High-bearing-capacity tooth-shaped connector segment for shield tunnel
By using a toothed joint design and a multi-bolt hole structure, the problems of high bending moment requirements and insufficient bearing capacity of traditional joints in irregular shield tunnels are solved. This achieves balanced force on the inner and outer sides of the joint and integrity of the segment structure, making it suitable for the high bearing capacity requirements of irregular shield tunnels.
Patent Information
- Application Number
- CN202511211813.X
- Authority / Receiving Office
- CN · China
- Patent Type
- Applications(China)
- Current Assignee / Owner
- Filing Date
- 2025-08-27
- Publication Date
- 2025-11-04
AI Technical Summary
Existing technologies are insufficient to meet the high bending moment requirements of irregular shield tunnels. Traditional joints have insufficient bearing capacity and uneven stress distribution, especially under high internal water pressure conditions, which weakens the segment cross-section and poses safety hazards.
The design employs toothed male and female connectors, which are staggered and equipped with multiple bolt holes and through bolts to form multiple shear surfaces that share the load, thereby improving the bending load capacity of the joint. The stress balance is optimized by adjusting the bolt hole spacing.
It significantly improves the bending load-bearing capacity of the joint, ensures the integrity of the segment cross section, adapts to the high bending moment conditions of irregular shield tunnels, balances the load-bearing capacity on the inner and outer sides, simplifies the construction process and reduces costs.
Smart Images
Figure CN120889595A_ABST
Abstract
Description
TECHNICAL FIELD
[0001] The present application relates to the technical field of shield tunnel joint segments, more particularly to a high-bearing-capacity tooth-shaped joint segment of a shield tunnel. BACKGROUND
[0002] With the continuous development of urban underground space in China, the application scenarios of shield tunnel projects are becoming increasingly complex, and the cross-section forms are expanding from the traditional circular shape to rectangular, quasi-rectangular and other special-shaped structures. Circular shield tunnels mainly rely on structural arch effect to bear loads under confining pressure, with axial force as the main force and bending moment as the auxiliary force, and the segment joints are in a small eccentric force state, so the bearing capacity requirement of the segment joints is relatively low.
[0003] However, the stress characteristics of rectangular, quasi-rectangular and other special-shaped shield tunnels change significantly under confining pressure, with bending moment as the main force and axial force as the auxiliary force, especially at key parts such as the haunch, which puts extremely high requirements on the bearing capacity of the joints. At present, in response to such high bearing capacity requirements, high-performance materials such as HUPC (high-performance concrete) are commonly used for cast-in-place construction in the industry, but this process has problems such as complex construction process, long construction period, high cost and strict requirements on site construction precision, making it difficult to adapt to large-scale engineering applications.
[0004] At the same time, in high internal water pressure conditions (such as water conveying tunnels), the outside of the segment joint needs to bear a large bending resistance load. The traditional solution is to increase the depth of the bolt operation hole to place the bolts outside, thereby improving the outside bending resistance. However, this method significantly weakens the cross-sectional integrity of the reinforced concrete segment, resulting in a decrease in the strength of the segment body and posing a structural safety hazard.
[0005] In addition, traditional segments commonly use steel bolt plate joints, and the bolts are often located near the neutral axis of the cross-section due to the limitation of the depth of the operation hole, which cannot fully utilize the stress performance, resulting in low bending resistance capacity of the joint. Moreover, the bearing capacity of the inside and outside of the joint when subjected to bending is significantly different, making it difficult to adapt to complex conditions where the internal and external water pressures are both large and the bending moments are basically equal. SUMMARY
[0006] To solve the above problems of high bending moment demand of special-shaped shield, weakening of segment cross-section under high internal water pressure conditions, and insufficient and uneven bearing capacity of traditional joints, the present application provides a high-bearing-capacity tooth-shaped joint segment of a shield tunnel, which aims to significantly improve the bearing capacity of the joint and achieve balanced internal and external stress by innovating the joint structure design while ensuring the cross-sectional integrity of the segment.
[0007] To achieve the above purpose, the high-bearing-capacity tooth-shaped joint segment of a shield tunnel provided by the present application comprises a reinforced concrete segment, a tooth-shaped male joint and a tooth-shaped female joint, the tooth-shaped male joint and the tooth-shaped female joint are respectively arranged at both ends of the reinforced concrete segment and are arranged in a staggered manner. The toothed male joint and the toothed female joint are provided with corresponding bolt holes, the bolt holes are more than two and are arranged side by side on the toothed male joint and the toothed female joint respectively, the bolt holes penetrate through two opposite sides of the toothed male joint and the toothed female joint, and the distance between the adjacent two bolt holes is a set distance.
[0008] Preferably, the toothed male joint and the toothed female joint are anchored to the left and right ends of the reinforced concrete pipe piece through the anchor bars respectively.
[0009] Preferably, the set distance of the distance between the adjacent two bolt holes is greater than 300 mm.
[0010] Preferably, the set distance of the distance between the adjacent two bolt holes is 400-800 mm.
[0011] Preferably, the toothed male joint is provided with corresponding bolt working holes at the bolt holes.
[0012] Preferably, the toothed female joint is provided with corresponding reserved nuts in the bolt holes.
[0013] Preferably, the toothed male joint is provided with more than two.
[0014] Preferably, the toothed female joint is provided with more than two.
[0015] Preferably, when the adjacent two shield tunnel high bearing capacity toothed joint pipe pieces are assembled, the toothed female joint of one of the shield tunnel high bearing capacity toothed joint pipe pieces and the toothed male joint of the other shield tunnel high bearing capacity toothed joint pipe piece are sequentially inserted with each other, so that the bolt holes on the toothed male joint and the toothed female joint are aligned, then the through bolts are inserted into the bolt holes and tightened, and the adjacent two shield tunnel high bearing capacity toothed joint pipe pieces are fixedly connected.
[0016] Preferably, the toothed male joint and the toothed female joint are both made of steel.
[0017] According to the above technical solution, compared with the prior art, the shield tunnel high bearing capacity toothed joint pipe piece provided by the present application has the following beneficial effects: 1. The bending bearing capacity of the joint is greatly improved: the meshing structure of the toothed male joint and the toothed female joint converts the stress of a single bolt of the traditional joint into the common bearing of multiple shear joints, so that the bending bearing capacity of the joint is directly increased by several times; at the same time, by adjusting the length of the toothed joint to select the appropriate distance between the bolt holes, the moment can be increased from 200-300 mm to 400-800 mm, which further enlarges the bearing capacity and fundamentally solves the problem of insufficient bearing capacity of the traditional joint. 2. Balanced carrying capacity of inner and outer joints: The application uses the shear carrying capacity of the through bolt as the core source of the cross-section bending capacity, rather than relying on the product of the concrete compressive carrying capacity and the moment, so that the carrying capacity of the joint is completely consistent when bending on the inner and outer sides, which can adapt to the complex working conditions of large water pressure and equal bending moment on the inner and outer sides, and make up for the defects of significant difference in carrying capacity of traditional joints on the inner and outer sides. 3. Avoid weakening the pipe section: Compared with the problem of reducing the pipe section due to the concave pit of bolt operation in traditional joints, the application improves the structure of the toothed joint without setting a large concave pit, reduces the damage to the reinforced concrete pipe section, ensures the structural integrity of the pipe body, and improves the overall safety. 4. Adapt to high-moment working conditions of special-shaped shield: According to the stress characteristics of special-shaped shield such as rectangle, rectangle and other special-shaped shield (especially the arch waist part), the high carrying capacity characteristics of the application can directly replace the complex process such as HUPC cast-in-place, which simplifies the construction process, reduces the cost, and meets the demand of special-shaped shield for high joint carrying capacity. BRIEF DESCRIPTION OF DRAWINGS
[0018] In order to more clearly illustrate the technical solutions in the embodiments of the application or the prior art, the following will briefly introduce the drawings needed to be used in the embodiments or prior art description. Obviously, the drawings in the following description are only embodiments of the application, and those skilled in the art can obtain other drawings according to the provided drawings without creative labor.
[0019] Figure 1 The plan view of the high carrying capacity toothed joint pipe of the shield tunnel of the application; Figure 2 The elevation view of the high carrying capacity toothed joint pipe of the shield tunnel of the application; Figure 3 The assembly process schematic view of the high carrying capacity toothed joint pipe of the shield tunnel of the application; Figure 4 The plan view of the high carrying capacity toothed joint pipe of the shield tunnel of the application after assembly; Figure 5 The elevation view of the high carrying capacity toothed joint pipe of the shield tunnel of the application after assembly; Figure 6 The structure schematic view of the traditional pipe steel bolt plate joint; Figure 7 The carrying capacity principle diagram of the traditional pipe steel bolt plate joint when bending on the outer side; Figure 8 The carrying capacity principle diagram of the traditional pipe steel bolt plate joint when bending on the outer side; Figure 9The figure of the carrying capacity principle of the shield tunnel high carrying capacity tooth-shaped joint segment when bending.
[0020] Marked for explanation: 1-reinforced concrete segment; 2-tooth-shaped male joint; 3-tooth-shaped female joint; 4-reserved nut; 5-anchor bar; 6-bolt working hole; 7-bolt hole; 8-through bolt; 9-steel bolt plate; 10-straight bolt; 11-nut; 12-bolt operation pit; 13-shear surface. Specific embodiments
[0021] The technical solutions in the embodiments of the present application will be clearly and completely described below with reference to the drawings in the embodiments of the present application. Obviously, the described embodiments are only a part of the embodiments of the present application, rather than all the embodiments. The description of one exemplary embodiment is actually only illustrative, but not as any limitation on the present application and its application or use. Based on the embodiments in the present application, all other embodiments obtained by those skilled in the art without creative labor fall within the scope of the present application.
[0022] As shown in Figure 1 , Figure 2 The shield tunnel high carrying capacity tooth-shaped joint segment provided by the present application comprises a reinforced concrete segment 1, a steel tooth-shaped male joint 2 and a steel tooth-shaped female joint 3. The tooth-shaped male joint 2 and the tooth-shaped female joint 3 are respectively anchored to the left and right ends of the reinforced concrete segment 1 through anchor bars 5. The tooth-shaped male joint 2 on one side and the tooth-shaped female joint 3 on the other side are arranged in a staggered manner to facilitate subsequent insertion and assembly. The tooth-shaped male joint 2 and the tooth-shaped female joint 3 can be provided with one or more than two. The tooth-shaped male joint 2 and the tooth-shaped female joint 3 are provided with corresponding bolt holes 7. The bolt holes 7 are provided with two or more than two and are arranged side by side on the tooth-shaped male joint 2 and the tooth-shaped female joint 3. The bolt holes 7 penetrate through two opposite sides of the tooth-shaped male joint 2 and the tooth-shaped female joint 3. The distance between the adjacent two bolt holes 7 is greater than 300mm In this embodiment, the tooth-shaped male joint 2 and the tooth-shaped female joint 3 are respectively provided with three, and the bolt holes 7 are arranged side by side with two, and the distance between the adjacent two bolt holes 7 is 400-800mm.
[0023] As shown in Figures 3-5 When the adjacent two shield tunnel high carrying capacity tooth-shaped joint segments are assembled, the tooth-shaped female joint 3 of one of the shield tunnel high carrying capacity tooth-shaped joint segments and the tooth-shaped male joint 2 of the other shield tunnel high carrying capacity tooth-shaped joint segment are sequentially inserted to align the bolt holes 7 on the tooth-shaped male joint 2 and the tooth-shaped female joint 3, and then the through bolt 8 is inserted into the bolt hole 7 and tightened to realize the fixed connection of the adjacent two shield tunnel high carrying capacity tooth-shaped joint segments.
[0024] In order to further optimize the above scheme, the present application is provided with corresponding bolt working holes 6 at the bolt holes 7 on the toothed male joint 2, and the toothed female joint 3 is provided with reserved nuts 4 corresponding to the bolt holes 7, thereby further increasing the connection stability between the adjacent two high-bearing-capacity toothed joint segments of the shield tunnel.
[0025] As shown in Figure 6 , the traditional segment steel bolt plate joint is generally composed of a reinforced concrete segment 1, a steel bolt plate 9, a straight bolt 10, a nut 11, a bolt operation pit 12, and an anchor bar 5. Since the bolt operation pit 12 has a cutting effect on the reinforced concrete segment 1, its depth should not exceed 60%, so the straight bolt 10 is usually located in the middle of the reinforced concrete segment 1 and close to the inside and the neutral axis of the cross section. Therefore, the straight bolt 10 cannot fully exert the bearing capacity.
[0026] As shown in Figure 7 , when the inside of the traditional segment steel bolt plate joint is bent, the cross-sectional bending resistance M1 is equal to the concrete compressive bearing capacity N1 multiplied by the moment F y1 . As shown in Figure 8 , when the outside of the traditional segment steel bolt plate joint is bent, the cross-sectional bending resistance M2 is equal to the concrete compressive bearing capacity N2 multiplied by the moment F y2 . Since the moments F y1 and F y2 are much smaller than the segment cross-sectional height, and in a 500mm high segment, the moments L y1 , L y2 are usually 200-300mm, so the segment joint bending bearing capacity is small, and the straight bolt 10 is not in yield.
[0027] As shown in Figure 9 , when the shield tunnel high-bearing-capacity toothed joint segment of the present application is bent after assembly, the cross-sectional bending resistance M3 is equal to the shear bearing capacity F3 of the through bolt 8 multiplied by the moment L X1 . The moment L X1 can be adjusted according to the bearing capacity by the length of the steel toothed male and female joints. When a 500mm high segment is used, the moment can reach 400-800mm, which is much higher than that of the traditional segment steel bolt plate joint. In addition, the toothed male joint 2 and the toothed female joint 3 form 5 shear planes 13 at the joint insertion part, and the joint bending bearing capacity is provided by the 5 shear planes 13, so the bearing capacity is increased by 5 times. At the same time, the joint segment cross-sectional bending bearing capacity of the present application is only provided by the shear bearing capacity F3 of the through bolt 8, so the inside and outside bearing capacities of the joint segment of the present application are the same, and it can be applied to the working conditions where the inside and outside water pressures are large and the inside and outside bending moments are basically equal. It is also very suitable for the working conditions of the rectangular shield waist part where the bending moment is large and the axial force is small.
[0028] It should be noted that all directional indications, such as upper, lower, left, right, front, back, under, over, upper, lower, left, right, front, back, etc., are only used to explain the relative position relationship, movement condition, etc. between components in a certain posture (as shown in the drawings), and if the certain posture changes, the directional indications will also change accordingly.
[0029] In the present application, unless otherwise explicitly specified and limited, the terms "connection", "fixation" and the like should be understood in a broad sense, for example, "fixation" can be fixed connection, or detachable connection, or integral; can be mechanical connection, or electrical connection; can be direct connection, or indirect connection through intermediate medium; can be internal communication of two elements or interaction relationship between two elements, unless otherwise explicitly limited. For those skilled in the art, the specific meaning of the above terms in the present application can be understood according to the specific circumstances.
[0030] In addition, if the present application has a description of "first", "second" and the like, the description of "first", "second" and the like is only for the purpose of description, and cannot be understood as indicating or implying the relative importance of the indicated technical features or implicitly indicating the number of the indicated technical features. Therefore, the features limited by "first", "second" can explicitly or implicitly include at least one of the features. In addition, the meaning of "and / or" appearing throughout the text includes three parallel schemes, for example, "A and / or B" includes A scheme, or B scheme, or A and B scheme. In addition, the technical solutions of each embodiment can be combined with each other, but it must be based on the realization of ordinary skilled in the art, when the combination of technical solutions appears contradictory or unachievable, it should be considered that the combination of technical solutions does not exist, nor within the scope of protection claimed by the present application.
[0031] The above description of the disclosed embodiments enables those skilled in the art to implement or use the present application. Various modifications to these embodiments will be apparent to those skilled in the art, and the general principles defined herein can be implemented in other embodiments without departing from the spirit or scope of the present application. Therefore, the present application will not be limited to these embodiments shown herein, but will conform to the widest scope consistent with the principles and novel features disclosed herein.
Claims
1. A high-bearing-capacity toothed joint segment for shield tunnels, characterized in that, It includes a reinforced concrete pipe segment (1), a toothed male connector (2) and a toothed female connector (3), wherein the toothed male connector (2) and the toothed female connector (3) are respectively located at both ends of the reinforced concrete pipe segment (1) and are staggered. The toothed male connector (2) and the toothed female connector (3) are provided with corresponding bolt holes (7). There are two or more bolt holes (7) arranged side by side on the toothed male connector (2) and the toothed female connector (3). The bolt holes (7) penetrate two opposite sides of the toothed male connector (2) and the toothed female connector (3). The distance between two adjacent bolt holes (7) is a set distance.
2. The high-bearing-capacity toothed joint segment for shield tunnels according to claim 1, characterized in that, The toothed male connector (2) and the toothed female connector (3) are respectively anchored to the left and right ends of the reinforced concrete pipe segment (1) by anchor bars (5).
3. The high-bearing-capacity toothed joint segment for shield tunnels according to claim 1, characterized in that, The set distance between two adjacent bolt holes (7) is greater than 300mm.
4. The high-bearing-capacity toothed joint segment for shield tunnels according to claim 3, characterized in that, The set distance between two adjacent bolt holes (7) is 400~800mm.
5. The high-bearing-capacity toothed joint segment for shield tunnels according to claim 1, characterized in that, The toothed male connector (2) has a corresponding bolt working hole (6) at the bolt hole (7).
6. The high-bearing-capacity toothed joint segment for shield tunnels according to claim 1, characterized in that, The toothed female connector (3) is provided with a reserved nut (4) corresponding to the bolt hole (7).
7. The high-bearing-capacity toothed joint segment for shield tunnels according to claim 1, characterized in that, The toothed male connector (2) has two or more.
8. The high-bearing-capacity toothed joint segment for shield tunnels according to claim 1, characterized in that, The toothed female connector (3) has two or more.
9. The high-bearing-capacity toothed joint segment for shield tunnels according to claim 1, characterized in that, When assembling two adjacent shield tunnel high-bearing capacity toothed joint segments, the toothed female joint (3) of one shield tunnel high-bearing capacity toothed joint segment is inserted into the toothed male joint (2) of the other shield tunnel high-bearing capacity toothed joint segment in sequence, so that the bolt holes (7) on the toothed male joint (2) and the toothed female joint (3) are aligned. Then, through bolts (8) are inserted into the bolt holes (7) and tightened to achieve a fixed connection between the two adjacent shield tunnel high-bearing capacity toothed joint segments.
10. The high-bearing-capacity toothed joint segment for shield tunnels according to claim 1, characterized in that, Both the toothed male connector (2) and the toothed female connector (3) are made of steel.