CN111911188A - Installation method of high-pressure tunnel pressure relief device - Google Patents
Installation method of high-pressure tunnel pressure relief device Download PDFInfo
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- CN111911188A CN111911188A CN202010921923.6A CN202010921923A CN111911188A CN 111911188 A CN111911188 A CN 111911188A CN 202010921923 A CN202010921923 A CN 202010921923A CN 111911188 A CN111911188 A CN 111911188A
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- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
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- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/003—Linings or provisions thereon, specially adapted for traffic tunnels, e.g. with built-in cleaning devices
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- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/04—Lining with building materials
- E21D11/10—Lining with building materials with concrete cast in situ; Shuttering also lost shutterings, e.g. made of blocks, of metal plates or other equipment adapted therefor
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- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/14—Lining predominantly with metal
- E21D11/18—Arch members ; Network made of arch members ; Ring elements; Polygon elements; Polygon elements inside arches
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- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D20/00—Setting anchoring-bolts
Abstract
The invention discloses an installation method of a high-pressure tunnel pressure relief device, wherein the tunnel pressure relief device is erected on the basis of a concrete spray layer sprayed and protected by primary support in tunnel excavation, and comprises a secondary pressure relief lock anchor rod, a U-shaped locking tray, a pressure relief steel frame and a pressure relief joint; the method comprises the following steps: a circle of cushion pads are arranged on the inner side of the concrete spraying layer; installing a pressure relief steel frame by using an arch frame trolley, respectively driving two secondary pressure relief locking anchor rods into arch foot positions on the left side and the right side of the tunnel, and fixing the secondary pressure relief locking anchor rods by using a U-shaped locking tray; and repeating the steps and laying the next pressure relief device. According to the high-pressure tunnel pressure relief device, pressure is released through multi-stage successive deformation in a high-stress environment, so that a preset designed pressure relief engineering effect is achieved, and safe construction and stable support of a tunnel in the high-stress surrounding rock environment are guaranteed; the installation method of the invention has high erection and installation efficiency and greatly lightens the labor intensity of workers.
Description
Technical Field
The invention relates to the technical field of surrounding rock pressure relief support for high-stress tunnel excavation, in particular to an installation method of a high-pressure tunnel pressure relief device.
Background
With the continuous promotion of railway and highway construction in China, long and large tunnels are inevitably constructed in regions with severe geological environment, high ground stress and weak surrounding rocks. The problem of large deformation of surrounding rocks often occurs when a tunnel is built in the high ground stress weak surrounding rocks. Deep buried formations in areas where geological formations develop tend to accumulate significant energy in addition to poor integrity due to once strong geological formations and formation crushing. In the deep-buried tunnel penetrating through the stratum, the accumulated energy of the surrounding rock is gradually released due to excavation unloading in the construction process, and larger surrounding rock deformation is inevitable. The results of the extensive stress tests show that: residual structural stress mainly in the horizontal direction exists in the tunnel occurrence stratum with larger buried depth, and the stress magnitude is closely related to the surrounding rock pressure magnitude and distribution and the tunnel deformation characteristics. Therefore, the method has important significance for researching the characteristics of large deformation of the surrounding rock of the deep-buried tunnel in the geological structure development area and the control technology. The research shows that: the tunnel site area has strong geological structure, broken surrounding rock, developed weak structural plane and high structural residual stress, and is the internal cause of large deformation of the surrounding rock. The external factors of the large deformation of the tunnel mainly include two aspects of the structural shape and the construction process of the tunnel. The effect of partial supporting measures cannot meet the design requirements due to the limitation of the current technological level. Especially, the construction of the anchor rod and the foot locking anchor rod of the system has certain lag, and in addition, surrounding rocks are weak and broken, and the anchoring force of the anchor rod is insufficient, so that the deformation of the joint of the steel arch centering is aggravated, the lower steel arch centering can not be effectively connected with the steel arch centering, the joint becomes a weak link, and the overall rigidity of the steel arch centering is seriously weakened. In addition, the long sealing time of the primary support is also one of the main factors influencing the deformation.
The supporting structure of the high ground stress soft rock tunnel is required to be capable of adapting to and coordinating large deformation of surrounding rock, releasing pressure of the surrounding rock and ensuring that the structure can continuously provide supporting resistance without cracking and collapsing. Most of the tunnel supports stay in anchor bolt supports, arched steel frame supports and the like at the present stage, and only the support effect can be achieved, and potential safety hazards caused by high stress deformation cannot be dealt with. A great deal of research is carried out at home and abroad on the supporting function of the anchor rod in the layered surrounding rock, the grouting material of the anchor rod and the action mechanism of the prestressed anchor rod. However, common mortar anchor rods or rigid metal supports are still largely adopted in the support of the high-stress soft rock tunnel in China at present, and the support cannot adapt to the characteristics of large deformation amount, high deformation speed and long deformation duration of the high-stress soft rock tunnel. The phenomenon of replacement due to the fact that the primary support is seriously damaged and invades into a building boundary is often caused. Therefore, the installation method of the pressure relief device capable of not only strengthening the tunnel supporting capability but also relieving the high-stress surrounding rock is required to be researched.
Disclosure of Invention
The invention aims to provide an installation method of a pressure relief device of a high-pressure tunnel, and aims to solve the problems of low support strength and serious insufficient pressure relief capacity of the existing steel arch frame of the high-pressure tunnel.
In order to achieve the purpose, the invention provides an installation method of a high-pressure tunnel pressure relief device, which is characterized in that the pressure relief device is erected on the basis of a concrete spray layer sprayed and protected by primary support in tunnel excavation; the pressure relief device comprises a two-stage pressure relief locking anchor rod, a U-shaped locking tray, a pressure relief steel frame and a pressure relief joint, wherein the pressure relief steel frame comprises an arch pressure relief section, an inverted arch pressure relief section and two side wall pressure relief sections, and the arch pressure relief section and the inverted arch pressure relief section are respectively connected with the two side wall pressure relief sections through the pressure relief joint; two secondary pressure relief foot locking anchor rods and a U-shaped locking tray are respectively installed at two side wall pressure relief sections of the pressure relief steel frame, the two secondary pressure relief foot locking anchor rods are respectively positioned at the front side and the rear side of the pipe wall of the side wall pressure relief section along the tunneling direction of the tunnel and penetrate through a concrete spraying layer to be driven into a tunnel rock body, the U-shaped locking tray is locked on the side wall pressure relief section, and two ends of the U-shaped locking tray are respectively connected with the end parts of outer rods of the two secondary pressure relief foot locking anchor rods; the installation method comprises the following steps:
step one, laying a circle of cushion pads on the inner side of a concrete spraying layer sprayed and protected by primary support in tunnel excavation;
step two, firstly, erecting an arch part pressure relief section at the top of the tunnel by using an arch trolley mechanical arm, then, connecting and laying two side wall pressure relief sections at two sides of the tunnel through pressure relief joints by using left and right arms of the arch trolley, and finally, laying an inverted arch pressure relief section at the arch bottom of the tunnel; namely, a circle of pressure relief steel frame is arranged on the inner wall of the tunnel to support and relieve pressure of surrounding rocks, and the pressure relief steel frame is arranged corresponding to the cushion pad;
drilling holes in the front side and the rear side of the pipe wall of the pressure relief section of the side wall on the left side or the right side of the tunnel, driving two secondary pressure relief locking anchor rods, and fixing the secondary pressure relief locking anchor rods on the pressure relief section of the side wall by using a U-shaped locking tray;
fourthly, drilling a secondary pressure relief foot locking anchor rod at the other arch foot position according to the third step;
and fifthly, repeating the first step to the fourth step, arranging a next pressure relief device according to the designed steel frame spacing in the tunnel tunneling direction support, and uniformly distributing a plurality of connecting channel steel between every two pressure relief devices in the tunnel to perform rigid connection.
Furthermore, the two-stage pressure relief lock foot anchor rod comprises a first-stage pressure relief body, a second-stage pressure relief body and an outer rod, wherein the first-stage pressure relief body and the second-stage pressure relief body respectively comprise a No. I frosted ball, a No. II frosted ball, an inner rod and a sleeve, the No. I frosted ball and the No. II frosted ball are solid oval balls which can be slidably arranged in the sleeve, the No. I frosted ball is arranged at the front end of the inner rod, the inner rod is of a two-stage structure, two ends of the No. II frosted ball in the long axis direction are respectively and fixedly connected with two sections of the inner rod, and the two sections of the No. I frosted ball, the No. II frosted ball and the inner rod are welded and fixed into an integral structure which; the front end of a sleeve of the I-level pressure relief body is provided with a plug, an inner rod of the I-level pressure relief body is connected with the II-level pressure relief body through a threaded connector, and an inner rod of the II-level pressure relief body is connected with an outer rod.
Further, the sleeve is provided with an inner wall surface with a wave-shaped axial section; the short axis of the No. I sand ball and the No. II sand ball is larger than the minimum diameter of the inner wall surface and smaller than the maximum diameter of the inner wall surface.
Furthermore, the major axis of No. I dull polish ball and No. II dull polish ball all sets up with the central axis of interior pole is coaxial.
Furthermore, the U-shaped locking tray comprises a pipe-holding steel arch and two energy absorption boxes, and the two energy absorption boxes are respectively connected with two ends of the pipe-holding steel arch through backing plates.
Furthermore, the energy absorption box is of a square tube structure with openings at two sides; and the energy absorption box is provided with a through hole for the outer rod to pass through.
Furthermore, the pressure relief joint comprises a pressure resistance table body and a pressure bearing column connected to the bottom of the pressure resistance table body, the pressure resistance table body is inserted into a connecting port of the upper pressure relief section, a circle of rack is embedded on the side face of the pressure resistance table body, and the pressure bearing column is inserted into the connecting port of the lower pressure relief section.
Furthermore, the arch part pressure relief section, the side wall pressure relief section and the inverted arch pressure relief section are arch-shaped round steel pipes with flexible fillers arranged in connecting openings; and a base used for preventing the pressure-bearing column from excessively relieving pressure and penetrating into the lower pressure-relieving section is also arranged in the connecting port of the lower pressure-relieving section.
Compared with the prior art, the invention has the following beneficial effects:
(1) the high-pressure tunnel pressure relief device disclosed by the invention releases pressure through multi-stage successive deformation under a high-stress environment so as to achieve a preset designed pressure relief engineering effect, and ensures safe construction and stable support of a tunnel under the high-stress surrounding rock environment; the pressure relief device is combined with an anchor bolt support and an arch support, so that the pressure relief device can relieve the pressure of surrounding rocks in multiple aspects, and the construction problem caused by the independent use of each part and the potential safety hazard caused by mutual disconnection are avoided; the pressure relief steel frame has high rigidity, strong supporting capability, large resistance, large deformation and high pressure relief degree; the adoption of the two-stage pressure relief foot locking anchor rod can prevent the arch springing from moving and twisting caused by the damage and failure of the prior common foot locking anchor rod, and improve the bearing capacity.
(2) The high-pressure tunnel pressure relief device is easy to install in structure, simple in assembly and convenient for supporting work in tunnel construction.
(3) The installation method of the high-pressure tunnel pressure relief device is high in erection and installation efficiency, and greatly reduces the labor intensity of workers.
In addition to the objects, features and advantages described above, other objects, features and advantages of the present invention are also provided. The present invention will be described in further detail below with reference to the drawings.
Drawings
The accompanying drawings, which are incorporated in and constitute a part of this application, illustrate embodiments of the invention and, together with the description, serve to explain the invention and not to limit the invention. In the drawings:
FIG. 1 is a schematic view of the overall construction of a pressure relief device according to an embodiment of the present invention;
FIG. 2 is a schematic illustration of a front view of a pressure relief device in accordance with an embodiment of the present invention;
FIG. 3 is a schematic view of a two-stage pressure relief lock pin bolt construction according to an embodiment of the present invention;
FIG. 4 is a schematic structural view of a U-shaped locking tray according to an embodiment of the present invention;
FIG. 5 is a schematic view of a pressure relief joint configuration according to an embodiment of the present invention (illustrated with the example of a pressure relief joint cooperating with an arch pressure relief section and a side wall pressure relief section, respectively);
wherein: 1-concrete spraying layer, 2-buffer cushion, 3-two-stage pressure relief locking anchor rod, 31-I stage pressure relief body, 32-II stage pressure relief body, 33-outer rod, 3 a-I grinding ball, 3 b-II grinding ball, 3 c-inner rod, 3 d-sleeve, 3 e-plug, 3 f-inner wall surface, 3 g-threaded interface, 4-U-shaped locking tray, 41-embracing pipe steel arch, 42-energy absorption box, 43-backing plate, 44-nut, 5-pressure relief steel frame, 51-arch part pressure relief section, 52-side wall pressure relief section, 53-inverted arch section, 6-pressure relief joint, 61-pressure blocking table body, 62-pressure bearing column, 63-rack, 64-base, 7-connecting channel steel and 8-bolt.
Detailed Description
Embodiments of the invention will be described in detail below with reference to the drawings, but the invention can be implemented in many different ways, which are defined and covered by the claims.
Referring to fig. 1 and 2, in the present embodiment, a method for installing a high-pressure tunnel pressure relief device is provided, in which a tunnel pressure relief device is installed on a concrete sprayed layer 1 sprayed by primary support in tunnel excavation, and the concrete sprayed layer is used for temporary support in the face of tunnel excavation. The pressure relief device comprises a two-stage pressure relief foot locking anchor rod 3, a U-shaped locking tray 4, a pressure relief steel frame 5 and a pressure relief joint 6. The pressure relief steel frame 5 comprises an arch pressure relief section 51 arranged on the arch top of the tunnel, two side wall pressure relief sections 52 symmetrically arranged on two side walls of the tunnel and an inverted arch pressure relief section 53 arranged on the arch bottom of the tunnel, the arch pressure relief section 51, the side wall pressure relief sections 52 and the inverted arch pressure relief section 53 are positioned on the same tunnel cross section, and the arch pressure relief section 51 and the inverted arch pressure relief section 53 are respectively connected with the two side wall pressure relief sections 52 through pressure relief joints 6. Two-stage pressure relief lock foot anchor rods 3 and a U-shaped locking tray 4 are respectively arranged at two side wall pressure relief sections of the pressure relief steel frame 5. The installation method of the high-pressure tunnel pressure relief device in the embodiment comprises the following steps:
step one, laying a circle of cushion pads 2 on the inner side of a concrete spraying layer 1 sprayed and protected by primary support in tunnel excavation;
step two, firstly, erecting an arch part pressure relief section 51 on the top of the tunnel by using an arch trolley mechanical arm, then, connecting and laying two side wall pressure relief sections 52 on the two sides of the tunnel through pressure relief joints 6 by using the left arm and the right arm of the arch trolley, and finally, laying an inverted arch pressure relief section 53 at the arch bottom of the tunnel; namely, a circle of pressure relief steel frame 5 is arranged on the inner wall of the tunnel to support and relieve pressure of the surrounding rock, and the pressure relief steel frame is arranged corresponding to the cushion pad;
drilling holes in the front side and the rear side of the pipe wall of the side wall pressure relief section 52 on the left side or the right side of the tunnel, driving two secondary pressure relief locking anchor rods 3, and fixing the secondary pressure relief locking anchor rods 3 on the side wall pressure relief section 52 by using a U-shaped locking tray 4; the U-shaped locking tray 4 is fixed by a nut 44, and the nut is screwed to a designed pre-tightening force value during installation.
Fourthly, drilling a secondary pressure relief foot locking anchor rod 3 at the other arch foot position according to the third step;
and fifthly, repeating the first step to the fourth step, arranging a next two pressure relief devices in the tunneling direction according to the spacing of the support design steel frames, uniformly distributing a plurality of connecting channel steel 7 in the tunnel for rigid connection between every two pressure relief devices, and screwing and fixing the connecting channel steel and the pressure relief steel frames by using bolts 8.
In the preferred embodiment of the present invention, the arch pressure relief section 51, the side wall pressure relief section 52 and the inverted arch pressure relief section 53 are all circular steel tubes of an arch structure; flexible fillers are arranged in the joints of all pressure relief sections of the pressure relief steel frame and the pressure relief joints. The cushion pad 2 is made of rubber with ductility and is used for increasing the contact area of the pressure relief steel frame and sprayed concrete and protecting a concrete spraying layer.
Referring to fig. 3, the two-stage pressure relief and foot locking anchor rod 3 includes a first-stage pressure relief body 31, a second-stage pressure relief body 32, and an outer rod 33. Specifically, the I-level pressure relief body and the I-level pressure relief body respectively comprise a No. I sand ball 3a, a No. II sand ball 3b, an inner rod 3c and a sleeve 3d, wherein the No. I sand ball 3a and the No. II sand ball 3b are solid oval balls which can be slidably mounted in the sleeve 3d, the inner rod 3c is of a two-section structure, the No. I sand ball 3a is arranged at the front end of the first section of the inner rod, the No. II sand ball 3b is arranged between the first section of the inner rod and the second section of the inner rod, and the long axis of the No. I sand ball 3a and the No. II sand ball 3b and the central axis of the inner rod 3c are; that is, the No. I abrasive ball 3a, the No. II abrasive ball 3b and the inner rod 3c are welded and fixed into a whole and can move in the sleeve, so that the abrasive balls and the inner wall of the sleeve generate friction force. In this embodiment, a plug 3e is wedged at the front end of the sleeve of the first-stage pressure relief body to prevent muddy water from entering the first-stage pressure relief body. An inner rod 3c of the I-level pressure relief body is connected with the II-level pressure relief body, and an inner rod 3c of the II-level pressure relief body is connected with an outer rod 33. In the embodiment, the two-stage pressure relief locking anchor rod is formed by connecting an I-stage pressure relief body and a II-stage pressure relief body with an outer rod through a screwed joint 3 g. In the embodiment, the initial position of the sand ball is arranged at the position close to the inner wall of the plug and the threaded connector, when the two-stage pressure relief foot locking anchor rod is pulled, the confining pressure pushes the inner rod to move, and the protrusions of the sand ball and the sleeve generate resistance to the stress of surrounding rock.
In the preferred embodiment of the invention, the sleeve 3d has an inner wall surface 3f with a wave-shaped axial cross-section and is made of a steel material. In this embodiment, the minor axes of the No. i grinding ball 3a and the No. ii grinding ball 3b are larger than the minimum diameter of the inner wall surface and smaller than the maximum diameter of the inner wall surface. The inner wall of the sleeve is wrapped with the sand balls to generate friction force and movement resistance under the action of surrounding rock pressure. In this embodiment, the frictional resistance of the first-stage pressure relief body is less than that of the second-stage pressure relief body.
Referring to fig. 4, the U-shaped locking tray 4 includes a pipe-holding steel arch 41 and two energy-absorbing boxes 42, which are respectively connected to two ends of the pipe-holding steel arch 41 through backing plates 43. In the embodiment, the energy absorption box 42 is a square tube structure with openings at two sides; the crash box 42 is provided with a through hole for the outer rod 33 to pass through. The energy absorption box is compressed and deformed to generate resistance when the secondary pressure relief lock foot anchor rod 3 is pressed too much.
Referring to fig. 5, the pressure relief joint 6 includes a steel pressure-resisting table 61 with a diameter smaller than that of the pressure relief section, the pressure-resisting table 61 is inserted into the connecting opening of the upper pressure relief section, and a circle of rack 63 is embedded in the side surface of the pressure-resisting table; when the pressure is unloaded, resistance is generated between the built-in filler and the rack at the interface of the upper pressure relief section. The pressure-resisting table body 61 is connected at its lower portion with a cylindrical pressure-bearing column 62 made of steel, and the pressure-bearing column 62 is inserted into the interior of the built-in filler at the connection port of the lower pressure-relief section. In this embodiment, a base 64 for blocking the pressure-bearing column from the inner space of the lower pressure-relief section is further provided inside the lower pressure-relief section and at the bottom of the filler therein, so as to prevent the pressure-bearing column 62 from being excessively relieved and embedded inside the lower pressure-relief section, thereby ensuring safe use.
In the preferred embodiment of the invention, the two-stage pressure relief foot-locking anchor rods 3 at each side wall pressure relief section are respectively positioned at the front side and the rear side of the pipe wall of the side wall pressure relief section 52 along the tunneling direction and are driven into the tunnel rock body through the concrete spraying layer 1. In the embodiment, the two-stage pressure relief foot locking anchor rod pushes the inner rod to slide under the action of high surrounding rock pressure, and the frosted balls and the sleeve move in the opposite direction to generate resistance to the surrounding rock movement; when the surrounding rock pressure reaches a certain time, the inner rod of the I-level pressure relief body slides; the surrounding rock pressure continues to increase, and the inner rod of the II-level pressure relief body slides to further perform secondary pressure relief.
In the preferred embodiment of the present invention, the U-shaped locking tray 4 is locked on the side wall pressure relief section 52 and both ends thereof are respectively connected with the outer ends of the outer rods 33 of the two secondary pressure relief locking foot anchor rods 3; specifically, the outer rod 33 passes through a through hole on the energy absorption box and is screwed and fixed with the nut 44. The U-shaped locking tray is used for fixing the two-stage pressure relief lock foot anchor rod on the pressure relief section of the side wall, so that the movement and the inclination of the arch foot of the pressure relief steel frame are prevented, and the lateral stress is not facilitated.
The above description is only a preferred embodiment of the present invention and is not intended to limit the present invention, and various modifications and changes may be made by those skilled in the art. Any modification, equivalent replacement, or improvement made within the spirit and principle of the present invention should be included in the protection scope of the present invention.
Claims (8)
1. The mounting method of the pressure relief device of the high-pressure tunnel is characterized in that the pressure relief device is erected on the basis of a concrete spraying layer (1) sprayed and protected by primary support in tunnel excavation; the pressure relief device comprises a two-stage pressure relief locking anchor rod (3), a U-shaped locking tray (4), a pressure relief steel frame (5) and a pressure relief joint (6), wherein the pressure relief steel frame comprises an arch pressure relief section (51), an inverted arch pressure relief section (53) and two side wall pressure relief sections (52), and the arch pressure relief section (51) and the inverted arch pressure relief section (53) are respectively connected with the two side wall pressure relief sections (52) through the pressure relief joint (6); two secondary pressure relief foot-locking anchor rods (3) and a U-shaped locking tray (4) are respectively installed at two side wall pressure relief sections (52) of the pressure relief steel frame (5), the two secondary pressure relief foot-locking anchor rods (3) are respectively located at the front side and the rear side of the pipe wall of the side wall pressure relief section (52) along the tunneling direction of the tunnel and penetrate through a concrete spraying layer (1) to be driven into a tunnel rock body, the U-shaped locking tray (4) is locked on the side wall pressure relief sections (52) in a locking mode, and two ends of the U-shaped locking tray are respectively connected with the end portions of outer rods (33) of the two secondary pressure relief foot-locking anchor rods; the installation method comprises the following steps:
step one, laying a circle of cushion pads (2) on the inner side of a concrete spraying layer (1) sprayed and protected by primary support in tunnel excavation;
step two, firstly, erecting an arch part pressure relief section (51) on the top of the tunnel by using an arch trolley mechanical arm, then, connecting and laying two side wall pressure relief sections (52) on the two sides of the tunnel through pressure relief joints (6) by using the left arm and the right arm of the arch trolley, and finally, laying an inverted arch pressure relief section (53) at the arch bottom of the tunnel; namely, a circle of pressure relief steel frame (5) is arranged on the inner wall of the tunnel to support and relieve pressure of the surrounding rock, and the pressure relief steel frame is arranged corresponding to the cushion pad;
drilling holes in the front side and the rear side of the pipe wall of the side wall pressure relief section (52) on the left side or the right side of the tunnel, driving two secondary pressure relief locking anchor rods (3), and fixing the secondary pressure relief locking anchor rods (3) on the side wall pressure relief section (52) by using a U-shaped locking tray (4);
fourthly, drilling a secondary pressure relief foot locking anchor rod (3) at the other arch foot position according to the third step;
and fifthly, repeating the first step to the fourth step, arranging a next two pressure relief devices in the tunneling direction according to the spacing of the support design steel frames, and uniformly distributing a plurality of connecting channel steel (7) between every two pressure relief devices in the tunnel to perform rigid connection.
2. The installation method according to claim 1, wherein the two-stage pressure relief foot-locking anchor rod (3) comprises a first-stage pressure relief body (31), a second-stage pressure relief body (32) and an outer rod (33), the first-stage pressure relief body and the second-stage pressure relief body respectively comprise a No. I grinding ball (3a), a No. II grinding ball (3b), an inner rod (3c) and a sleeve (3d), the No. I grinding ball (3a) and the No. II grinding ball (3b) are solid oval balls slidably installed in the sleeve (3d), the No. I grinding ball (3a) is arranged at the front end of the inner rod (3c), the inner rod (3c) is of a two-section structure, two ends of the No. II grinding ball (3b) in the long axis direction are respectively and fixedly connected with the two sections of the inner rod, the two sections of the No. I grinding ball (3a), the No. II grinding ball (3b) and the inner rod (3c) are fixedly welded and fixed into an integral structure capable of moving in the sleeve (3, so that the abrasive ball and the inner wall of the sleeve (3d) can generate friction force; the front end of a sleeve of the I-level pressure relief body is provided with a plug (3e), an inner rod (3c) of the I-level pressure relief body is connected with the II-level pressure relief body through a threaded connector (3g), and the inner rod (3c) of the II-level pressure relief body is connected with an outer rod (33).
3. The mounting method according to claim 2, wherein the sleeve (3d) has an inner wall surface (3f) having an undulating axial cross section; the short axes of the No. I abrasive ball (3a) and the No. II abrasive ball (3b) are larger than the minimum diameter of the inner wall surface and smaller than the maximum diameter of the inner wall surface.
4. The mounting method according to claim 2, wherein the long axes of the grit balls No. i (3a) and No. ii (3b) are arranged coaxially with the central axis of the inner rod (3 c).
5. The mounting method according to claim 1, wherein the U-shaped locking tray (4) comprises a pipe-holding steel arch (41) and two energy-absorbing boxes (42), and the two energy-absorbing boxes are respectively connected with two ends of the pipe-holding steel arch (41) through backing plates (43).
6. The mounting method according to claim 5, wherein the crash box (42) is of a square tubular structure with openings on both sides; the energy absorption box (42) is provided with a through hole for the outer rod (33) to pass through.
7. The installation method according to claim 1, wherein the pressure relief joint (6) comprises a pressure resisting table body (61) and a pressure bearing column (62) connected to the bottom of the pressure resisting table body, the pressure resisting table body (61) is inserted into the connecting port of the upper pressure relief section, a circle of rack (63) is embedded on the side surface of the pressure resisting table body, and the pressure bearing column (62) is inserted into the connecting port of the lower pressure relief section.
8. The installation method according to claim 7, wherein the arch pressure relief section (51), the side wall pressure relief section (52) and the inverted arch pressure relief section (53) are arched round steel tubes with flexible filler in the junctions; and a base (64) for blocking the pressure-bearing column (62) from excessively relieving pressure and penetrating into the lower pressure-relief section is also arranged in the connecting port of the lower pressure-relief section.
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN112696212A (en) * | 2020-12-31 | 2021-04-23 | 中铁二院工程集团有限责任公司 | Compressible tunnel bottom structure for inhibiting tunnel bottom bulging and construction method |
| CN113123811A (en) * | 2021-05-27 | 2021-07-16 | 中交一公局集团有限公司 | Rock mass cavity protective structure suitable for high-altitude area based on tunnel engineering |
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| CN113123811A (en) * | 2021-05-27 | 2021-07-16 | 中交一公局集团有限公司 | Rock mass cavity protective structure suitable for high-altitude area based on tunnel engineering |
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