), and prefabricate the arc-shaped prefabricated foundation (202), completing the configuration of the foundation support and the reaction force support; Afterwards, the bottom support foundation (401) is constructed and the bottom support column (41) is prefabricated and configured, and at the same time, the reinforcement cage structure of the longitudinal box culvert support member (103) is completed, and the portion where the lower half of the longitudinal box culvert support member (103) is connected to the bottom support foundation (401) is prefabricated and cast; Step 2: prefabricate the track layer support foundation (402), the track layer support column (42), and weld the support diagonal rod (43) at the inner contour edge (7) of the lining to complete the construction configuration of the tangential support structure (400), and prefabricate the elastic buffer mechanism (300) at the position of the second reinforcement cushion layer (412); Step 3: constructing the cast reinforcement cage of the box culvert main body (101) and the transverse box culvert support member (102), and prefabricating the corresponding prefabricated reinforcement bars (112) at the longitudinal clamping area (111); At this time, the prefabricated reinforcement cage of the buffer end portion (104) needs to be isolated separately, and the casting and forming of the box culvert body (101), the transverse box culvert support member (102), and the longitudinal box culvert support member (103) except the buffer end portion (104) are completed; Step 4: Using the second reinforced cushion layer (412) as a prefabricated connection position for the reinforcement cage of the buffer end portion (104), the buffer end portion (104) is cast and formed separately; Finally, according to the construction requirements, the construction of the track plate (2) and the track (3) is completed.

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