A fault zone dislocation inhomogeneous deformation isolation structure

Abstract

The present application belongs to the technical field of railway subgrade, and discloses a fault zone dislocation uneven deformation isolation structure, which is respectively laid between the subgrade bottom layer and the embankment below the subgrade, and between the subgrade surface layer and the subgrade bottom layer, and is arranged along the direction of the line; the fault zone dislocation uneven deformation isolation structure comprises: a plurality of rubber pad layers (1), and a closed slide rail (2) and a splicing joint (3) for connecting the plurality of rubber pad layers (1); wherein: the upper and lower surfaces of each rubber pad layer (1) are provided with point-shaped protrusions (4); the direction of the closed slide rail (2) is parallel to the direction of the fault zone, the direction of the splicing joint (3) is perpendicular to the direction of the fault zone, and each rubber pad layer (1) is connected into a whole isolation structure through the closed slide rail (2) and the splicing joint (3).

Description

TECHNICAL FIELD

[0001] The present application belongs to the technical field of railway subgrade, and particularly relates to a fault zone dislocation non-uniform deformation isolation structure. BACKGROUND

[0002] The development of China's railways faces the new pattern of filling in the gaps in western railways, building multi-directional access to Tibet, and perfecting the external access channels outside the province. Generally speaking, considering the negative impact caused by active fault zones, in the past, active fault zones were often avoided in the process of railway engineering route selection, but with the gradual densification of China's railway network and the urgent need to build railways in the southwestern and northwestern rugged mountainous areas, some newly built railway lines will inevitably pass through active fault zone areas. The strong ground motion effect, strong earthquake surface rupture effect and long-term creep dislocation effect of the fault zone during rapid stick-slip dislocation are significant, which poses a great challenge to the construction and later operation of the near-fault railway subgrade, and new fault zone dislocation non-uniform deformation control measures need to be developed urgently.

[0003] In the prior art, common fault zone dislocation subgrade deformation control measures mainly include geogrids, pile-slab structures, etc. Figure 1 As shown in the figure, the geogrid has high damping, large elastic modulus and excellent flexibility, and through the interlocking and friction effect between the geogrid and the subgrade filler, the toughness and stability of the subgrade structure are significantly enhanced. As shown in the figure, the pile-slab structure has strong rigidity. These two measures enable the subgrade to have the ability to resist fault zone dislocation deformation to some extent. Figure 2

[0004] The prior art scheme has the following technical defects:

[0005] 1. The anti-dislocation deformation and shock absorption and energy dissipation capacity of the existing subgrade reinforcement measures need to be improved

[0006] The fault zone is the source of earthquakes, and it can also cause surface rupture and release a huge amount of energy while generating seismic waves. The commonly used pile-slab structure of the subgrade is a rigid structure and cannot absorb the dislocation and seismic energy of the fault zone through its own deformation. When the fault zone stick-slip dislocation is small and the earthquake magnitude is low, the structure can still resist it. If a near-fault strong earthquake and large-scale surface rupture occur, the rigid structure is prone to brittle failure, which threatens the safety of railway subgrade operation. Under the long-term creep dislocation of the fault zone, the stress of the structure is continuously accumulated, which is also not conducive to its durability. Although the geogrid has good flexibility and enhances the integrity of the subgrade, its deformation control concept is still to resist the fault zone dislocation directly, which cannot effectively prevent the damage caused by the fault zone stick-slip dislocation to the subgrade.

[0007] 2. The existing subgrade lacks deformation self-recovery ability ​

[0008] Traditional railway subgrade is strictly compacted by heavy machinery, and has excellent compressive performance, but its tensile and shear performance is relatively weak. When the fracture zone moves, the near-fault subgrade filler mainly disperses stress through crushing and rearrangement, although it has a certain deformation self-adaptive ability, but the elastic deformation proportion is small, and it is easy to produce irreversible tensile and shear plastic deformation, and cracks, collapse, bulging and other diseases, which cannot be repaired, and cannot effectively control the uneven deformation of the fracture zone.

[0009] In summary, at present, geogrids and pile plate structures are commonly used in the anti-movement field of subgrade engineering at home and abroad, and these structures have limited anti-fracture zone movement deformation capacity, and it is difficult to effectively prevent the damage of the active and deep fracture zone in the western rugged mountainous area to the subgrade, in addition, the near-fault strong earthquake generated in the stick-slip movement of the fracture zone has the characteristics of prominent direction effect, large vertical component and significant pulse characteristics, and the traditional subgrade lacks shock absorption and energy dissipation measures. Therefore, establishing a fracture zone movement uneven deformation isolation structure will provide technical support for the deformation control of the near-fault subgrade, and has important practical significance for the near-fault railway under construction and planning. SUMMARY

[0010] Therefore, the present application provides a fracture zone movement uneven deformation isolation structure for railway subgrade, which is designed according to the “Geotechnical Engineering Investigation Specification (GB50021-2001) (2009 Edition)”, compared with the traditional fracture zone movement deformation control measures, the fracture zone deformation isolation structure of the present application is suitable for the case that the railway passes through the strong active fault (average activity rate > 1mm / a, historical earthquake magnitude ≥7), which avoids the concentrated damage of the subgrade, has good deformation self-adaptive ability, and reduces the influence of the fracture zone movement on the line smoothness. In addition, the isolation structure itself has excellent elasticity and energy absorption characteristics, can absorb the impact energy generated in the stick-slip movement of the fracture zone, correct the uneven deformation of the fracture zone movement, and block the deformation and energy transmission to the top surface of the subgrade.

[0011] In order to achieve the above purpose, the technical scheme adopted by the present application is as follows: a fracture zone movement uneven deformation isolation structure; the fracture zone movement uneven deformation isolation structure is respectively laid between the subbase bottom layer and the embankment below the subbase, and between the subbase surface layer and the subbase bottom layer, and is arranged along the direction of the railway subgrade;

[0012] The fracture zone movement uneven deformation isolation structure comprises:

[0013] A plurality of rubber pad layers (1) and a closed slide rail (2) and a splicing joint (3) for connecting the plurality of rubber pad layers (1); wherein:

[0014] The upper and lower surfaces of each rubber pad (1) are provided with point protrusions (4);

[0015] The closed slide rail (2) and the joint seam (3) are arranged between each rubber pad (1), the direction of the closed slide rail (2) is parallel to the direction of the fracture zone, the direction of the joint seam (3) is perpendicular to the direction of the fracture zone, and each rubber pad (1) is connected into a whole isolation structure through the closed slide rail (2) and the joint seam (3).

[0016] Preferably, the point protrusions are rubber point protrusions.

[0017] Preferably, the isolation structure is divided into blocks by a plurality of rubber pads (1), and the isolation structure is divided into blocks every 3-5 m along the direction of the fracture zone and perpendicular to the direction of the fracture zone.

[0018] Preferably, the closed slide rail (2) has a width of 5 cm.

[0019] Preferably, grooves are formed between each point protrusion (4), and a plurality of water-permeable holes (5) are arranged on the grooves at a certain interval.

[0020] Preferably, the interval is arranged at equal intervals or non-equal intervals.

[0021] Preferably, according to the included angle between the line direction and the direction of the fracture zone, the surface rupture width of the historical stick-slip movement of the fracture zone and the influence range of the surface rupture effect of the strong earthquake are comprehensively considered to determine the laying range of the uneven deformation isolation structure of the fracture zone along the line direction.

[0022] Preferably, the closed slide rail (2) is composed of a shell (6), a rotating shaft (7), a spherical ball (8), a baffle (9), a sealing ring (10), a pullout bolt (11), a connecting bolt (12), a connecting plate (13), and a connecting pad (14), which are used to connect adjacent two rubber pads (1) and ensure that the adjacent two rubber pads (1) can only move horizontally relative to each other along the direction of the fracture zone or rotate around the axis of the closed slide rail (2). The horizontal movable distance of the closed slide rail (2) is determined according to the creep slip displacement of the fracture zone within a hundred-year service period of the railway subgrade; the spherical ball (8) is located between the shell (6) and the rotating shaft (7), and is used to reduce the friction when the closed slide rail (2) moves axially and rotates radially; the pullout bolt (11) is inserted into the baffle (9), so that the baffle (9) is fixed on the shell (6), and is used to limit the excessive horizontal relative displacement between the adjacent two rubber pads (1); the sealing ring (10) is located between the rotating shaft (7) and the baffle (9), and is used to prevent the particles of the subgrade filler from entering the inside of the closed slide rail (2) and hindering the movement of the mechanism.

[0023] Working principle:

[0024] (1) The closed slide rail 2 belongs to a flexible mechanism, and when slow creep slip dislocation occurs in the strike-slip fracture, the roadbed as a whole presents S-shaped lateral displacement in the horizontal direction. Due to the existence of the closed slide rail 2, each rubber pad 1 can independently relatively displace along the strike direction of the fracture or rotate axially around the closed slide rail 2, thereby increasing the overall flexibility of the roadbed structure and the continuity of the isolation structure, avoiding concentrated damage to the roadbed at a certain position, and improving the stress condition of the roadbed as a whole.

[0025] (2) The rubber pad 1 has the ability of deformation self-recovery, and during the dislocation process of the fracture, the roadbed filler particles drive the rubber pad 1 to horizontally shear, and the rubber pad 1 gradually recovers to the original shape after deformation, thereby blocking the transmission of uneven deformation to the top surface of the roadbed and avoiding damage to the upper roadbed structure of the rubber pad 1.

[0026] (3) When the strike-slip fracture rapidly stick-slip dislocates, the rubber pad 1 can produce elastic compression deformation to absorb part of the seismic energy.

[0027] (4) The baffle 9 and the anti-pulling bolt 11 in the closed slide rail 2 belong to a rigid structure, which limits the excessive horizontal relative displacement between the rubber pads 1 and protects the railway alignment from drastic changes. If a large earthquake occurs and the stick-slip dislocation of the fracture is large, the anti-pulling bolt 11 cannot resist the dislocation deformation, and the anti-pulling bolt will be pulled off, and the baffle will fall off from the shell 6 to consume the dislocation energy of the fracture and reduce the damage of the fracture to the roadbed.

[0028] Advantages of the present application:

[0029] (1) The present application proposes a new deformation control concept and method for near-fault railway roadbeds, which no longer only resists the dislocation deformation of the fracture through rigid structures. Based on the design concept of rigid-flexible combination, through multiple low-resistance closed slide rails parallel to the strike direction of the fracture, the overall flexibility of the roadbed structure is increased, the position and range of uneven deformation and damage of the roadbed are controlled, the damage degree of the roadbed is reduced, and the stress condition of the roadbed as a whole is improved. When the dislocation amount of the fracture is large, the anti-pulling bolt in the closed slide rail can resist and dissipate the stick-slip dislocation energy of the fracture. In addition, the rubber pad enables the granular roadbed to have the ability of deformation self-recovery.

[0030] (2) The present application reduces the damage of seismic motion to the roadbed. Through the deformation of the rubber pad itself, the impact energy of the seismic motion is absorbed, and the roadbed has the ability of shock absorption and energy dissipation.

[0031] (3) The present application can solve the problem of insufficient deformation control ability of the existing near-fault subgrade engineering, and a new near-fault subgrade deformation control concept is proposed, which combines the elastic rubber pad layer with deformation self-recovery ability and the low-resistance closed slide rail together, thereby enhancing the adaptability of the subgrade to the slow creep dislocation and rapid stick-slip dislocation deformation of the fault zone.

[0032] (4) The present application provides a new fault zone dislocation uneven deformation isolation structure, which provides a new means for the deformation control of the near-fault railway subgrade in the rugged mountainous area in the western part of China, and can be widely popularized in the railway and even highway industry, and improve the subgrade design and construction level. BRIEF DESCRIPTION OF DRAWINGS

[0033] Figure 1 Schematic diagram of the geogrid structure according to the prior art;

[0034] Figure 2 Schematic diagram of the pile plate structure according to the prior art;

[0035] Figure 3 Schematic diagram of the position of the fault zone dislocation uneven deformation isolation structure according to the embodiment of the present application;

[0036] Figure 4 Overall structure plan view of the fault zone dislocation uneven deformation isolation structure according to the embodiment of the present application;

[0037] Figure 5 Structure diagram of the rubber pad layer according to the embodiment of the present application;

[0038] Fig. 6 is a structure diagram of the closed slide rail according to the embodiment of the present application; wherein Fig. 6(a) is a three-dimensional structure diagram, Fig. 6(b) is a transverse section view, and Fig. 6(c) is a longitudinal section view. DETAILED DESCRIPTION

[0039] 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. 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 protection of the present application.

[0040] The present embodiment provides a fault zone dislocation uneven deformation isolation structure; as shown in the figure, the fault zone dislocation uneven deformation isolation structure is respectively laid between the subgrade bottom layer and the embankment below the subgrade, and between the subgrade surface layer and the subgrade bottom layer, and is arranged along the direction of the railway subgrade; Figure 3

[0041] As shown in the figure, the fault zone dislocation uneven deformation isolation structure is respectively laid between the subgrade bottom layer and the embankment below the subgrade, and between the subgrade surface layer and the subgrade bottom layer, and is arranged along the direction of the railway subgrade; Figure 4 ​As shown in the figure, the uneven deformation isolation structure of the fault zone dislocation comprises:

[0042] A plurality of rubber pad layers 1 and closed slide rails 2 and splicing joints 3 for connecting the plurality of rubber pad layers 1; wherein:

[0043] As shown in the figure, the upper and lower surfaces of each rubber pad layer 1 are provided with point-shaped protrusions 4. Figure 5

[0044] The closed slide rails 2 and the splicing joints 3 are arranged between each rubber pad layer 1, the direction of the closed slide rails 2 is parallel to the direction of the fault zone, and the direction of the splicing joints 3 is perpendicular to the direction of the fault zone.

[0045] In the embodiment, the point-shaped protrusions are rubber point-shaped protrusions, which can better adapt to elastic deformation, absorb seismic energy, and embed the isolation structure and the roadbed filler together.

[0046] As a preferred embodiment, the isolation structure is arranged in blocks by a plurality of rubber pad layers 1. In the embodiment, the isolation structure is divided into blocks every 3-5 m along the direction of the fault zone and perpendicular to the direction of the fault zone by using the truncation design principle. The closed slide rails 2 and the splicing joints 3 are arranged between each rubber pad layer 1, the width of the closed slide rails 2 is 5 cm, and each rubber pad layer 1 is connected by the closed slide rails 2 and the splicing joints 3 to form a whole isolation structure.

[0047] As a preferred embodiment, grooves are formed between each point-shaped protrusion 4, and a plurality of water-permeable holes 5 are arranged on the grooves at a certain interval, so as to facilitate the drainage of the railway roadbed. The interval can be arranged at equal intervals or at unequal intervals, and the interval is arranged according to the laying condition of the railway roadbed and the historical precipitation condition, which is within the protection scope of the present application.

[0048] As a preferred embodiment, the point-shaped protrusions are point-shaped protrusions made of rubber.

[0049] As a preferred embodiment, according to the included angle between the line direction and the direction of the fault zone, the historical surface rupture width of the fault zone and the influence range of the strong earthquake surface rupture effect are comprehensively considered to determine the laying range of the uneven deformation isolation structure of the fault zone dislocation along the line direction.

[0050] ​As a preferred embodiment, as shown in FIG. 6(a), FIG. 6(b) and FIG. 6(c), the closed slide rail (2) is composed of a shell 6, a rotating shaft 7, a spherical ball 8, a baffle 9, a sealing ring 10, a pull-out bolt 11, a connecting bolt 12, a connecting plate 13 and a connecting cushion block 14, which are used to connect two adjacent rubber cushion layers 1 and ensure that the two adjacent rubber cushion layers 1 can only move horizontally relative to each other along the strike of the fracture zone or rotate axially around the closed slide rail 2. The horizontal movable distance of the closed slide rail 2 is determined according to the creep displacement of the fracture zone within the service life of the railway subgrade. The spherical ball 8 is located between the shell 6 and the rotating shaft 7, which is used to reduce the friction when the closed slide rail 2 moves axially and rotates radially. The pull-out bolt 11 is inserted into the baffle 9, which makes the baffle 9 fixed on the shell 6, and is used to limit the excessive horizontal relative displacement between the two adjacent rubber cushion layers 1. The sealing ring 10 is located between the rotating shaft 7 and the baffle 9, which is used to prevent the subgrade filler particles from entering the inside of the closed slide rail 2 and hindering the movement of the mechanism.

[0051] Working principle:

[0052] (1) The closed slide rail 2 belongs to a flexible mechanism. When the strike-slip fracture slowly creeps and moves, the whole subgrade presents an S-shaped lateral displacement in the horizontal direction. Due to the existence of the closed slide rail 2, each rubber cushion layer 1 can independently move relative to each other along the strike of the fracture zone or rotate axially around the closed slide rail 2, which increases the overall flexibility of the subgrade structure and the continuity of the isolation structure, avoids the concentration of damage at a certain position of the subgrade, and improves the stress condition of the whole subgrade.

[0053] (2) The rubber cushion layer 1 has the ability of deformation and self-recovery. During the movement of the fracture zone, the subgrade filler particles drive the rubber cushion layer 1 to produce horizontal shear deformation. After deformation, the rubber cushion layer 1 will gradually restore its original shape, which blocks the transmission of uneven deformation to the top surface of the subgrade and avoids the destruction of the upper subgrade structure of the rubber cushion layer 1.

[0054] (3) When the strike-slip fracture quickly sticks and slips, the rubber cushion layer 1 can produce elastic compression deformation to absorb part of the seismic energy.

[0055] (4) The baffle 9 and the pull-out bolt 11 in the closed slide rail 2 belong to a rigid structure, which limits the excessive horizontal relative displacement between the rubber cushion layers 1 and protects the railway alignment from dramatic changes. If the stick-slip displacement of the fracture zone is large during a major earthquake, the pull-out bolt 11 cannot resist the displacement deformation, and the pull-out bolt will be pulled off and the baffle will fall off from the shell 6 to consume the displacement energy of the fracture zone and reduce the damage of the fracture zone to the subgrade.

[0056] For the device and the use method disclosed in the embodiment, since they correspond to the method disclosed in the embodiment, the description is relatively simple, and the relevant part can be referred to the method part.

[0057] The foregoing description of the disclosed embodiments enables a person skilled in the art to make or use the application. Numerous modifications to these embodiments will be readily apparent to those skilled in the art, and the generic principles defined herein can be applied to other embodiments without the use of the inventive faculty. Therefore, the present application is not intended to be limited to the embodiments shown herein but is to be accorded the widest scope consistent with the principles and novel features disclosed herein.

Claims

1. A fault zone deformation heterogeneity isolation structure, characterized by, The uneven deformation isolation structure of the fault zone dislocation is respectively laid between the base bottom layer and the embankment below the base, and between the base surface layer and the base bottom layer, and is arranged along the direction of the railway embankment; The uneven deformation isolation structure of the fault zone dislocation comprises: A plurality of rubber pad layers (1) and closed slide rails (2) and splicing joints (3) for connecting the plurality of rubber pad layers (1); wherein: The upper and lower surfaces of each rubber pad layer (1) are provided with point-shaped protrusions (4); The closed slide rails (2) and the splicing joints (3) are arranged between each rubber pad layer (1), the direction of the closed slide rails (2) is parallel to the direction of the fault zone, the direction of the splicing joints (3) is perpendicular to the direction of the fault zone, and each rubber pad layer (1) is connected into a whole isolation structure through the closed slide rails (2) and the splicing joints (3); The closed slide rail (2) is composed of a shell (6), a rotating shaft (7), a spherical ball (8), a baffle (9), a sealing ring (10), a pullout bolt (11), a connecting bolt (12), a connecting plate (13), and a connecting pad block (14), is used for connecting adjacent two rubber pad layers (1) and ensuring that the adjacent two rubber pad layers (1) can only move horizontally relative to each other along the direction of the fault zone or rotate around the closed slide rail (2) axis, the horizontal movable distance of the closed slide rail (2) is determined according to the creep and dislocation amount of the fault zone within a hundred-year service life of the railway embankment, the spherical ball (8) is located between the shell (6) and the rotating shaft (7), and is used to reduce the friction when the closed slide rail (2) moves axially and rotates radially, the pullout bolt (11) is inserted into the baffle (9), the baffle (9) is fixed at both ends of the shell (6), and is used to limit the excessive horizontal relative displacement between the adjacent two rubber pad layers (1), the sealing ring (10) is located between the rotating shaft (7) and the baffle (9), and is used to prevent the particles of the embankment filler from invading the inside of the closed slide rail (2) and hindering the movement of the mechanism, and the shell (6) is connected with the rubber pad layer (1) on one side through the connecting plate (13) and the connecting bolt (12), and the two ends of the rotating shaft (7) are connected with the rubber pad layer (1) on the other side through the connecting pad block (14) and the connecting bolt (12).

2. The fault-bend deformation decoupling structure according to claim 1, wherein, The point-shaped protrusions are rubber point-shaped protrusions.

3. A fault-bend deformation decoupling structure according to claim 2, wherein, The isolation structure is divided into blocks by the plurality of rubber pad layers (1), and the isolation structure is divided into blocks every 3-5 m along the direction of the fault zone and perpendicular to the direction of the fault zone.

4. The fault zone deformation heterogeneity isolation structure of claim 3, wherein, The width of the closed slide rail (2) is 5 cm.

5. The fault zone deformation heterogeneity isolation structure of claim 4, wherein, Grooves are formed between each point-shaped protrusion (4), and a plurality of water permeable holes (5) are arranged on the grooves at a certain interval.

6. A fault zone deformation heterogeneity isolation structure according to claim 5, wherein The interval is arranged at equal intervals or non-equal intervals.

7. A fault zone deformation heterogeneity isolation structure according to claim 6, wherein According to the included angle between the line direction and the direction of the fault zone, the surface rupture width of the historical stick-slip dislocation of the fault zone and the influence range of the strong earthquake surface rupture effect are comprehensively considered to determine the laying range of the uneven deformation isolation structure of the fault zone dislocation along the line direction.

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