A multi-objective cross-fault high-speed railway tunnel shock absorption structure system and construction method

Abstract

The present invention provides a multi-objective cross-fault high-speed railway tunnel shock-absorbing structural system and construction method, which belongs to the technical field of cross-fault high-speed railway tunnel shock-absorbing technology. It includes a fault fracture zone section, fracture zone influence zones are provided on both sides of the fault fracture zone section, a common section is provided on the side of the fracture zone influence zone away from the fault fracture zone section, a sliding fault plane is provided at the central axis position of the fault fracture zone section, and an over-excavation section and an articulated design are provided in the fault fracture zone section. The shock-absorbing structural system ensures the structural safety and function of the tunnel and the track under small fault displacement by over-excavation means and variable stiffness filling, and ensures the structural safety of the tunnel under large fault displacement by an annular flexible connection section. The support mechanism disperses the pressure on the top of the tunnel away from the tunnel, thereby increasing the stability of the device; the support mechanism makes the device more supportive, and it itself has a certain elastic deformation capacity, which makes the device more resistant to displacement and provides space for subsequent repairs.

Description

Technical Field

[0001] The present invention relates to the technical field of cross-fault high-speed railway tunnel shock absorption technology, and in particular to a multi-objective cross-fault high-speed railway tunnel shock absorption structural system and a construction method. Background Art

[0002] Tunnels are enclosed in the ground. During earthquakes, underground structures move with the surrounding rock. It was generally believed that earthquakes had minimal impact on underground structures (open-cut and underground tunnels, stations). It wasn't until the 1995 Great Hanshin Earthquake that the potential for earthquake damage in underground tunnels became recognized. Consequently, necessary measures must be taken during tunnel design and construction. To meet the aerodynamic requirements of high-speed traffic, high-speed rail tunnels have significantly higher technical standards for effective clearance area, cross-sectional form, and structural strength than conventional railway tunnels. To ensure high smoothness and stability, ballastless slab track structures with high overall stiffness are typically employed. However, under the action of fault slippage, the rock and soil in the upper and lower walls undergo complex three-dimensional deformations, experiencing tension (compression), shear, and bending. Tunnels crossing fault zones can experience severe deformation, cracking, and even failure. In addition to the potential for earthquake damage to the lining structure, high-speed rail tunnels are also susceptible to damage to the track structure, seriously impacting the efficiency of earthquake relief and post-earthquake restoration.

[0003] At present, the anti-seismic measures commonly used in tunnels include grouting to reinforce surrounding rocks, setting up shock-absorbing layers, cross-section excavation design, and structural articulation design. Grouting reinforcement may be limited by factors such as the original structure of the surrounding rock, cracks, and hydrogeological conditions. In addition, there may still be local weak areas in the surrounding rock after grouting, and the risk of geological disasters cannot be completely solved. The shock-absorbing effect of the shock-absorbing layer is affected by factors such as the material, thickness, and layout of the shock-absorbing layer. The excavation of the cross-section excavation design will increase the construction difficulty and engineering cost, and may lead to changes in the original geological conditions and increase the risk of geological disasters. Structural articulation design requires precise design and construction control, and may introduce maintenance and repair problems after structural deformation. Therefore, the present application provides a multi-objective cross-fault high-speed railway tunnel shock-absorbing structure system and construction method to meet the needs. Summary of the Invention

[0004] The technical problem to be solved by the present invention is to provide a multi-objective cross-fault high-speed railway tunnel shock-absorbing structural system and construction method. By setting a supporting mechanism, not only can the pressure on the top of the tunnel be dispersed away from the tunnel, thereby achieving the effect of increasing the stability of the device, but the supporting mechanism also makes the device more supportive, and the supporting mechanism itself also has a certain elastic deformation ability, further making the device's anti-dislocation ability better. Through the above settings, the problems of poor geological disaster resistance and difficult repair of existing devices can be solved.

[0005] In order to solve the above technical problems, the present invention provides the following technical solutions:

[0006] A multi-objective cross-fault high-speed railway tunnel shock-absorbing structure system, including a fault fracture zone section, fracture zone influence zones are provided on both sides of the fault fracture zone section, an ordinary section is provided on the side of the fracture zone influence zone away from the fault fracture zone section, a sliding fault surface is provided at the central axis position of the fault fracture zone section, an over-excavation section is provided in the fault fracture zone section, a filling layer frame is provided in the over-excavation section, an initial support is provided in the filling layer frame, a segment lining is provided in the initial support, an annular flexible connection section is provided in the fault fracture zone section and the fracture zone influence zone, water stop strips are provided on both sides of the annular flexible connection section, the stiffness of the filling layer frame is different in the direction of the over-excavation section, and the deformation joints of two adjacent groups of the segment linings are connected by the annular flexible connection section; a support mechanism, the support mechanism is used to strengthen the supporting force of the device and achieve further pressure resistance and shock absorption effect, and the support mechanism is connected to the filling layer frame.

[0007] Optionally, the filling layer frame is provided with a plurality of areas along the transverse direction of the over-excavation section, and the partition position is determined according to the specific stress distribution and force requirements of the tunnel structure. The stiffness of the filling layer frame in different areas is different, and rubber sprayed concrete is provided in the filling layer frame. In areas with concentrated stress and small deformation, a filling layer with a high elastic modulus is used; in areas with small stress but large deformation, a filling layer with a low elastic modulus is used, and the annular flexible connection sections are arranged at unequal intervals.

[0008] Optionally, the support mechanism includes a support plate installed on the filling layer rack, the bottom of the support plate is annularly and equidistantly fixedly connected to support columns, the two side ends of the support plate are provided with ends, and the top of the annular flexible connecting section is fixedly connected to a connecting piece with a shape matching the end.

[0009] Optionally, the support plate is in an arc shape with a convex middle, the edges of the ends are arc-shaped, the support plate and the support column are made of steel, and concrete is poured between the support plate and the support column.

[0010] Optionally, the connecting piece is a concave arc-shaped plate, a guide portion is provided at the end of the connecting piece, a first weakened portion is provided on the connecting piece close to the guide portion, and the connecting piece and the annular flexible connecting section are integrally formed.

[0011] Optionally, a reinforcement component is provided in the filling layer frame, and the reinforcement component includes a first support plate installed on the filling layer frame, and the first support plates are arranged in multiple groups equidistantly on the top of the filling layer frame, and the bottoms of the two most sides of the first support plates are fixedly connected to third support plates, and the bottoms of the third support plates are fixedly connected to elastic plates, and the bottom of the filling layer frame is provided with a second thickened portion adapted to the shape of the elastic plate, and the bottom of the segment lining is provided with a first thickened portion adapted to the shape of the elastic plate.

[0012] Optionally, a second support sheet is installed between two adjacent groups of the first support sheets, the second support sheet is in an arc-shaped ring shape, and second weakened portions are equidistantly provided in a ring shape on the second support sheet.

[0013] Optionally, a fourth support piece is fixedly connected to the third support piece, a fifth support piece is fixedly connected to the third support piece, a sixth support piece is provided between two adjacent groups of fourth support pieces, the cross-section of the sixth support piece is elliptical, the fourth support piece is in the shape of an arc that bulges away from the sixth support piece, and the fifth support piece is in the shape of an arc.

[0014] Optionally, third weakened portions are equidistantly provided on the elastic sheet, the cross-section of the elastic sheet is a curved corrugated shape, raised portions and recessed portions are equidistantly provided on the elastic sheet, and the raised portions of two groups of the elastic sheets are arranged opposite to each other.

[0015] Optionally, the construction method of the multi-objective cross-fault high-speed railway tunnel seismic reduction structure system is characterized by comprising the following steps:

[0016] Step 1: Excavate the fault fracture zone section, fracture zone impact zone, normal section, and over-excavation section. Use inserted reinforcement at the joints of the lining rings in different sections to ensure force transmission and structural integrity between the lining rings. When excavating the tunnel structure in the normal section, due to the insufficient self-stabilization capacity of the surrounding rock, the excavated inner wall is promptly provided with initial support. Different support methods are selected according to the different conditions of the tunnel surrounding rock. The surface of the initial support is treated, waterproof geotextile is laid, steel cages are tied, and the segmental lining is constructed.

[0017] Step 2: Install support plates and support columns, and construct a filling layer frame in the tunnel clearance of the over-excavation section, close to the tunnel over-excavation contour line. The thickness of the filling layer frame is the same as the excavation depth of the over-excavation section. The inner side of the surrounding rock in the affected area of ​​the fracture zone and the inner wall of the filling layer frame are filled. Different support methods are selected according to different conditions of the tunnel surrounding rock. The surface of the initial support is processed, waterproof board geotextile is laid, and steel cage is tied;

[0018] Step three: construct the segmental lining, with deformation joints between adjacent segmental linings, and the adjacent segmental linings are connected by an annular flexible connecting section, and the connecting piece on the top of the annular flexible connecting section is installed and connected to the end on the support plate, and the annular flexible connecting section is arranged at unequal intervals in the fault fracture zone section and the fracture zone influence area; the reinforcement component is installed in the cavity between the filling layer frame and the segmental lining from the side by insertion, and the rails are installed and fixed, and a waterstop is arranged on the water-facing surface formed between the segmental lining and the annular flexible connecting section.

[0019] Compared with the prior art, the present invention has at least the following beneficial effects:

[0020] In the above scheme, by setting up a supporting mechanism, not only can the pressure on the top of the tunnel be dispersed away from the tunnel, thereby achieving the effect of increasing the stability of the device, but the supporting mechanism also makes the device more supportive, and the supporting mechanism itself also has a certain elastic deformation capacity, which further makes the device more resistant to dislocation, so that when the active fault undergoes a small dislocation, various uneven deformations of the tunnel structure can also be satisfied, providing space for subsequent repairs.

[0021] By providing a support plate in the support mechanism, the support plate can disperse the pressure it receives, and the strength and toughness of the steel material are good, which further makes the support plate and the support column more effective. After the support plate and the support column are installed, concrete is poured in the gap between the support plate and the support column to further improve the stability of the support plate, and the structure further makes the support mechanism more supportive.

[0022] By providing a first supporting piece and a second supporting piece in the supporting mechanism, and adding a second supporting piece between the first supporting pieces, the second supporting piece plays an auxiliary supporting role for the first supporting piece, and when the first supporting piece and the second supporting piece are subjected to strong pressure, the first supporting piece is deformed along the arc surface, thereby squeezing the second supporting piece, causing the second supporting piece to deform from the second weakened portion. At the same time, during the squeezing of the second supporting piece, the outer wall of the second supporting piece and the outer wall of the first supporting piece generate strong friction, resulting in rapid force conversion, thereby further deepening the support and shock absorption effect of the top of the filling shelf, and the structure further makes the use of the supporting mechanism more effective.

[0023] By arranging an elastic sheet in the supporting mechanism, the elastic sheet at the bottom of the filling shelf is subjected to the force and fluctuates. The elastic sheet first deforms from the third weakened portion, so that the raised portion of the elastic sheet moves in the grooves opened in the first thickened portion and the second thickened portion. During this period, the elastic sheet and the first thickened portion and the second thickened portion respectively generate strong friction forces, and the elastic sheet itself generates strong restorative elastic force. The rapid conversion of the two forces can have a good shock-absorbing effect on the filling shelf, and the two groups of elastic sheets contact and interact with each other when they are subjected to greater forces, further improving the support and shock-absorbing effects of the device.

[0024] In summary, this device is provided with an over-excavation section, and a filling layer frame is arranged in the over-excavation section, which realizes the difference in relative stiffness between the soil and the structure in different excavation areas, and then adjusts the displacement mode of the tunnel to make its curvature smaller and more uniform, which is more in line with the traffic function of the line, and ensures the structural safety and function of the tunnel and track under small fault displacement. In addition, the thickness of the filling layer frame matches the excavation depth of the over-excavation section, ensuring that the shape and size of the tunnel segment lining of the over-excavation section are consistent with the secondary lining of the normal through section tunnel, and there is no problem of sudden expansion or contraction of the cross-section in ventilation; and the use of annular flexible connection sections on the tunnel structure further ensures the structural safety of the tunnel under large fault displacement; and the coordinated use of the support mechanism and the various components therein makes the device more supportive and has a stronger shock absorption effect. The device has a simple structure and good practicality, which is easy to promote and use. BRIEF DESCRIPTION OF THE DRAWINGS

[0025] The accompanying drawings, which are incorporated herein and constitute a part of the specification, illustrate embodiments of the invention and, together with the description, further serve to explain the principles of the invention and to enable one skilled in the art to make and use the invention.

[0026] Figure 1 A three-dimensional schematic diagram of the multi-objective cross-fault high-speed railway tunnel seismic reduction structure system and construction method;

[0027] Figure 2 for Figure 1 Schematic diagram of the structure along the AA cross section;

[0028] Figure 3 for Figure 1 Schematic diagram of the structure along the BB cross section;

[0029] Figure 4 It is a schematic diagram of the coordination between the annular flexible connection section and the water stop;

[0030] Figure 5 A three-dimensional schematic diagram of the multi-objective cross-fault high-speed railway tunnel's seismic absorption structure and construction method;

[0031] Figure 6It is a schematic diagram of the three-dimensional structure of the annular flexible connecting section and the connecting piece;

[0032] Figure 7 It is a schematic diagram of the three-dimensional structure of the support plate and the annular flexible connecting section;

[0033] Figure 8 for Figure 7 A in the middle is an enlarged structural diagram;

[0034] Figure 9 Schematic diagram of the three-dimensional structure of the support plate;

[0035] Figure 10 It is a schematic diagram of the three-dimensional structure of the annular flexible connecting section and the connecting piece;

[0036] Figure 11 Schematic diagram of the three-dimensional structure of the filling shelf;

[0037] Figure 12 for Figure 11 The enlarged structural diagram at B in the middle;

[0038] Figure 13 for Figure 11 The enlarged structural diagram at C in the middle;

[0039] Figure 14 for Figure 11 Enlarged structural diagram at point D in the middle.

[0040] [Reference Signs]

[0041] 1. Fault fracture zone section; 2. Fracture zone influence zone; 3. Ordinary section; 4. Sliding fault surface; 5. Over-excavation section; 6. Filling layer frame; 7. Initial support; 8. Segment lining; 9. Annular flexible connection section; 10. Water stop; 11. Connecting plate; 12. Guide part; 13. First weakened part; 14. Support plate; 15. Support column; 16. End; 17. First support plate; 18. Second support plate; 19. Second weakened part; 20. Third support plate; 21. Fourth support plate; 22. Fifth support plate; 23. Sixth support plate; 24. First thickened part; 25. Second thickened part; 26. Elastic plate; 27. Third weakened part.

[0042] As shown in the figure, in order to clearly implement the structure of the embodiment of the present invention, specific structures and devices are marked in the figure, but this is only for illustrative purposes and is not intended to limit the present invention to the specific structure, device and environment. According to specific needs, ordinary technicians in this field can adjust or modify these devices and environments. DETAILED DESCRIPTION

[0043] The following, combined with the accompanying drawings and specific embodiments, describes in detail a multi-objective cross-fault high-speed railway tunnel seismic reduction structure system and construction method provided by the present invention. It is also noted that, for the sake of completeness, the following embodiments are best and preferred embodiments, and those skilled in the art may employ alternative implementations for known techniques. Furthermore, the accompanying drawings are intended only to provide a more detailed description of the embodiments and are not intended to limit the present invention.

[0044] It should be noted that references in the specification to "one embodiment," "an embodiment," "exemplary embodiments," "some embodiments," etc. indicate that the described embodiments may include specific features, structures, or characteristics, but not necessarily every embodiment will include such specific features, structures, or characteristics. Furthermore, when specific features, structures, or characteristics are described in conjunction with an embodiment, it is within the knowledge of persons skilled in the relevant art to implement such features, structures, or characteristics in conjunction with other embodiments (whether or not explicitly described).

[0045] In general, terms can be understood, at least in part, from their use in context. For example, depending at least in part on the context, the term "one or more" as used herein can be used to describe any feature, structure, or characteristic in the singular sense, or can be used to describe a combination of features, structures, or characteristics in the plural sense. Additionally, the term "based on" can be understood as not necessarily intended to convey an exclusive set of factors, but can instead, depending at least in part on the context, allow for the presence of other factors that are not necessarily explicitly described.

[0046] It will be understood that the meanings of “on,” “over,” and “above” in the present invention should be interpreted in the broadest manner, so that “on” means not only “directly on” something but also includes the meaning of being “on” something with intervening features or layers, and “on” or “above” means not only “on” or “above” something but also includes the meaning of being “on” or “above” something with no intervening features or layers.

[0047] Additionally, spatially relative terms such as "below," "beneath," "lower," "above," and "upper" may be used herein for descriptive convenience to describe the relationship of one element or feature to another element or features, as illustrated in the accompanying drawings. Spatially relative terms are intended to encompass different orientations of the device in use or operation in addition to the orientation depicted in the accompanying drawings. The device may be oriented in other ways, and the spatially relative descriptors used herein should be similarly interpreted accordingly.

[0048] like Figures 1 to 4As shown, an embodiment of the present invention provides a multi-objective cross-fault high-speed railway tunnel shock-absorbing structure system, including a fault fracture zone section 1, fracture zone influence zones 2 are provided on both sides of the fault fracture zone section 1, a common section 3 is provided on the side of the fracture zone influence zone 2 away from the fault fracture zone section 1, a sliding fault surface 4 is provided at the central axis position of the fault fracture zone section 1, an over-excavation section 5 is provided in the fault fracture zone section 1, a filling layer frame 6 is provided in the over-excavation section 5, an initial support 7 is provided in the filling layer frame 6, a segment lining 8 is provided in the initial support 7, an annular flexible connection section 9 is provided in the fault fracture zone section 1 and the fracture zone influence zone 2, water stop strips 10 are provided on both sides of the annular flexible connection section 9, and the stiffness of the filling layer frame 6 in the direction of the over-excavation section 5 is greater than that in the over-excavation section 5. Differently, the deformation joints of two adjacent groups of segmental linings 8 are connected by an annular flexible connecting section 9. The support mechanism is used to strengthen the supporting force of the device and achieve further compression and shock absorption effects. The support mechanism is connected to the filling layer frame 6. When a fault dislocation occurs, the surrounding rock of the fault fracture zone segment 1 will dislocate along the sliding fault surface 4. The stiffness of the filling layer frame 6 arranged in the over-excavation section 5 is inconsistent in the direction of the over-excavation section 5, achieving variable stiffness. Initial support 7 is set between the surrounding rock and the secondary lining of the ordinary section 3 and the fracture zone influence area 2, and initial support 7 is set between the filling layer frame 6 and the segmental lining 8. The joint between the segmental lining 8 and the annular flexible connecting section 9 forms a water-facing surface, and a waterstop 10 is set on the water-facing surface. In the absence of anti-fracture measures, the displacement of the tunnel on the sliding surface is the fault dislocation, and the displacement pattern jumps in a "step-like" manner, causing the tunnel to be sheared. The over-excavation section 5 provided in the device adopts over-excavation measures so that the fault plane cannot directly act on the tunnel, and the displacement pattern changes. Considering that the deformation curvature is large and uneven, the device arranges a filling layer frame 6 in the over-excavation section 5 to realize the difference in relative stiffness between the soil and the structure in different areas, thereby adjusting the displacement pattern of the tunnel to make its curvature smaller and more uniform, which is more in line with the traffic function of the line. When the displacement continues to increase, the annular flexible connection section 9 is used on the tunnel structure to ensure structural safety. The shock-absorbing structural system of this embodiment ensures the structural safety and function of the tunnel and track under small fault displacement through over-excavation measures and variable stiffness filling, and ensures the structural safety of the tunnel under large fault displacement through the annular flexible connection section 9.

[0049] Furthermore, the infill frame 6 is arranged in multiple zones along the transverse direction of the over-excavation section 5, with the zones positioned based on the specific stress distribution and load requirements of the tunnel structure. Different zones have different stiffnesses. Rubber sprayed concrete is placed within the infill frame 6. In areas of concentrated stress and less deformation, a high elastic modulus infill layer is used; in areas with less stress but greater deformation, a low elastic modulus infill layer is used. Circumferential flexible connecting sections 9 are arranged at unequal intervals, with the infill frame 6 closely adjoining the contours of the over-excavation section 5 and the outside of the primary support 7, completely surrounding the latter. The infill frame 6 is arranged in multiple zones along the transverse direction of the over-excavation section 5, with the zones positioned based on the specific stress distribution and load requirements of the tunnel structure. Different zones have different stiffnesses. Specifically, rubber sprayed concrete is placed within the infill frame 6, and the stiffness of the rubber sprayed concrete varies within different zones, manifesting itself as different material properties within the different zones of the infill frame 6. Furthermore, the elastic modulus of the infill material within the infill frame 6 varies along the transverse direction of the over-excavation section 5. The infill layer 6 is composed of a filler material, rubber sprayed concrete. By adjusting the ratio of rubber to cement-based materials, the infill material achieves varying stiffness. The infill layer 6 exhibits varying elastic moduli along the transverse direction of the over-excavation section 5. When the active fault undergoes minor displacement, the infill layer 6 is initially compressed. Due to the low elastic modulus of the infill layer 6 and the varying elastic moduli of the filler material within the infill layer 6 within the over-excavation section 5, the relative stiffness of the soil and structure differs, adjusting the tunnel's displacement pattern to a smaller and more uniform curvature that better meets the line's traffic function. The infill layer 6 can withstand a certain amount of pressure, compressing and deforming, forming a buffer layer between the soil and the primary support 7, protecting the tunnel structure while also ensuring track functionality. The excavation depth of the over-excavation section 5 is adapted to the thickness of the filling layer frame 6, so that the shape and size of the segmental lining 8 of the over-excavation section 5 are the same as the secondary lining of the normal through-section tunnel. Therefore, there is no sudden expansion or contraction of the cross-section in ventilation; at the same time, when the active fault undergoes a small displacement, various uneven deformations of the tunnel structure can also be satisfied, providing space for subsequent repairs.

[0050] Furthermore, the initial support 7 is arranged between the surrounding rock and the secondary lining of the ordinary section 3 and the fracture zone influence zone 2, and between the filling layer frame 6 and the segment lining 8, that is, it surrounds the secondary lining structure in an annular direction. The segment lining 8 is arranged on the inner side of the initial support 7, and the shape and size of the segment lining 8 are the same as those of the secondary lining of the normal through section tunnel. When the active fault undergoes a large displacement, the annular flexible connection section 9 is arranged near the fault fracture zone section 1. By segmenting the lining structure along the longitudinal direction, the axial stiffness of the tunnel structure is reduced, and the earthquake damage is induced to the joints, thereby protecting the main structure of the tunnel. The segment length has a significant effect on the tunnel's anti-dislocation effect. In this embodiment, the arrangement spacing of the annular flexible connection section 9 in the fault fracture zone section 1 is smaller than the arrangement spacing in the fracture zone influence zone 2, so that the tunnel structure can better adapt to deformation. The provision of the water stop 10 further improves the tightness of the connection between the segment lining 8 and the annular flexible connection section 9, and increases the waterproof effect of the device.

[0051] like Figures 5 to 10 As shown, the support mechanism includes a support plate 14 installed on the filling layer frame 6, and the bottom of the support plate 14 is fixedly connected to support columns 15 at equal intervals in an annular manner. The two end heads of the support plate 14 are provided with end portions 16, and the top of the annular flexible connecting section 9 is fixedly connected to a connecting piece 11 with a shape that matches the end portion 16. The support plate 14 in the support mechanism can support and protect the fault fracture zone section 1 and the fracture zone influence zone 2. The shape of the support plate 14 is used to disperse the pressure on the top of the tunnel away from the tunnel, thereby achieving the effect of increasing the stability of the device. The setting of the support columns 15 fixedly connected in the support plate 14, The correlation between the support plate 14 and the filling layer rack 6 is increased, and the bottom of the support column 15 is against the outer wall of the filling layer rack 6, so that the sliding fault surface 4 cooperates with the support column 15 to further improve the support of the support plate 14, and the two side ends of the support plate 14 are connected to the annular flexible connecting section 9, and the filling layer rack 6 and the annular flexible connecting section 9 are both made of elastic material, and the support plate 14 itself also has a certain elastic deformation ability. The coordinated use of the three further improves the device's anti-dislocation ability. The setting of the connecting piece 11 and the end 16 enables the annular flexible connecting section 9 and the support plate 14 to be connected and fixed together more quickly.

[0052] Furthermore, the support plate 14 is in the shape of an arc with a raised center, and the edge of the end 16 is in the shape of a circular arc. The support plate 14l and the support column 15 are made of steel. Concrete is poured between the support plate 14 and the support column 15. The connecting piece 11 is a concave arc plate. The end of the connecting piece 11 is provided with a guide portion 12. The connecting piece 11 is provided with a first weakened portion 13 close to the guide portion 12. The connecting piece 11 and the annular flexible connecting section 9 are integrally formed. By designing the support plate 14 into a convex arc shape in the middle, the effect of the support plate 14 on dispersing the pressure is further increased, and the strength and toughness of the steel material are good, which further makes the use effect of the support plate 14 and the support column 15 better, and after the support plate 14 and the support column 15 are installed and on the support plate 1 4 and the support column 15, thereby further improving the stability of the support plate 14. The shape design of the connecting piece 11 is adapted to the end portion 16, so that the connection between the connecting piece 11 and the end portion 16 is tighter, and the end portion 16 can be more quickly squeezed into the groove formed by the connecting piece 11 by utilizing the guidance of the guide portion 12. When squeezed, the first weakened portion 13 is deformed to expand the guide portion 12, thereby making the installation of the end portion 16 faster. After the connection between the connecting piece 11 and the end portion 16 is completed, the restorative force generated by the connecting piece 11 always produces an extrusion effect on the end portion 16, and the connecting piece 11 and the end portion 16 are not easily separated during use. In addition, the stability of the annular flexible connecting section 9 and the connecting piece 11, which are integrally formed, is better.

[0053] like Figures 11 to 14As shown, the filling layer frame 6 is provided with a reinforcement component, which includes a first support piece 17 installed on the filling layer frame 6, and the first support piece 17 is a plurality of groups equidistantly arranged at the top of the filling layer frame 6, and the bottoms of the two most side first support pieces 17 are fixedly connected with third support pieces 20, and the bottoms of the third support pieces 20 are fixedly connected with elastic pieces 26. The bottom of the filling layer frame 6 is provided with a second thickening portion 25 that is adapted to the shape of the elastic piece 26, and the bottom of the segment lining 8 is provided with a first thickening portion 24 that is adapted to the shape of the elastic piece 26. By arranging the reinforcement component in the filling layer frame 6, the stability of the filling layer frame 6 is further improved, and according to the different stress conditions of each part in the filling layer frame 6, the components in the reinforcement component are distinguished. For example, the plurality of groups of first support pieces 17 arranged on the top of the filling layer frame 6 are The triangle has better stability, so that the support strength of the top of the filling layer frame 6 is better. The third support pieces 20 arranged on both sides of the filling layer frame 6 are arranged longitudinally. This structure can further enhance the longitudinal support force of the filling layer frame 6, and the elastic piece 26 arranged at the bottom of the filling layer frame 6 is fixedly connected to the third support piece 20, so that when the structure is subjected to vibration, it can utilize the deformation generated by the elastic piece 26, and the friction generated between the elastic piece 26 and the first thickened part 24 and the second thickened part 25 during the deformation process, and the rapid conversion of the restorative force and friction generated by the deformation, so that the filling layer frame 6 can achieve good seismic effect, and cooperate with the elastic filler in the filling layer frame 6 to further improve the support and seismic resistance of the filling layer frame 6, and the structure is relatively simple, and it is convenient and quick to use.

[0054] Furthermore, a second support piece 18 is installed between two adjacent groups of first support pieces 17. The second support piece 18 is an arc-shaped ring. A second weakened portion 19 is equidistantly provided in an annular shape on the second support piece 18. A fourth support piece 21 is fixedly connected to the third support piece 20. A fifth support piece 22 is fixedly connected to the third support piece 20. A sixth support piece 23 is provided between two adjacent groups of fourth support pieces 21. The cross-section of the sixth support piece 23 is elliptical. The fourth support piece 21 is an arc-shaped shape that bulges away from the sixth support piece 23. The fifth support piece 22 is an arc-shaped shape. A third weakened portion 27 is equidistantly provided on the elastic piece 26. The cross-section of the elastic piece 26 is a curved corrugated shape. Raised portions and recessed portions are equidistantly provided on the elastic piece 26. The raised portions of the two groups of elastic pieces 26 are arranged opposite to each other. By adding a second support piece 18 between the first support piece 17, the second support piece 18 plays an auxiliary supporting role for the first support piece 17, and when the first support piece 17 and the second support piece 18 are subjected to strong pressure, the first support piece 17 is deformed along the arc surface, thereby squeezing the second support piece 18, causing the second support piece 18 to deform from the second weakened portion 19. At the same time, during the squeezing of the second support piece 18, the outer wall of the second support piece 18 and the outer wall of the first support piece 17 generate strong friction, which allows the force to be quickly converted, thereby further deepening the support and shock absorption effects of the top of the filling shelf 6. At the same time, when the first support piece 17 and the second support piece 18 are used in conjunction, the lateral support effect of the filling shelf 6 is better. The fourth support piece 21 and the fifth support piece 22 fixedly connected on the third support piece 20 enable the two groups of adjacent third support pieces 20 to cooperate with each other, and connect the third support piece 20 with the segment lining 8 of the filling layer frame 6. When subjected to pressure, the third support piece 20 produces longitudinal deformation, and the fourth support piece 21 and the fifth support piece 22 produce transverse deformation under force. The filling layer frame 6 and the segment lining 8 limit the reinforcement component, so that the area between the filling layer frame 6 and the segment lining 8 changes when the entire reinforcement component is subjected to force. When the third support piece 20, the fourth support piece 21 and the fifth support piece 22 are used in conjunction with each other, the longitudinal support effect of the filling layer frame 6 is better. The addition of the sixth support piece 23 squeezes the sixth support piece 23 when the third support piece 20 and the fourth support piece 21 are deformed, and the restorative force of the sixth support piece 23 further increases the supporting effect of the third support piece 20.The two groups of elastic sheets 26 are respectively inserted into the grooves equidistantly opened in the first thickened part 24 and the second thickened part 25. When subjected to the deformation effect of the first support sheet 17 and the third support sheet 20, the elastic sheet 26 at the bottom of the filling shelf 6 is subjected to the force and fluctuates. The elastic sheet 26 first deforms from the third weakened part 27, so that the raised part of the elastic sheet 26 moves in the grooves opened in the first thickened part 24 and the second thickened part 25. During this period, the elastic sheet 26 and the first thickened part 24 and the second thickened part 25 respectively generate strong friction forces, and the elastic sheet 26 itself generates strong restoring elastic force. The rapid conversion of the two forces can have a good shock-absorbing effect on the filling shelf 6, and the two groups of elastic sheets 26 contact and interact with each other when subjected to large forces, further improving the support and shock-absorbing effects of the device, and the structure further improves the practicality of the device.

[0055] The working principle of the technical solution provided by the present invention is as follows: when in use, first, before tunnel construction, an in-depth on-site investigation is conducted, including geological and hydrological surveys, and different construction plans are designed and implemented according to different geological and hydrological conditions. Then, the tunnel structures of the fault fracture zone section 1, the fracture zone impact zone 2, the ordinary section 3 and the over-excavation section 5 are excavated, and the joints of the lining rings of different sections are connected by inserted reinforcement to ensure the force transmission and structural integrity between the lining rings. When excavating the ordinary section 3, due to the insufficient self-stabilizing ability of the surrounding rock, the initial support 7 of the excavated inner wall is carried out in time. Different support methods are selected according to the different conditions of the tunnel surrounding rock, the surface of the initial support 7 is treated, waterproof board geotextile is laid, steel cage is tied, and the segment lining 8 is constructed. Then, support plates 14 and support columns 15 are installed within the fault fracture zone section 1 and the fracture zone impact zone 2. After installation, a filler frame 6 is installed within the tunnel clearance of the over-excavation section 5, closely following the tunnel over-excavation contour. The thickness of the filler frame 6 is the same as the excavation depth of the over-excavation section 5, and the bottom of the support column 15 is tightly aligned with the outer wall of the filler frame 6. Subsequently, initial support 7 is implemented on the inner side of the surrounding rock of the ordinary section 3, the inner side of the surrounding rock of the fracture zone impact zone 2, and the inner wall of the filler frame 6. Different support methods are selected according to the different conditions of the tunnel surrounding rock. The surface of the initial support 7 is treated, waterproof geotextile is laid, and a steel cage is tied. Then, the segment lining 8 is constructed, the filling frame 6 and the segments are installed and fixed, and then the first support piece 17, the second support piece 18, the third support piece 20, the fourth support piece 21, the fifth support piece 22, the sixth support piece 23 and the elastic piece 26 are inserted into the large cavity between the filling frame 6 and the segment lining 8 from the side of the filling frame 6, and the first support piece 17 and the second support piece 18 are located at the top of the filling frame 6, and the third support piece 20, the fourth support piece 21, the fifth support piece 22 and the sixth support piece 23 are located on both sides of the filling frame 6, so that the elastic piece 26 is located at the bottom of the filling layer frame 6, and the two groups of elastic sheets 26 are tightly fitted with the first thickened part 24 and the second thickened part 25 respectively, and the first support sheet 17, the second support sheet 18, the third support sheet 20, the fourth support sheet 21, the fifth support sheet 22, the sixth support sheet 23, the elastic sheet 26 and other structures are tightly fitted with the segment lining 8 of the filling layer frame 6, and there are deformation seams between adjacent segment linings 8. The adjacent segment linings 8 are connected by annular flexible connecting sections 9, and the annular flexible connecting sections 9 are arranged at unequal intervals in the fault fracture zone segment 1 and the fracture zone influence zone 2.The two groups of annular flexible connecting segments 9 farthest from the fault fracture zone section 1 are fixedly connected with connecting pieces 11. When installing the two groups of annular flexible connecting segments 9, the connecting pieces 11 and the ends 16 of the ends of the annular flexible connecting segments 9 are aligned. With the guidance of the guide portion 12, the ends 16 can be squeezed into the groove formed by the connecting pieces 11 more quickly, and the first weakened portion 13 is deformed when squeezed, causing the guide portion 12 to expand, thereby making the installation of the ends 16 faster. After the connection between the connecting piece 11 and the end 16 is completed, the restorative force generated by the connecting piece 11 always produces an extrusion effect on the end 16, and the shape design of the connecting piece 11 is adapted to the end 16, so that the connection between the connecting piece 11 and the end 16 is tight. Finally, a back-sticking waterstop 10 is arranged on the water-facing surface formed between the segment lining 8 and the annular flexible connecting segment 9. The device is not only simple in structure, but also convenient and quick to use.

[0056] Among them, geological radar, geological exploration drilling and geological advance prediction methods are used to accurately predict the geological conditions ahead of the tunnel. Precision instruments such as total stations and laser scanners are used to monitor the shape and size of the tunnel excavation face in real time. In addition, the step method is used for excavation of weak surrounding rock. When the surrounding rock is very poor, the distributed excavation method is considered. When the surrounding rock has good integrity and undeveloped joints, full-section excavation is used. At the same time, slag is removed and dangerous rocks are cleared in a timely manner during excavation. Support methods include anchor support, shotcrete support, anchor-sprayed combined support, shotcrete and steel mesh combined support, etc. Among them, the process of installing the waterstop 10 includes: first, cleaning the location where the waterstop 10 is to be installed to ensure that the surface is flat, dry and free of impurities; second, applying a layer of sealing glue to the end of the waterstop 10, and placing the waterstop 10 at the joint between the segment lining 8 and the annular flexible connection section 9.

[0057] The present invention encompasses any alternatives, modifications, equivalents, and solutions that fall within the spirit and scope of the present invention. To provide a thorough understanding of the present invention, specific details are described in detail below in connection with the preferred embodiments of the present invention, but those skilled in the art will be able to fully understand the present invention without these detailed descriptions. Furthermore, to avoid unnecessary confusion regarding the essence of the present invention, well-known methods, processes, procedures, components, and circuits have not been described in detail.

[0058] The above is only a preferred embodiment of the present invention. It should be pointed out that for ordinary technicians in this technical field, several improvements and modifications can be made without departing from the principles of the present invention. These improvements and modifications should also be regarded as within the scope of protection of the present invention.

Claims

1. A multi-objective cross-fault high-speed railway tunnel seismic reduction structural system, characterized by: It includes a fault fracture zone section, fracture zone influence zones are provided on both sides of the fault fracture zone section, a common section is provided on the side of the fracture zone influence zone away from the fault fracture zone section, a sliding fault plane is provided at the central axis position of the fault fracture zone section, an over-excavation section is provided in the fault fracture zone section, a filling layer frame is provided in the over-excavation section, an initial support is provided in the filling layer frame, a segment lining is provided in the initial support, an annular flexible connection section is provided in the fault fracture zone section and the fracture zone influence zone, waterstops are provided on both sides of the annular flexible connection section, the stiffness of the filling layer frame is different in the direction of the over-excavation section, and the deformation joints of two adjacent groups of the segment linings are connected by the annular flexible connection section; A support mechanism, the support mechanism is used to strengthen the supporting force of the device and achieve further pressure resistance and shock absorption effects, the support mechanism is connected to the filling layer frame; the support mechanism includes a support plate installed on the filling layer frame, the bottom of the support plate is annularly and equidistantly fixedly connected to the support column, and the bottom of the support column abuts against the outer wall of the filling layer frame; The support plate is provided with end portions at both end ends, and the top of the annular flexible connecting section is fixedly connected with a connecting piece adapted to the shape of the end portion; a reinforcement component is provided in the filling layer frame, and the reinforcement component includes a first support piece installed on the inner wall of the filling layer frame, and the first support piece is a plurality of groups equidistantly arranged on the top of the filling layer frame, and the bottom of the first support piece on the two sides is fixedly connected with a third support piece, and the bottom of the third support piece is fixedly connected with an elastic piece, and the bottom of the filling layer frame is provided with a second thickened portion adapted to the shape of the elastic piece, and the bottom of the segment lining is provided with a first thickened portion adapted to the shape of the elastic piece.

2. The multi-objective cross-fault high-speed railway tunnel seismic reduction structural system according to claim 1 is characterized in that: The filling layer frame is provided with multiple areas along the transverse direction of the over-excavation section. The area of ​​the areas is determined according to the specific stress distribution and force requirements of the tunnel structure. The stiffness of the filling layer frames in different areas is different. The filling layer frame is provided with rubber sprayed concrete. In the areas with concentrated stress and smaller deformation, a filling layer with a high elastic modulus is used. In the area with smaller stress but larger deformation, a filling layer with a low elastic modulus is used, and the annular flexible connecting sections are arranged at unequal intervals.

3. The multi-objective cross-fault high-speed railway tunnel seismic reduction structural system according to claim 1 is characterized in that: The support plate is in an arc shape with a convex middle, and the edges of the end portions are arc-shaped. The support plate and the support column are made of steel, and concrete is poured between the support plate and the support column.

4. The multi-objective cross-fault high-speed railway tunnel seismic reduction structural system according to claim 1 is characterized in that: The connecting piece is a concave arc-shaped plate, the end of the connecting piece is provided with a guide portion, the connecting piece is provided with a first weakened portion close to the guide portion, and the connecting piece and the annular flexible connecting section are integrally formed.

5. The multi-objective cross-fault high-speed railway tunnel seismic reduction structural system according to claim 1 is characterized in that: A second support sheet is installed between two adjacent groups of the first support sheets. The second support sheet is in an arc-shaped ring shape. Second weakened portions are equidistantly provided in a ring shape on the second support sheet.

6. The multi-objective cross-fault high-speed railway tunnel seismic reduction structural system according to claim 1 is characterized in that: A fourth support piece is fixedly connected to the third support piece, a fifth support piece is fixedly connected to the third support piece, a sixth support piece is provided between two adjacent groups of the fourth support pieces, the cross-section of the sixth support piece is elliptical, the fourth support piece is in an arc shape that bulges away from the sixth support piece, and the fifth support piece is in an arc shape.

7. The multi-objective cross-fault high-speed railway tunnel seismic reduction structural system according to claim 1 is characterized in that: The elastic sheet is provided with third weakened portions at equal intervals. The cross section of the elastic sheet is a curved corrugated shape. The elastic sheet is provided with raised portions and recessed portions at equal intervals. The raised portions of the two groups of elastic sheets are arranged opposite to each other.

8. The construction method of the multi-objective cross-fault high-speed railway tunnel shock absorption structure system according to any one of claims 1 to 7, characterized in that: The following steps are involved: Step 1: Excavate the fault fracture zone section, fracture zone impact zone, ordinary section and over-excavation section. Use inserted reinforcement to connect the lining rings of different sections to ensure force transmission and structural integrity between the lining rings. When excavating the tunnel structure of the ordinary section, due to the insufficient self-stabilization capacity of the surrounding rock, the excavation inner wall is promptly provided with initial support. Different support methods are selected according to the different conditions of the tunnel surrounding rock. The surface of the initial support is treated, waterproof geotextile is laid, steel cage is tied, and the segmental lining is constructed. Step 2: Install support plates and support columns. The support plates support and protect the fault fracture zone section and the fracture zone impact zone section. In the tunnel clearance of the over-excavation section, a filling layer frame is constructed close to the tunnel over-excavation contour line. The thickness of the filling layer frame is the same as the excavation depth of the over-excavation section. The inner side of the surrounding rock in the fracture zone impact zone and the inner side wall of the filling layer frame are initially supported. Different support methods are selected for the filling layer frame according to different conditions of the tunnel surrounding rock. The surface of the initial support is treated, waterproof board geotextile is laid, and steel cage is tied. Step three: construct the segmental lining, with deformation joints between adjacent segmental linings, and connect adjacent segmental linings through an annular flexible connecting section, and install and connect the connecting piece on the top of the annular flexible connecting section with the end on the support plate, and the annular flexible connecting section is arranged at unequal intervals in the fault fracture zone section and the fracture zone influence area; install the reinforcement component from the side in the cavity between the filling layer frame and the segmental lining by insertion, and after completion, install and fix the rails, and arrange a waterstop on the water-facing surface formed between the segmental lining and the annular flexible connecting section.

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