A soft rock large deformation tunnel combined corrugated plate self-adaptive pressure joint and a design method thereof

Abstract

The application provides a soft rock large deformation tunnel combined corrugated plate self-adaptive pressure-relief joint and a design method thereof, and relates to the technical field of tunnel supporting structure construction. The pressure-relief joint comprises a joint body, the joint body comprises an upper flange plate, a lower flange plate and a combined corrugated plate component, the combined corrugated plate component comprises a plurality of corrugated plates, the number of the corrugated plates is determined according to the tunnel surrounding rock grade, and the plurality of corrugated plates are arranged in a ring array with the lower flange plate geometric center as a reference, and the ring array arrangement is a symmetrical center rotation arrangement or a spiral center rotation arrangement. In the application, the corrugated plates can form a secondary pressure-relief effect when under pressure through the symmetrical center rotation arrangement, and the corrugated plates can realize multi-directional uniform load transmission through the spiral center rotation arrangement. In the construction process, the corresponding joint body structure can be flexibly selected according to different geological characteristics such as soft rock large deformation and surrounding rock bias of the tunnel, so that the adaptation ability of the joint body to complex soft rock geology is improved.

Description

Technical Field

[0001] This invention relates to the field of tunnel support structure construction technology, and in particular to a composite corrugated plate adaptive pressure relief joint for soft rock tunnels with large deformation and its design method. Background Technology

[0002] With the continuous acceleration of my country's transportation infrastructure construction and urban underground space development, tunnel projects frequently traverse complex and adverse geological sections such as high-stress soft rock, fractured zones, and shallow-buried areas with biased pressure. Different geological conditions correspond to different support requirements: in high-stress soft rock sections with large deformation, the surrounding rock deformation is large and the action period is long, requiring the joints to have multi-level pressure relief capacity to coordinate the deformation of the surrounding rock; in fractured zones with uneven stress and biased pressure, the ground stress distribution is chaotic, requiring the joints to have multi-directional uniform bearing capacity to avoid structural failure due to biased load.

[0003] Existing support methods for soft rock tunnels involve steel arch support, with arch segments connected by specialized joints. For example, Chinese Patent CN221990396U discloses a tunnel steel arch joint structure and a steel arch, comprising a symmetrical left and right steel arch, each arc-shaped. The left and right steel arches are spliced ​​together to form a complete arched steel arch that fits snugly against the tunnel lining. The leading end of the left steel arch forms a serrated splice. The head end of the right steel arch frame also forms a serrated splice joint, and the left and right steel arch frames interlock with each other through the serrated splice joint; a notch is provided at the interlocking point of the left and right steel arch frames; a connecting sleeve is fitted at the splicing point of the left and right steel arch frames, the inner cavity of the connecting sleeve is in contact with the outer surface of the left and right steel arch frames, and a through pin hole is opened on the connecting sleeve, which corresponds to the notch; a fixing pin is installed in the pin hole, and the fixing pin is installed and fixed in the notch to fix the left and right steel arch frames.

[0004] The aforementioned rigid joints have a single structural form and fixed function, only capable of basic connection. They lack multi-stage pressure relief capabilities, failing to alleviate the additional loads generated by large deformations in soft rock; they also cannot achieve multi-directional uniform stress distribution, easily leading to stress concentration problems in areas with eccentric pressure. More importantly, the fixed structural form and single function of these joints make it impossible to select suitable connection methods for different geological characteristics of different tunnel sections. When the tunnel continuously traverses multiple adverse geological sections, single-function joints are insufficient to meet the requirements of zoned support, easily causing bending and breakage of the steel arch frame, leading to local failure of the support system, and other engineering safety hazards such as surrounding rock collapse. Summary of the Invention

[0005] This invention provides a composite corrugated plate adaptive pressure relief joint for soft rock tunnels with large deformation and its design method, which solves the technical problem that the current joint structure is fixed, has a single function, and cannot select an appropriate connection method for the geological characteristics of different sections of the tunnel.

[0006] To address the aforementioned technical problems, this invention discloses a composite corrugated plate adaptive pressure relief joint for soft rock tunnels with large deformation, comprising: a joint body, the joint body including an upper flange plate, a lower flange plate, and composite corrugated plate components, the composite corrugated plate components being disposed between the upper flange plate and the lower flange plate, and the composite corrugated plate components comprising a quantity of... The number of corrugated plates is determined according to the grade of the surrounding rock of the tunnel. The upper end of the corrugated plate is fixedly connected to the upper flange plate, and the lower end of the corrugated plate is fixedly connected to the lower flange plate. Several corrugated plates are arranged in a ring array with the geometric center of the lower flange plate as the reference. The ring array arrangement includes one of the following two arrangement methods. Arrangement Method 1: Symmetrical center rotation arrangement, with the crests of each corrugated plate facing the central axis of the upper and lower flange plates, so as to form a secondary pressure relief effect when under pressure. Arrangement Method Two: Spiral center rotation arrangement, with the inner end of each corrugated plate close to the center of the lower flange plate, and the outer end of the corrugated plate extending to the edge of the lower flange plate, so as to achieve multi-directional uniform load transfer.

[0007] Preferably, bolt holes are provided at the four corners of the upper flange plate and the lower flange plate, and the bolt holes are used to fix the bolt body to the tunnel steel arch frame.

[0008] Preferably, the upper flange is parallel to the lower flange, and the corrugated plate is perpendicular to both the lower and upper flanges.

[0009] Preferably, the combined corrugated plate component is arranged coaxially with the upper flange plate and the lower flange plate.

[0010] This invention also provides a design method for a composite corrugated plate adaptive pressure relief joint for soft rock tunnels with large deformation, used to design and manufacture the aforementioned composite corrugated plate adaptive pressure relief joint for soft rock tunnels with large deformation, comprising the following steps: S1. Determine the corner angle for the corrugated plate arrangement based on the number of corrugated plates; S2. Calculate the distance from the center of the lower flange plate to the crest of the corrugated plate according to the arrangement method; S3. Determine the side length of the lower flange plate; S4. Machining bolt holes at preset positions on the upper and lower flange plates; S5. Position and weld the corrugated plate, upper flange plate, and lower flange plate according to the arrangement to obtain the joint body; S6. Assemble and fix the joint body to the tunnel steel arch frame on site.

[0011] Preferably, in step S1, the corrugated plate rotation angle is the angle between the lines connecting the lower crests of two adjacent corrugated plates to the center of the lower flange plate, and the corrugated plate rotation angle is calculated using the following formula: ; in, For the corner of the corrugated plate, This represents the number of corrugated sheets.

[0012] Preferably, in step S2, the arrangement is a symmetrical center rotation arrangement or a spiral center rotation arrangement; When using a symmetrical center rotation arrangement, the first distance from the center of the lower flange plate to the crest of the corrugated plate is calculated using the following formula: ; in, When using a symmetrical center rotation arrangement, the first distance from the center of the lower flange plate to the crest of the corrugated plate is... The first empirical coefficient is a dimensionless parameter used to characterize the compactness of the symmetry center rotation arrangement under different surrounding rock grades. The value range is 4 to 6. The height of the corrugated plate. This refers to the crest height of the corrugated sheet; When using a spiral center rotation arrangement, the second distance from the center of the lower flange plate to the crest of the corrugated plate is calculated using the following formula: ; in, This refers to the second distance from the center of the lower flange plate to the crest of the corrugated plate when a spiral center rotation arrangement is adopted. The second empirical coefficient is a dimensionless parameter used to characterize the compactness of the spiral center rotation arrangement under different surrounding rock grades. The value range is 4 to 6. The number of corrugated sheets, The wavelength of the corrugated plate waveform.

[0013] Preferably, in step S3, when a symmetrical center rotation arrangement is adopted, the first side length of the lower flange plate is calculated using the following formula: ; in, The length of the first side of the lower flange plate when using a symmetrical center rotation arrangement. This is the third empirical coefficient, dimensionless, with a value range of 4 to 6. This refers to the first distance from the center of the lower flange plate to the crest of the corrugated plate when a symmetrical center rotation arrangement is adopted. When using a spiral center rotation arrangement, the side length of the lower flange plate is calculated using the following formula: ; in, This refers to the second side length of the lower flange plate when using a spiral center rotation arrangement. This is the fourth empirical coefficient, dimensionless, with a value range of 4 to 6. This refers to the second distance from the center of the lower flange plate to the crest of the corrugated plate when a spiral center rotation arrangement is adopted.

[0014] Preferably, in step S4, the preset positions are the four corners of the upper flange plate and the lower flange plate.

[0015] Preferably, in step S5, the upper end of the corrugated plate is fixed to the upper flange plate by double-sided welding, and the lower end of the corrugated plate is fixed to the lower flange plate by double-sided welding.

[0016] The technical solution of the present invention has the following advantages: In the present invention, the corrugated plate can form a secondary pressure relief effect when under pressure by symmetrical center rotation arrangement. By spiral center rotation arrangement, the corrugated plate can achieve multi-directional uniform load transfer. During construction, the corresponding joint body structure can be flexibly selected according to different geological characteristics such as large deformation of soft rock in tunnel and bias pressure of surrounding rock, thereby improving the adaptability of the joint body to complex soft rock geology.

[0017] Other features and advantages of the invention will be set forth in the following description, and will be apparent in part from the description, or may be learned by practicing the invention. The objects and other advantages of the invention may be realized and obtained by means of the means particularly pointed out in the written description and the accompanying drawings.

[0018] The technical solution of the present invention will be further described in detail below with reference to the accompanying drawings and embodiments. Attached Figure Description

[0019] The accompanying drawings are provided to further illustrate the invention and form part of the specification. They are used in conjunction with embodiments of the invention to explain the invention and do not constitute a limitation thereof. In the drawings: Figure 1 This is a schematic diagram of the overall structure of a combined corrugated plate adaptive pressure relief joint for soft rock tunnels with large deformation according to the present invention. Figure 2 This is a front view of the connector body in this invention; Figure 3 For the present invention Figure 2 A partial structural cross-sectional view at point AA; Figure 4 This is a schematic diagram of the corrugated plate in this invention using a spiral center rotation arrangement; Figure 5 This is a schematic diagram of a symmetrically rotated arrangement of different numbers of corrugated plates in this invention; Figure 6This is a schematic diagram of a spiral center rotation arrangement of different numbers of corrugated plates in this invention; Figure 7 This is a schematic diagram of the corrugated plate dimensions in this invention; Figure 8 This is a schematic diagram of the connector body installed between the left and right steel arch frames in this invention; Figure 9 This is a flowchart illustrating the design method of a combined corrugated plate adaptive pressure relief joint for soft rock tunnels with large deformation, as described in this invention.

[0020] In the diagram: 1. Joint body; 11. Upper flange plate; 12. Bolt hole; 13. Corrugated plate; 14. Lower flange plate; 15. Bolt body; 21. Left steel arch frame; 22. Right steel arch frame. Detailed Implementation

[0021] The preferred embodiments of the present invention will be described below with reference to the accompanying drawings. It should be understood that the preferred embodiments described herein are for illustration and explanation only and are not intended to limit the present invention.

[0022] Furthermore, in this invention, the use of terms such as "first" and "second" is for descriptive purposes only and does not specifically refer to any order or sequence, nor is it intended to limit the invention. They are merely used to distinguish components or operations described using the same technical terms and should not be construed as indicating or implying relative importance or implicitly specifying the number of indicated technical features. Therefore, a feature defined with "first" or "second" may explicitly or implicitly include at least one of those features. Additionally, the technical solutions and features of the various embodiments can be combined with each other, but this must be based on the ability of those skilled in the art to implement them. If a combination of technical solutions is contradictory or impossible to implement, it should be considered that such a combination of technical solutions does not exist and is not within the scope of protection claimed by this invention.

[0023] This invention provides a composite corrugated plate adaptive pressure relief joint for soft rock tunnels with large deformation, such as... Figures 1-6 As shown, it includes: a connector body 1, which includes an upper flange plate 11, a lower flange plate 14, and a combined corrugated plate component. The combined corrugated plate component is disposed between the upper flange plate 11 and the lower flange plate 14. The combined corrugated plate component includes a quantity of... The number of corrugated plates 13 is determined according to the grade of the surrounding rock of the tunnel. The upper end of the corrugated plate 13 is fixedly connected to the upper flange plate 11, and the lower end of the corrugated plate 13 is fixedly connected to the lower flange plate 14. Several corrugated plates 13 are arranged in a ring array with the geometric center of the lower flange plate 14 as the reference. The ring array arrangement includes one of the following two arrangement methods. Arrangement Method 1: Symmetrical rotation arrangement, with the crests of each corrugated plate 13 facing the central axis of the upper flange plate 11 and the lower flange plate 14, so as to form a secondary pressure relief effect when under pressure. Arrangement method two: spiral center rotation arrangement, with the inner end of each corrugated plate 13 close to the center of the lower flange plate 14, and the outer end of the corrugated plate 13 extending to the edge of the lower flange plate 14, so as to achieve multi-directional uniform load transfer. Bolt holes 12 are provided at the four corners of the upper flange plate 11 and the lower flange plate 14 respectively. The bolt holes 12 are used to fix the bolt body 15 to the tunnel steel arch frame. The upper flange 11 is parallel to the lower flange 14, and the corrugated plate 13 is perpendicular to the lower flange 14 and the upper flange 11. The combined corrugated plate component is arranged coaxially with the upper flange plate 11 and the lower flange plate 14.

[0024] The working principle and beneficial effects of the above technical solution are as follows: Figures 1-4 As shown, the connector body 1 of this application is selected for cross-section, and different arrangement methods have different pressure relief effects.

[0025] like Figure 5 As shown, when the symmetrical center rotation arrangement is adopted, when the corrugated plate 13 is compressed to a certain extent, multiple corrugated plates 13 will interact with each other and generate opposite forces to prevent the other corrugated plate 13 from being compressed. After the pressure continues to increase, the reaction force of the corrugated plate 13 cannot resist the pressure, and the corrugated plate 13 continues to be compressed, thus producing a secondary compression effect.

[0026] like Figure 6 As shown, when the spiral center rotation arrangement is adopted, the concentrated bearing effect of the corrugated plate 13 can be brought into play, and the force is uniform in all directions. The force distribution will be different depending on the number of corrugated plates 13 used. Increasing or decreasing the number of corrugated plates 13 can correspondingly enhance or reduce the maximum bearing capacity of the joint.

[0027] In another embodiment of the present invention, the upper flange plate 11 and the lower flange plate 14 may be made of different thicknesses and different materials, depending on the actual situation.

[0028] In another embodiment of the present invention, the bolt holes 12 drilled at the four corners of the upper flange plate 11 and the lower flange plate 14 can have different diameters, different numbers of holes, and different positions to facilitate high-strength bolt connection and ensure that they are connected as a whole with the adjacent steel arch frame. The bolt holes 12 are located at the four corners of the flange plate, and can be quickly and reliably connected to the steel arch frame through the bolt body 15, making installation convenient and highly versatile.

[0029] In another embodiment of the present invention, the corrugated plate 13 may have different heights, strengths, thicknesses and arrangements, and can be selected according to specific actual conditions.

[0030] In the above scheme, the joint body 1 is formed by the upper flange plate 11, the lower flange plate 14 and the combined corrugated plate component. The corrugated plate 13 is arranged in a ring array with the geometric center of the lower flange plate 14 as the reference. The arrangement can be either symmetrical center rotation or spiral center rotation according to different geological sections. This solution specifically solves the technical problems of existing rigid joints of steel arch frames in soft rock tunnels, such as lack of pressure relief capacity, single structural form, lack of secondary pressure relief function or uneven stress and easy failure. The joint body 1 forms an integral pressure relief structure through the upper flange plate 11, the lower flange plate 14 and the combined corrugated plate component. The corrugated plate 13 is arranged perpendicular to the upper flange plate 11 and the lower flange plate 14. It can generate controllable axial compression deformation under the action of surrounding rock pressure, realize adaptive pressure relief, effectively release the deformation pressure of surrounding rock, avoid the bending and fracture of steel arch frame due to rigid constraint, and ensure the safety and stability of tunnel support system. The corrugated plate 13 is arranged in a coaxial ring array with the geometric center of the lower flange 14 or the upper flange 11 as the reference, ensuring uniform force transmission and strong structural stability. The ring array arrangement can be a symmetrical center rotation arrangement or a spiral center rotation arrangement. When the joint body 1 adopts the symmetrical center rotation arrangement, the crest of the corrugated plate 13 faces the central axis of the upper flange 11 and the lower flange 14. Under pressure, it can form a secondary pressure relief effect, which has good multi-level deformation coordination ability, meets the multi-level pressure relief requirements of large deformation of soft rock, and can fully adapt to the large deformation of soft rock under high ground stress. The support requirements of the shaped section are effectively mitigated by the load impact caused by the continuous large deformation of the surrounding rock, solving the defects of existing joints that lack secondary pressure relief and cannot adapt to large deformation characteristics. When the joint body 1 adopts a spiral center rotation arrangement, the inner end of the corrugated plate 13 is close to the center, and the outer end extends towards the edge of the flange plate. With the ring array arrangement, the load can be uniformly transferred in multiple directions, improving the problems of uneven stress and easy eccentric load failure of traditional joints. In sections with uneven stress of the surrounding rock, shallow buried eccentric pressure, and fractured zones, it can effectively prevent joint eccentric load failure and improve the overall bearing stability of the joint body 1. By setting two independent arrangement methods, namely symmetrical center rotation arrangement or spiral center rotation arrangement, the corresponding joint body 1 structure can be flexibly selected according to different geological characteristics such as large deformation of soft rock and eccentric pressure of surrounding rock during construction, improving the adaptability of the joint body 1 to complex soft rock geology and meeting the zonal support requirements of tunnels continuously passing through multiple adverse geological sections.

[0031] like Figure 9 As shown, the present invention also provides a design method for a composite corrugated plate adaptive pressure relief joint for soft rock tunnels with large deformation, used to design and manufacture the aforementioned composite corrugated plate adaptive pressure relief joint for soft rock tunnels with large deformation, comprising the following steps: S1. Determine the corner angle for arranging the corrugated plates 13 based on the number of corrugated plates 13; S2. Calculate the distance from the center of the lower flange plate 14 to the crest of the corrugated plate 13 according to the arrangement. S3. Determine the side length of the lower flange plate 14; S4. Machining bolt holes 12 at preset positions on the upper flange plate 11 and the lower flange plate 14; S5. Position and weld the corrugated plate 13, the upper flange plate 11, and the lower flange plate 14 according to the arrangement to obtain the joint body 1. S6. Assemble and fix the joint body 1 to the tunnel steel arch frame on site, such as Figure 8 As shown, after the design is completed, the components are assembled on-site at the required location. High-strength bolts are installed in the bolt holes 12 to complete the connection between the upper flange plate 11, the lower flange plate 14 and the left steel arch frame 21 and the right steel arch frame 22. During transportation, the joint body 1 must not be compressed to avoid affecting the compression performance of the joint body 1.

[0032] In step S1, the rotation angle of the corrugated plate 13 is the angle between the lower crests of two adjacent corrugated plates 13 and the lines connecting them to the center of the lower flange plate 14. The rotation angle of the corrugated plate 13 is calculated using the following formula: ; in, For the 13 corner of the corrugated plate, 13 represents the quantity of corrugated plates, which is a dimensionless positive integer.

[0033] By calculating the rotation angle of the corrugated plate 13, the corrugated plates 13 are arranged at equal intervals according to the rotation angle of the corrugated plate 13 to ensure that the corrugated plates 13 are evenly arranged and the stress distribution is reasonable.

[0034] In step S2, the arrangement can be either a symmetrical center rotation arrangement or a spiral center rotation arrangement. When using the symmetrical center rotation arrangement, the number of corrugated plates 13 can be 2, 3, 4, or 5, etc. When using the spiral center rotation arrangement, the number of corrugated plates 13 can be 3, 4, 5, or 6, etc. Increasing the number of corrugated plates 13 will weaken their compression capacity, but will enhance their ability to resist surrounding rock deformation. At the same time, it will enhance the secondary compression capacity of the corrugated plates 13 in the symmetrical center rotation arrangement and the stability of the corrugated plates 13 in the spiral center rotation arrangement. Increasing the number of corrugated plates 13 weakens the overall compressive deformation capacity of a single corrugated plate working together, while increasing the overall structural stiffness and ultimate bearing capacity of the joint, thus enhancing the overall resistance to surrounding rock convergence deformation. It also enhances the secondary compression capacity of the corrugated plates arranged at the symmetrical center and the stability of the corrugated plates arranged at the helical center. This invention relies on selecting the number of corrugated plates according to the surrounding rock deformation level. For surrounding rock level IV, it is recommended to arrange 3 corrugated plates 13; for surrounding rock level V, it is recommended to arrange 4 corrugated plates 13; and for surrounding rock level VI, it is recommended to arrange 5 corrugated plates 13. Specifically, for high ground stress and large surrounding rock convergence... For Class IV surrounding rock, a small number of three corrugated plates (13) are selected, resulting in higher overall compression margin at the joints. This allows for greater compression deformation to fully release accumulated stress in the surrounding rock, prioritizing the adaptive yielding and pressure relief requirements. For Class V surrounding rock, where deformation gradually increases and convergence is controllable, a compromise is made with four corrugated plates (13), balancing appropriate yielding with structural support stiffness. For extremely fractured Class VI surrounding rock, characterized by extremely high ground stress and a high risk of overall collapse, five corrugated plates (13) are used. Increasing the number of corrugated plates enhances overall stiffness, moderately compresses the joints, and limits excessive unrestrained convergence deformation of the surrounding rock, preventing overall support instability caused by unlimited rock deformation. By selecting different numbers of corrugated plates for different rock grades, the system can switch between flexible pressure relief and yielding and rigid deformation control support as needed within the same structural form, balancing the dual support requirements of stress release and rock stability.

[0035] like Figure 3 As shown in the figure, the first distance from the center of the lower flange 14 to the crest of the corrugated plate 13 is indicated when the arrangement is rotated around the center of symmetry. 13-corner corrugated sheet and the first side length of the upper flange plate 11 and the lower flange plate 14 .

[0036] like Figure 4 As shown in the figure, the second distance from the center of the lower flange 14 to the crest of the corrugated plate 13 is indicated when the spiral center rotation arrangement is adopted. 13-corner corrugated sheet and the second side length of the upper flange plate 11 and the lower flange plate 14 .

[0037] When the surrounding rock grade is IV, it is recommended to install 3 corrugated plates 13; when the surrounding rock grade is V, it is recommended to install 4 corrugated plates 13; when the surrounding rock grade is VI, it is recommended to install 5 corrugated plates 13. When a symmetrical center rotation arrangement is adopted, the first distance from the center of the lower flange plate 14 to the crest of the corrugated plate 13 is... Calculated using the following formula: ; in, When using a symmetrical center rotation arrangement, the first distance from the center of the lower flange plate 14 to the crest of the corrugated plate 13 is... The first empirical coefficient is a dimensionless parameter used to characterize the compactness of the symmetry center rotation arrangement under different surrounding rock grades. Its value ranges from 4 to 6. For example, for grade IV surrounding rock, Option 4 is acceptable, especially for Class V surrounding rock. A value of 5 is acceptable, especially for Class VI surrounding rock. A value of 6 can be used to adjust the initial spacing of the corrugated plates 13, thereby affecting the triggering timing of the secondary pressure relief effect. The height of corrugated plate 13 The height of the corrugated plate 13 is, for example... Figure 7 As shown in the figure, the height of the corrugated plate 13 is marked. and the crest height of the corrugated plate 13 This joint is suitable for use in weak surrounding rock. When the surrounding rock is Class IV, the height of the corrugated plate 13 is... The recommended value is 200mm. When the surrounding rock is Class V, the height of the corrugated plate 13 is... The recommended value is 300mm. When the surrounding rock is Class VI, the height of the corrugated plate 13 is... The recommended value is 400mm. If the surrounding rock deformation is large, the height of the corrugated plate 13 can be increased accordingly. In the formula of this invention, the peak height of the corrugated plate 13 The set value is 60mm (excluding the thickness of the corrugated plate 13), and the crest height of the corrugated plate 13 can be adjusted according to different waveforms. The value; When a spiral center rotation arrangement is adopted, the second distance from the center of the lower flange plate 14 to the crest of the corrugated plate 13 is... Calculated using the following formula: ; in, This refers to the second distance from the center of the lower flange 14 to the crest of the corrugated plate 13 when a spiral center rotation arrangement is adopted. The second empirical coefficient is a dimensionless parameter used to characterize the compactness of the spiral center rotation arrangement under different surrounding rock grades. Its value ranges from 4 to 6. For example, for grade IV surrounding rock, Option 4 is acceptable, especially for Class V surrounding rock. A value of 5 is acceptable, especially for Class VI surrounding rock. Option 6 can be used to adjust the initial assembly gap of the corrugated plate 13, thereby controlling the overall stiffness and structural stability of the joint. The quantity is 13 for corrugated plates. The wavelength of the waveform of corrugated plate 13, such as Figure 7 As shown in the figure, the wavelength of the waveform of corrugated plate 13 is marked. .

[0038] Based on the clearly defined parameters, units, physical meanings, and calculation formulas described above, those skilled in the art can determine the layout parameters of the corrugated plate 13 without any doubt, thereby stably achieving the technical effects of the present invention.

[0039] The distance from the center of the lower flange 14 to the crest of the corrugated plate 13 is calculated according to different arrangement methods to adapt to the stress characteristics of different arrangement methods and ensure the structural strength of the joint body 1.

[0040] In step S3, when a symmetrical rotation arrangement is adopted, the first side length of the lower flange plate 14 is... Calculated using the following formula: ; in, The first side length of the lower flange plate 14 when arranged with a symmetrical center of rotation. This is the third empirical coefficient, dimensionless, obtained through experiments and engineering experience. It is used to adjust the flange size allowance according to the surrounding rock grade, with a value range of 4 to 6; for Class IV surrounding rock... Take Class 4, Class V surrounding rock Take Class 5 and VI surrounding rock. Take 6, pass The flange outer contour dimensions are adjusted by changing the values ​​to meet the pressure bearing and bolt assembly requirements under different surrounding rock conditions. The first distance from the center of the lower flange 14 to the crest of the corrugated plate 13 when the symmetrical center rotation arrangement is adopted; When the spiral center rotation arrangement is adopted, the second side length of the lower flange plate 14 is... Calculated using the following formula: ; in, The second side length of the lower flange plate 14 when using a spiral center rotation arrangement. The fourth empirical coefficient, dimensionless, is obtained through experiments and engineering experience. It is used to adjust the flange size allowance according to the surrounding rock grade, with a value range of 4 to 6; Class IV surrounding rock. Take Class 4, Class V surrounding rock Take Class 5 and VI surrounding rock. Take 6, pass The flange outer contour dimensions are adjusted by changing the values ​​to meet the pressure bearing and bolt assembly requirements under different surrounding rock conditions. This refers to the second distance from the center of the lower flange 14 to the crest of the corrugated plate 13 when a spiral center rotation arrangement is adopted.

[0041] The area of ​​the lower flange plate 14 is the same as the cross-sectional area of ​​the steel arch frame connection.

[0042] In step S4, the preset positions are the four corners of the upper flange plate 11 and the lower flange plate 14.

[0043] In step S5, the upper end of the corrugated plate 13 is fixed to the upper flange plate 11 by double-sided welding, and the lower end of the corrugated plate 13 is fixed to the lower flange plate 14 by double-sided welding. After the upper flange plate 11, the lower flange plate 14 and the corrugated plate 13 are arranged in accordance with the required arrangement in the factory, they are welded. The weld is double-sided welding to ensure the good integrity of the corrugated plate 13, the upper flange plate 11 and the lower flange plate 14, to avoid weld leg damage when compressed, and to extend the service life of the joint body 1.

[0044] In the above design method, by determining the distance from the center of the lower flange plate 14 to the crest of the corrugated plate 13, the joint body 1 can be adapted to different levels of surrounding rock pressure. Based on the number of corrugated plates 13, the rotation angle of the corrugated plates 13 can be calculated, allowing for flexible adjustment of the overall compression performance and pressure relief capacity of the joint body 1. The symmetrical center rotation arrangement of the corrugated plates 13 can achieve a secondary pressure relief effect, while the spiral center rotation arrangement can achieve multi-directional uniform load bearing. This ensures coordinated adaptation between the steel arch and the surrounding rock deformation, effectively preventing bending, breakage, and other damage to the steel arch due to rigid overload, thus improving the safety and stability of the support structure. By setting two independent arrangement methods—symmetrical center rotation arrangement or spiral center rotation arrangement—the corresponding joint body 1 structure can be flexibly selected during construction according to different geological characteristics such as large deformation of soft rock and bias pressure of the surrounding rock, improving the adaptability of the joint body 1 to complex soft rock geology and meeting the zonal support requirements for tunnels continuously traversing multiple adverse geological sections.

[0045] In the description of this invention, it should be understood that the terms "center," "longitudinal," "lateral," "length," "width," "thickness," "upper," "lower," "front," "rear," "left," "right," "vertical," "horizontal," "top," "bottom," "inner," "outer," "clockwise," "counterclockwise," "axial," "radial," and "circumferential" indicate the orientation or positional relationship based on the orientation or positional relationship shown in the accompanying drawings. They are used only for the convenience of describing this invention and simplifying the description, and are not intended to indicate or imply that the device or element referred to must have a specific orientation, or be constructed and operated in a specific orientation. Therefore, they should not be construed as limitations on this invention.

[0046] In this invention, unless otherwise explicitly specified and limited, the terms "installation," "connection," "linking," and "fixing," etc., should be interpreted broadly. For example, they can refer to a fixed connection, a detachable connection, or an integral part; they can refer to a mechanical connection, an electrical connection, or a connection that allows communication between them; they can refer to a direct connection or an indirect connection through an intermediate medium; they can refer to the internal communication of two components or the interaction between two components, unless otherwise explicitly limited. Those skilled in the art can understand the specific meaning of the above terms in this invention according to the specific circumstances.

[0047] Although embodiments of the present invention have been disclosed above, they are not limited to the applications listed in the specification and embodiments. They can be applied to various fields suitable for the present invention. Other modifications can be easily made by those skilled in the art. Therefore, without departing from the general concept defined by the claims and their equivalents, the present invention is not limited to the specific details and illustrations shown and described herein.

Claims

1. A composite corrugated plate adaptive pressure relief joint for soft rock tunnels with large deformation, characterized in that, include: The joint body includes an upper flange plate, a lower flange plate, and a combined corrugated plate component. The combined corrugated plate component is disposed between the upper flange plate and the lower flange plate. The combined corrugated plate component comprises a quantity of... The number of corrugated plates is determined according to the grade of the surrounding rock of the tunnel. The upper end of the corrugated plate is fixedly connected to the upper flange plate, and the lower end of the corrugated plate is fixedly connected to the lower flange plate. Several corrugated plates are arranged in a ring array with the geometric center of the lower flange plate as the reference. The ring array arrangement includes one of the following two arrangement methods. Arrangement Method 1: Symmetrical center rotation arrangement, with the crests of each corrugated plate facing the central axis of the upper and lower flange plates, so as to form a secondary pressure relief effect when under pressure. Arrangement Method Two: Spiral Center Rotation Arrangement, with the inner end of each corrugated plate close to the center of the lower flange plate, and the outer end of the corrugated plate extending to the edge of the lower flange plate, so as to achieve multi-directional uniform load transfer.

2. The adaptive pressure relief joint of a combined corrugated plate for large deformation tunnels in soft rock according to claim 1, characterized in that, Bolt holes are provided at the four corners of the upper and lower flange plates. The bolt holes are used to fix the bolts to the tunnel steel arch frame.

3. The adaptive pressure relief joint of a combined corrugated plate for large deformation tunnels in soft rock according to claim 1, characterized in that, The upper flange is parallel to the lower flange, and the corrugated plate is perpendicular to both the lower and upper flanges.

4. The adaptive pressure relief joint of a combined corrugated plate for large deformation tunnels in soft rock according to claim 1, characterized in that, The combined corrugated plate component is arranged coaxially with the upper flange plate and the lower flange plate.

5. A design method for a composite corrugated plate adaptive pressure relief joint for soft rock tunnels with large deformation, used to design a composite corrugated plate adaptive pressure relief joint for soft rock tunnels with large deformation as described in any one of claims 1-4, characterized in that, Includes the following steps: S1. Determine the corner angle for the corrugated plate arrangement based on the number of corrugated plates; S2. Calculate the distance from the center of the lower flange plate to the crest of the corrugated plate according to the arrangement method; S3. Determine the side length of the lower flange plate; S4. Machining bolt holes at preset positions on the upper and lower flange plates; S5. Position and weld the corrugated plate, upper flange plate, and lower flange plate according to the arrangement to obtain the joint body. S6. Assemble and fix the joint body to the tunnel steel arch frame on site.

6. The design method for a composite corrugated plate adaptive pressure relief joint for soft rock large deformation tunnels according to claim 5, characterized in that, In step S1, the corrugated plate rotation angle is the angle between the lines connecting the lower crests of two adjacent corrugated plates to the center of the lower flange plate. The corrugated plate rotation angle is calculated using the following formula: ； in, For the corner of the corrugated plate, This represents the number of corrugated sheets.

7. The design method for a composite corrugated plate adaptive pressure relief joint for large deformation tunnels in soft rock according to claim 6, characterized in that, In step S2, the arrangement method is either a symmetrical center rotation arrangement or a spiral center rotation arrangement; When using a symmetrical center rotation arrangement, the first distance from the center of the lower flange plate to the crest of the corrugated plate is calculated using the following formula: ; in, When using a symmetrical center rotation arrangement, the first distance from the center of the lower flange plate to the crest of the corrugated plate is... The first empirical coefficient is a dimensionless parameter used to characterize the compactness of the symmetry center rotation arrangement under different surrounding rock grades. The value range is 4 to 6. The height of the corrugated plate. This refers to the crest height of the corrugated sheet; When using a spiral center rotation arrangement, the second distance from the center of the lower flange plate to the crest of the corrugated plate is calculated using the following formula: ； in, This refers to the second distance from the center of the lower flange plate to the crest of the corrugated plate when a spiral center rotation arrangement is adopted. The second empirical coefficient is a dimensionless parameter used to characterize the compactness of the spiral center rotation arrangement under different surrounding rock grades. The value range is 4 to 6. The number of corrugated sheets, The wavelength of the corrugated plate waveform.

8. The design method for a composite corrugated plate adaptive pressure relief joint for soft rock large deformation tunnels according to claim 7, characterized in that, In step S3, when using a symmetrical center rotation arrangement, the first side length of the lower flange plate is calculated using the following formula: ； in, The length of the first side of the lower flange plate when using a symmetrical center rotation arrangement. This is the third empirical coefficient, dimensionless, with a value range of 4 to 6. This refers to the first distance from the center of the lower flange plate to the crest of the corrugated plate when a symmetrical center rotation arrangement is adopted. When using a spiral center rotation arrangement, the side length of the lower flange plate is calculated using the following formula: ； in, This refers to the second side length of the lower flange plate when using a spiral center rotation arrangement. This is the fourth empirical coefficient, dimensionless, with a value range of 4 to 6. This refers to the second distance from the center of the lower flange plate to the crest of the corrugated plate when a spiral center rotation arrangement is adopted.

9. The design method for a composite corrugated plate adaptive pressure relief joint for soft rock large deformation tunnels according to claim 5, characterized in that, In step S4, the preset positions are the four corners of the upper flange plate and the lower flange plate.

10. The design method for a composite corrugated plate adaptive pressure relief joint for soft rock large deformation tunnels according to claim 5, characterized in that, In step S5, the upper end of the corrugated plate is fixed to the upper flange plate by double-sided welding, and the lower end of the corrugated plate is fixed to the lower flange plate by double-sided welding.

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