A tunnel seismic damping structure

Abstract

The present invention discloses a tunnel seismic damping structure, which belongs to the technical field of tunnel construction. Aiming at the problem that the existing tunnel seismic resistance method cannot completely absorb the energy generated by deformation, thus causing the tunnel structure to be damaged or even fail, the tunnel seismic damping structure in the present invention adds an energy-absorbing anchor rod that can be used for grouting and energy absorption at the same time. When the tunnel surrounding rock is deformed, the energy-absorbing anchor rod can be deformed and energy-absorbed by moving the movable steel rod; in addition, corrugated plates and elastic rubbers are arranged at intervals at the tunnel section to reduce shock and absorb energy for deformation along the tunnel direction; a seismic damper with an integrated design of an oblique displacement damper, a compressive displacement damper and a tensile displacement damper is arranged at the invert of the tunnel, which can absorb energy for compressive and tensile deformation along the tunnel section. The tunnel seismic damping structure in the present invention can effectively reduce the damage caused by tunnel deformation and collapse, and can be applicable to different tunnel interface sizes.

Description

Technical Field

[0001] The invention relates to the technical field of tunnel construction, and in particular to a tunnel seismic damping structure. Background Art

[0002] In recent years, with the development of tunnel construction technology and actual construction needs, a large number of tunnels under construction or planned to be built are located in high-intensity earthquake-prone areas. In this period of global active earthquakes and the complex engineering geological environment in Central Asia, it is particularly important to consider the seismic ductility of tunnels in high-intensity earthquake areas, especially the deformation of tunnels under strong earthquakes in areas where high-intensity earthquakes have occurred recently or may occur. Due to its unique geographical location, Central Asia is located at the junction of several major plates such as the Indian Plate, the Eurasian Plate and the Pacific Plate, and is one of the most seismically active regions in the world. At the same time, since the world is in an active earthquake period, the frequency of earthquake activities is high, the intensity is large, the distribution is wide, and the epicenter is shallow. In addition, most of this region is developing countries with dense populations and low seismic resistance of buildings, so the earthquake disaster is the highest in the world.

[0003] The deformation of tunnels under earthquakes is a problem that must be faced in current engineering construction. When an earthquake occurs, the surrounding rock will undergo large displacements, which in turn will cause the tunnel to undergo large deformation and displacement. Therefore, how to control the displacement of the tunnel under earthquakes is particularly critical. In response to the above situation, tunnel earthquake resistance usually uses enlarging the tunnel cross-section, using ductile materials, and adding seismic joints to solve the displacement and deformation problems under earthquakes. Although these measures can effectively reduce the displacement and deformation of tunnels under earthquakes, under strong earthquakes, tunnels are still prone to large deformations because the above measures cannot fully absorb the energy generated by the deformation, resulting in damage to the tunnel structure or even failure, and the requirement that the tunnel can be repaired and continued to be used after the earthquake cannot be met. Summary of the invention

[0004] In view of the above-mentioned problems, the present invention aims to provide a tunnel seismic damping structure. When a large displacement occurs in the tunnel under the action of an earthquake, the energy generated by the displacement deformation in different directions can be absorbed by the peripheral energy absorption structure, the annular shock-absorbing structure and the seismic damper, thereby ensuring that the tunnel clearance range is not invaded.

[0005] In order to achieve the above object, the technical solution adopted by the present invention is as follows:

[0006] A tunnel seismic damping structure comprises an outer energy absorption structure, the outer energy absorption structure comprises a grouting surrounding rock, the inner side of the grouting surrounding rock is provided with foam concrete, a primary lining, a waterproof layer and a secondary lining in sequence, and a type I energy absorption anchor rod for grouting the grouting surrounding rock and a type II energy absorption anchor rod for pouring foam concrete are provided between the grouting surrounding rock and the primary lining.

[0007] Furthermore, the I-type energy absorbing anchor includes an energy absorbing section and a non-energy absorbing section, and the non-energy absorbing section is located at the front end of the energy absorbing section;

[0008] Grouting holes are provided on the non-energy absorbing section;

[0009] A movable steel rod with a multi-section structure is arranged in the energy absorbing section. The movable steel rod runs through the non-energy absorbing section, and the front end of the movable steel rod is located in the grouting surrounding rock. Two adjacent sections of the movable steel rod are connected by a limiting device.

[0010] Further, the limiting device includes an expander and an anchor rod limiting sleeve;

[0011] The expander is a double cone structure, and a circle of deformation grooves matching the expander shape is provided on the inner wall of the energy absorbing anchor rod wall of the energy absorbing section; the movable steel rod is connected to the expander;

[0012] The anchor rod limiting sleeve is located in the expander.

[0013] Furthermore, two groups of anchor movable plates are symmetrically arranged in the anchor limiting sleeve, and the two groups of anchor movable plates correspond to the ends of two adjacent sections of movable steel rods respectively; each group of anchor movable plates has four pieces, and the anchor limiting sleeve is threadedly connected with anchor limiting bolts, and each anchor movable plate is movably connected to two anchor limiting bolts.

[0014] Furthermore, the structure of the type II energy absorbing anchor is the same as that of the type I energy absorbing anchor, and the energy absorbing section of the type II energy absorbing anchor is located at the front end of the non-energy absorbing section, and the non-energy absorbing section of the type II energy absorbing anchor is located in the foam concrete.

[0015] Furthermore, the tunnel anti-seismic damping structure also includes an annular shock-absorbing structure arranged at intervals along the tunnel section, the annular shock-absorbing structure includes a corrugated plate connected to the tunnel, and elastic rubber is provided in the gap between the corrugated plate and the tunnel.

[0016] Furthermore, the tunnel seismic damping structure also includes a seismic damper arranged at the tunnel invert, and the seismic damper includes an oblique displacement damper, a compression displacement damper and a tension displacement damper;

[0017] The compressive displacement damper and the tensile displacement damper are both located inside the oblique displacement damper.

[0018] Furthermore, the oblique displacement damper comprises a damping device housing, flexible steel plates are provided on the inner sides of both ends of the damping device housing, a base is slidably provided on the inner side of the flexible steel plate, and a plurality of sleeve shock absorbing components are provided between the damping device housing and the flexible steel plate;

[0019] The compressive displacement damper and the tensile displacement damper are both located between the two bases.

[0020] Furthermore, the compression displacement damper comprises a steel pipe of a segmented structure, both ends of the steel pipe are respectively connected to two bases, two adjacent sections of the steel pipe are connected via a steel pipe limiting sleeve, and a steel pipe movable plate is connected inside the steel pipe limiting sleeve via a steel pipe limiting bolt.

[0021] Further, the tensile displacement damper comprises a steel cable, both ends of which are connected to two bases through tensile shock absorbing components;

[0022] The tensile damping component comprises a lower base plate of the tensile damper and an upper base plate of the tensile damper, which are connected by two sliding connection plates, and a steel cable limiting sleeve and a fixed pulley block for connecting steel cables are arranged on the upper base plate of the tensile damper.

[0023] The beneficial effects of the present invention are as follows: compared with the prior art, the present invention has the following improvements:

[0024] 1. The tunnel seismic damping structure of the present invention includes a peripheral energy absorption structure, an annular shock absorbing structure and a seismic damper. Both the peripheral energy absorption structure and the seismic damper can absorb the energy of earthquakes or deformations along the tunnel section direction. The annular shock absorbing structure can absorb the energy of earthquakes or deformations along the tunnel length direction, thereby effectively reducing the damage caused by tunnel deformation and collapse, and ensuring that the tunnel clearance range is not invaded as much as possible.

[0025] 2. The tunnel seismic damping structure of the present invention can be quickly assembled during the tunnel construction process through a modular structure, thereby reducing the time required for assembling the tunnel seismic damping structure; moreover, after an earthquake or deformation occurs, data measured by an infrared rangefinder can be used to determine the deformation and damage of the tunnel, making it convenient for maintenance personnel to replace and repair it in a timely manner.

[0026] 3. The tunnel seismic damping structure of the present invention can be adapted to different tunnel interface size requirements. The installation position and size of the peripheral energy absorption structure, the annular shock absorbing structure and the seismic damper can be adjusted through a modular structure to meet different tunnel interface requirements.

[0027] 4. The peripheral energy absorption structure of the present invention includes Type I energy absorption anchor rods and Type II energy absorption anchor rods. The energy absorption anchor rods can be used for grouting surrounding rock and pouring foam concrete. When the tunnel is deformed, the movable steel rod, the expander and the anchor rod limiting sleeve cooperate with each other to enable the movable steel rod to absorb energy during the movement, and at the same time, drive the expander to deform and absorb energy, thereby improving the seismic effect.

[0028] 5. The seismic damper in the present invention integrates an oblique displacement damper, a compression displacement damper and a tensile displacement damper. When the tunnel is compressed and deformed, the two bases will be squeezed to move toward each other, thereby squeezing the flexible steel plate to deform from the side, and then absorbing energy through the deformation of the oblique displacement damper. At the same time, the movement of the bases toward each other will squeeze the steel pipe in the compression displacement damper to move, and compressive shock absorption is achieved through the mutual cooperation of the steel pipe and the steel pipe limiting sleeve; when the tunnel is pulled by an earthquake or deformation, the two bases move in opposite directions, and the tensile displacement damper is deformed and energy is absorbed through the mutual sliding of the two connecting plates and the limiting effect of the limiting baffle; the seismic effect of the entire seismic damper is greatly improved. BRIEF DESCRIPTION OF THE DRAWINGS

[0029] Figure 1 This is the front view of the tunnel seismic damping structure in Example 1 of the present invention.

[0030] Figure 2 This is a front view of the internal structure of the I-type energy absorbing anchor in Example 1 of the present invention.

[0031] Figure 3 For the present invention Figure 2 A partial enlarged view of the structure of part A.

[0032] Figure 4 This is a front view of the internal structure of the limiting device in Example 1 of the present invention.

[0033] Figure 5 It is a side view of the internal structure of the limiting device in the first embodiment of the present invention.

[0034] Figure 6 This is a front view of the internal structure of the Type II energy absorbing anchor in Example 1 of the present invention.

[0035] Figure 7 The figure is a schematic diagram of the installation position of the annular shock-absorbing structure along the length direction of the tunnel in the second embodiment of the present invention.

[0036] Figure 8 This is a schematic diagram of the installation position of the seismic damper while laying out along the tunnel section in the third embodiment of the present invention.

[0037] Fig. 9 This is a front view of the internal structure of the seismic damper in Example 3 of the present invention.

[0038] Fig.10 Schematic diagram of the external structure of the compression displacement damper in the third embodiment of the present invention.

[0039] Fig.11 Schematic diagram of the internal structure of the compression displacement damper in the third embodiment of the present invention.

[0040] Fig.12Schematic diagram of the external structure of the tensile displacement damper in the third embodiment of the present invention.

[0041] Fig.13 This is a front view of the tensile shock-absorbing component structure in Example 3 of the present invention.

[0042] Fig.14 This is a front view of the internal structure of the steel cable limiting sleeve in embodiment 3 of the present invention.

[0043] Among them: 1- tunnel surrounding rock, 2- grouting surrounding rock, 3- foam concrete, 4- primary lining, 5- waterproof layer, 6- secondary lining, 7- I type energy absorbing anchor, 701- grouting hole, 702- energy absorbing section, 703- non-energy absorbing section, 704- energy absorbing anchor wall, 7041- deformation groove, 705- energy absorbing anchor base, 706- movable steel rod, 707- expander, 708- anchor limit sleeve, 7081- anchor movable plate, 7082- anchor limit bolt, 8- II type energy absorbing anchor, 9- corrugated plate, 901- corrugated plate fixing bolt, 10- elastic rubber, 11- oblique displacement damper, 1101- damping device housing, 1102- base, 1103- sleeve, 1104- sleeve base, 1105- sleeve top seat, 1106- spring, 1107-flexible steel plate, 12-compression displacement damper, 1201-steel pipe, 1202-steel pipe limiting sleeve, 1203-steel pipe limiting bolt, 1204-steel pipe movable plate, 13-tensile displacement damper, 1301-steel cable, 1302-tensile damper lower base plate, 1303-tensile damper upper base plate, 1304-tensile damper fixing bolt, 1305-connecting plate, 1306-slide rail, 1307-slide wheel, 1308-limit baffle, 1309-steel cable limiting sleeve, 1310-fixed pulley block, 1311-steel cable limiting bolt, 1312-steel cable movable plate, 1313-infrared rangefinder. DETAILED DESCRIPTION

[0044] In order to enable those skilled in the art to better understand the technical solution of the present invention, the technical solution of the present invention is further described below in conjunction with the accompanying drawings and embodiments.

[0045] Embodiment 1:

[0046] Embodiment 1 provides a tunnel seismic damping structure, including a peripheral energy absorption structure, wherein the peripheral energy absorption structure includes a grouting surrounding rock 2, a foamed concrete 3, a primary lining 4, a waterproof layer 5, a secondary lining 6, a type I energy absorption anchor rod 7 and a type II energy absorption anchor rod 8, as shown in the attached Figure 1-Figure 6 shown.

[0047] Specifically, the grouting surrounding rock 2 is located at the outermost side of the peripheral energy absorption structure, and is formed by grouting through the grouting holes 701 on the I-type energy absorption anchor 7 after the I-type energy absorption anchor 7 is driven into the tunnel surrounding rock 1 in a circumferential direction; the foamed concrete 3 is located on the inner side of the grouting surrounding rock 2, and is formed by pressurizing and pouring the foamed concrete through the grouting holes 701 on the II-type energy absorption anchor 8; the primary lining 4 is located on the inner side of the foamed concrete 3, and is cast by supporting the formwork after the tunnel is blasted, and its material is high-ductility concrete; the secondary lining 6 is located on the inner side of the primary lining 4, and is cast by high-strength and high-ductility concrete, and a waterproof layer 5 is provided between the primary lining 4 and the secondary lining 6, and the primary lining 4, the waterproof layer 5 and the secondary lining 6 are completed by the arrangement method in the prior art. Both ends of the I-type energy absorption anchor 7 and the II-type energy absorption anchor 8 are located between the grouting surrounding rock 2 and the primary lining 4, the top extends into the grouting surrounding rock 2, the middle is located in the foamed concrete 3, and the bottom is located on the outer side of the primary lining 4.

[0048] More specifically, the I-type energy absorbing anchor rod 7 includes an energy absorbing section 702 and a non-energy absorbing section 703, both of which are hollow steel pipe structures, and the two can be detachably connected by using structures such as threads or snaps, and the grouting hole 701 is opened on the pipe wall of the non-energy absorbing section 703; the non-energy absorbing section 703 of the I-type energy absorbing anchor rod 7 is located in the grouting surrounding rock 2.

[0049] The energy absorbing section 702 includes an energy absorbing anchor rod wall 704 and an energy absorbing anchor rod base 705. One end of the energy absorbing anchor rod wall 704 is connected to the non-energy absorbing section 703, and the other end is welded and fixed to the energy absorbing anchor rod base 705 to seal its opening. A movable steel rod 706 is provided in the energy absorbing section 702. One end of the movable steel rod 706 is welded and fixed to the energy absorbing anchor rod base 705, and the other end passes through the energy absorbing section 702 and the non-energy absorbing section 703. The movable steel rod 706 is a multi-section structure, and two adjacent sections are connected by a limit device, so that segmented energy absorption deformation between the movable steel rods 706 can be achieved.

[0050] More specifically, the limiting device includes an expander 707 and an anchor rod limiting sleeve 708. The expander 707 is a double cone structure with two overlapping cone bottom surfaces, and the central axis of the double cone structure coincides with the axis of the energy absorbing section 702. The inner wall of the energy absorbing anchor rod wall 704 is provided with a circle of deformation grooves 7041 that match the shape of the expander 707. The movable steel rod 706 passes through the corresponding cone end of the expander 707 and is welded and fixed to the expander 707.

[0051] The anchor rod limiting sleeve 708 is located in the expander 707. Two groups of anchor rod movable plates 7081 are symmetrically arranged in the anchor rod limiting sleeve 708. The two groups of anchor rod movable plates 7081 correspond to the ends of two adjacent sections of movable steel rods 706. Each group of anchor rod movable plates 7081 has four pieces, one piece is arranged every 90 degrees, and a gap is left between two adjacent anchor rod movable plates 7081. The anchor limiting sleeve 708 is threadedly connected with an anchor limiting bolt 7082, and each anchor movable plate 7081 is provided with two anchor limiting bolts 7082 along the axial direction on the outer side, and each anchor movable plate 7081 is movably connected with the corresponding anchor limiting bolts 7082, so that the anchor limiting bolts 7082 can squeeze the anchor movable plate 7081 to move inward during rotation, and since the lengths of the two anchor limiting bolts 7082 corresponding to each anchor movable plate 7081 extending into the anchor limiting sleeve 708 change, the angle of the anchor movable plate 7081 can be adjusted. The positions and angles of the four anchor movable plates 7081 are adjusted so that the four anchor movable plates 7081 form a vertebral structure, with a larger opening at the end close to the movable steel rod 706, and an inner diameter of the opening at the end away from the movable steel rod 706 smaller than the diameter of the movable steel rod 706, and the end of the movable steel rod 706 is located inside the four anchor movable plates 7081. Before the device is installed, the earthquake force in the area is calculated, and then the stress to be distributed in each section of the limit device is calculated, and the corresponding position and angle of the anchor movable plate 7081 are adjusted by adjusting the length of the anchor limit bolt 7082 extending into the anchor limit sleeve 708. When in use, the non-energy absorbing section 703 of the I-type energy absorbing anchor rod 7 is first driven into the grouting surrounding rock 2, and grouting is performed through the grouting hole 701. After the grouting is completed, when the slurry has not solidified, the front end of the energy absorbing section 702 is connected to the rear end of the non-energy absorbing section 703, and the movable steel rod 706 passes through the energy absorbing section 702 and the non-energy absorbing section 703 and is then inserted into the grouting surrounding rock 2.

[0052] The structure of the Type II energy absorbing anchor rod 8 is the same as that of the Type I energy absorbing anchor rod 7, except that the energy absorbing section 702 is located at the front end of the non-energy absorbing section 703; when in use, after the energy absorbing section 702 is connected and assembled with the non-energy absorbing section 703, the entire Type II energy absorbing anchor rod 8 is directly driven into the soil, so that the energy absorbing section 702 is located in the grouting surrounding rock 2, and the non-energy absorbing section 703 is located in the foam concrete 3, so that the foam concrete 3 can be pressurized and poured through the grouting hole 701.

[0053] The tunnel seismic damping structure in this embodiment absorbs energy in the following ways when the tunnel is deformed under earthquake conditions: when the tunnel is affected by an earthquake and the tunnel surrounding rock 1 undergoes a large displacement, first the grouting surrounding rock 2 is deformed and absorbs a portion of the energy; then the foamed concrete 3 itself deforms in a certain space and absorbs a portion of the energy; when the grouting surrounding rock 2 and the foamed concrete 3 are deformed, the movable steel rods 706 inside the type I energy absorbing anchor rods 7 and the type II energy absorbing anchor rods 8 are driven to move toward the inside of the tunnel, and the type I energy absorbing anchor rods 7 and the type II energy absorbing anchor rods 8 are deformed and also absorb a portion of the energy.

[0054] When the I-type energy absorbing anchor 7 and the II-type energy absorbing anchor 8 are deformed, the movable steel rod 706 moves into the anchor rod limiting sleeve 708, and the inner diameter of the space surrounded by the anchor rod movable plate 7081 in the anchor rod limiting sleeve 708 gradually decreases, limiting the sliding of the movable steel rod 706, and the movable steel rod 706 absorbs part of the energy during the sliding process. At the same time, the expander 707 welded on the movable steel rod 706 is compressed along the anchor rod direction as the movable steel rod 706 moves, and its expansion deformation area in the radial direction of the anchor rod increases, squeezing the deformation groove 7041 of the energy absorbing anchor rod wall 704, and expanding the contact area between the anchor rod and the surrounding rock, thereby achieving the purpose of deformation and energy absorption of the energy absorbing anchor rod.

[0055] Embodiment 2:

[0056] On the basis of the first embodiment, the tunnel anti-seismic damping structure further includes an annular shock absorbing structure arranged along the tunnel section. During the tunnel construction process, a group of annular shock absorbing structures are arranged along the tunnel section at regular intervals. The annular shock absorbing structure includes a corrugated plate 9 arranged along the tunnel section. The corrugated plate 9 is connected to the tunnel through corrugated plate fixing bolts 901. An elastic rubber 10 is arranged at the gap between the corrugated plate 9 and the tunnel. The elastic rubber 10 is sealed and connected to the corrugated plate 9 by glue. Figure 7 shown.

[0057] When the tunnel is subjected to earthquake action along the length direction, each tunnel section is squeezed by the deformation of the surrounding rock. At this time, the elastic rubber 10 is deformed by force and the corrugated plate 9 is compressed and deformed. The annular shock-absorbing structure is compressed and deformed as a whole and absorbs energy.

[0058] Embodiment three:

[0059] On the basis of the second embodiment, the tunnel seismic damping structure further comprises a tunnel seismic damper arranged at the tunnel invert. During the tunnel construction, a plurality of seismic dampers are arranged at the tunnel invert of the same section at regular intervals.

[0060] Specifically, the anti-seismic damper includes an oblique displacement damper 11, a compressive displacement damper 12 and a tensile displacement damper 13. The compressive displacement damper 12 and the tensile displacement damper 13 are both located inside the oblique displacement damper 11. Figure 7-Figure 14 shown.

[0061] The oblique displacement damper 11 comprises a damping device housing 1101, a base 1102, a flexible steel plate 1107 and a sleeve shock absorbing assembly. The damping device housing 1101 is a hollow structure, and flexible steel plates 1107 are provided inside both ends. The flexible steel plates 1107 form a truncated structure with two ends open inside the damping device housing 1101, and a base 1102 is slidably provided inside each of the flexible steel plates 1107, and multiple sets of sleeve shock absorbing assemblies are provided between the damping device housing 1101 and the flexible steel plates 1107. Each set of the sleeve damping assembly includes a sleeve 1103, a sleeve base 1104, a sleeve top seat 1105 and a spring 1106; the sleeve base 1104 is welded and fixed to the damping device housing 1101, the sleeve top seat 1105 is welded and fixed to the flexible steel plate 1107, the sleeve 1103 is located between the sleeve base 1104 and the sleeve top seat 1105, and the sleeve 1103 is welded and fixed to the sleeve base 1104, and the diameter of the sleeve 1103 is greater than the diameter of the sleeve top seat 1105. The spring 1106 is located in the sleeve 1103, and the two ends of the spring 1106 are respectively connected to the sleeve base 1104 and the sleeve top seat 1105, and the spring 1106 adopts a high-strength spring. When the tunnel is compressed by an earthquake or deformation, the two bases 1102 move toward each other, and the base 1102 squeezes the flexible steel plate 1107 to expand and deform outward, squeezing the sleeve top seat 1105 to move outward, and then squeezing the spring 1106 to deform and absorb a certain amount of energy. Since the diameter of the sleeve top seat 1105 is smaller than the inner diameter of the sleeve 1103, the sleeve top seat 1105 can move inside the sleeve 1103.

[0062] The compression displacement damper 12 and the tension displacement damper 13 are both located between the two bases 1102. Specifically, the compression displacement damper 12 includes a steel pipe 1201, the two ends of which are respectively welded and fixed to the two bases 1102, and the steel pipe 1201 is a segmented structure, and two adjacent sections are connected by a steel pipe limiting sleeve 1202, and a steel pipe movable plate 1204 is connected to the steel pipe limiting sleeve 1202 by a steel pipe limiting bolt 1203. The connection method of the steel pipe limiting sleeve 1202, the steel pipe limiting bolt 1203 and the steel pipe movable plate 1204 is the same as the internal structure of the anchor rod limiting sleeve 708, and the free end of the steel pipe 1201 is inserted into the corresponding steel pipe limiting sleeve 1202. When the tunnel is compressed by an earthquake or deformation and the two bases 1102 move toward each other, the two ends of the steel pipe 1201 move into the steel pipe limiting sleeve 1202. Due to the limiting effect of the steel pipe movable plate 1204 inside the steel pipe limiting sleeve 1202, the steel pipe 1201 can absorb part of the energy when moving inward.

[0063] The tensile displacement damper 13 includes a steel cable 1301, both ends of which are connected to two bases 1102 via a tensile damping assembly. The tensile damping assembly includes a tensile damper lower base plate 1302 and a tensile damper upper base plate 1303, the tensile damper lower base plate 1302 and the corresponding base 1102 are connected via tensile damper fixing bolts 1304, connecting plates 1305 are welded and fixed to the tensile damper lower base plate 1302 and the tensile damper upper base plate 1303, the two connecting plates 1305 are arranged facing each other and staggered front and back, and the two connecting plates 1305 are connected to each other via a slide rail 1306 and a sliding wheel 1307, thereby realizing the connection between the tensile damper lower base plate 1302 and the tensile damper upper base plate 1303. The slide rail 1306 is located on the outer connecting plate 1305, and the inner connecting plate 1305 is provided with a sliding wheel 1307 matching the slide rail 1306. There are two slide rails 1306, which are inclined and symmetrically arranged. The distance between the two slide rails 1306 gradually decreases from the inside to the outside, so that when the two bases 1102 move toward each other or move away from each other, the movement of the sliding wheel 1307 can be restricted. However, when the external tensile or compressive force is greater than the resistance between the slide rail 1306 and the sliding wheel 1307, the two connecting plates 1305 will still move to a certain extent. Therefore, the inclined setting of the slide rail 1306 can reduce the relative displacement between the two bases 1102 as much as possible. At the same time, the resistance between the slide rail 1306 and the sliding wheel 1307 can also absorb a certain amount of energy. It should be noted that at least two groups of connecting plates 1305 are provided between the lower base plate 1302 of the tensile damper and the upper base plate 1303 of the tensile damper (each group of connecting plates 1305 includes the two connecting plates 1305 mentioned above and the sliding rail 1306 and sliding wheel 1307 structure therebetween) to ensure the stability between the lower base plate 1302 of the tensile damper and the upper base plate 1303 of the tensile damper.

[0064] An L-shaped limit baffle 1308 is welded and fixed on the lower base plate 1302 of the tensile damper. The limit baffle 1308 passes through the upper base plate 1303 of the tensile damper. The bent portion of the limit baffle 1308 is located on the inner side of the upper base plate 1303 of the tensile damper, and can limit the moving range of the upper base plate 1303 of the tensile damper.

[0065] The inner side of the tension damper upper bottom plate 1303 is also provided with a steel cable limiting sleeve 1309 for connecting the steel cable 1301. A fixed pulley block 1310 is provided at one end of the steel cable limiting sleeve 1309 near the tension damper upper bottom plate 1303. Four steel cable movable plates 1312 are connected to the steel cable limiting sleeve 1309 through steel cable limiting bolts 1311. The connection mode between the four steel cable movable plates 1312 and the steel cable limiting bolts 1311 and the steel cable limiting sleeve 1309 is the same as the connection mode between the anchor rod limiting sleeve 708, the anchor rod limiting bolts 7082 and the anchor rod movable plate 7081 in the first embodiment. By adjusting the position and angle of the four steel cable movable plates 1312, the steel cable 1301 can pass through the rear ends of the four steel cable movable plates 1312 and connect to the fixed pulley block 1310. When the steel cable 1301 moves under tension, the friction resistance between it and the steel cable movable plate 1312 can also absorb energy to a certain extent. When the tunnel is pulled by earthquake or deformation, the two bases 1102 move in opposite directions, the bases 1102 drive the steel cable 1301 to stretch, the two connecting plates 1305 move through the slide rails 1306 and the sliding wheels 1307, and the limit baffle 1308 limits the upper bottom plate 1303 of the tensile damper from moving outward, so that the entire tensile displacement damper 13 deforms and absorbs energy.

[0066] An infrared rangefinder 1313 for measuring the extrusion deformation of the steel pipe 1201 and the tensile deformation length of the steel cable 1301 is also installed on the inner side of the upper base plate 1303 of the tensile damper.

[0067] When the tunnel is pulled by earthquake or deformation, the two bases 1102 move in opposite directions, the bases 1102 drive the steel cable 1301 to stretch, the two connecting plates 1305 move through the slide rails 1306 and the sliding wheels 1307, and the limit baffles 1308 prevent the upper bottom plate 1303 of the tensile damper from moving outward, and the whole absorbs energy through deformation. By measuring the distance between the two infrared rangefinders 1313, the displacement distance between the two bases 1102 under compression or tension can be determined. It should be noted that the infrared rangefinder 1313 can be directly connected to the external data acquisition device for communication, so as to facilitate the collection of data from the infrared rangefinder 1313.

[0068] The tunnel seismic damper of the present invention can play a role in seismic energy absorption when the tunnel is deformed by pressure and tension along the cross section. When the tunnel is under pressure, the two bases 1102 move toward each other, the base 1102 squeezes the flexible steel plate 1107 to expand and deform outward, squeezes the sleeve top seat 1105 to move outward, and then squeezes the spring 1106 to deform and absorb a certain amount of energy; at the same time, the two ends of the steel pipe 1201 move into the steel pipe limiting sleeve 1202, and due to the limiting effect of the steel pipe movable plate 1204 inside the steel pipe limiting sleeve 1202, the steel pipe 1201 can absorb a part of the energy when moving inward.

[0069] When the tunnel is stretched due to earthquake or deformation, the two bases 1102 move in opposite directions, the bases 1102 drive the steel cable 1301 to stretch, the two connecting plates 1305 move through the slide rails 1306 and the sliding wheels 1307, and the limit baffles 1308 limit the outward movement of the upper base plate 1303 of the tensile damper, so that the entire tensile displacement damper 13 deforms and absorbs energy.

[0070] The above shows and describes the basic principles, main features and advantages of the present invention. It should be understood by those skilled in the art that the present invention is not limited to the above embodiments, and the above embodiments and descriptions are only for explaining the principles of the present invention. Without departing from the spirit and scope of the present invention, the present invention may have various changes and improvements, which fall within the scope of the present invention to be protected. The scope of protection of the present invention is defined by the attached claims and their equivalents.

Claims

1. A tunnel seismic damping structure, comprising a peripheral energy absorption structure, the peripheral energy absorption structure comprising grouting surrounding rock, characterized in that: The inner side of the grouting surrounding rock is provided with foamed concrete, primary lining, waterproof layer and secondary lining in sequence, and between the grouting surrounding rock and the primary lining is provided a type I energy absorbing anchor rod for grouting the grouting surrounding rock and a type II energy absorbing anchor rod for pouring foamed concrete; The I-type energy-absorbing anchor includes an energy-absorbing section and a non-energy-absorbing section, and the non-energy-absorbing section is located at the front end of the energy-absorbing section; Grouting holes are provided on the non-energy absorbing section; A movable steel rod with a multi-section structure is provided in the energy absorbing section. The movable steel rod runs through the non-energy absorbing section, and the front end of the movable steel rod is located in the grouting surrounding rock. Two adjacent sections of the movable steel rod are connected by a limit device. The limiting device includes an expander and an anchor rod limiting sleeve; The expander is a double cone structure, and a circle of deformation grooves matching the expander shape is provided on the inner wall of the energy absorbing anchor rod wall of the energy absorbing section; the movable steel rod is connected to the expander; The anchor rod limiting sleeve is located in the expander; Two groups of anchor movable plates are symmetrically arranged in the anchor limit sleeve, and the two groups of anchor movable plates correspond to the ends of two adjacent movable steel rods respectively; each group of anchor movable plates has four pieces, and the anchor limit sleeve is threadedly connected with anchor limit bolts, and each anchor movable plate is movably connected with two anchor limit bolts; The structure of the type II energy absorbing anchor is the same as that of the type I energy absorbing anchor, and the energy absorbing section of the type II energy absorbing anchor is located at the front end of the non-energy absorbing section, and the non-energy absorbing section of the type II energy absorbing anchor is located in the foam concrete.

2. A tunnel seismic damping structure according to claim 1, characterized in that: The tunnel anti-seismic damping structure also includes an annular shock absorbing structure arranged at intervals along the tunnel section, the annular shock absorbing structure includes a corrugated plate connected to the tunnel, and elastic rubber is arranged in the gap between the corrugated plate and the tunnel.

3. The tunnel seismic damping structure according to claim 1, characterized in that: The tunnel seismic damping structure further comprises a seismic damper arranged at the tunnel invert, wherein the seismic damper comprises an oblique displacement damper, a compression displacement damper and a tension displacement damper; The compressive displacement damper and the tensile displacement damper are both located inside the oblique displacement damper.

4. The tunnel seismic damping structure according to claim 3, characterized in that: The oblique displacement damper comprises a damping device housing, flexible steel plates are provided on the inner sides of both ends of the damping device housing, a base is provided on the inner side of the flexible steel plate for sliding, and a plurality of sleeve shock absorbing components are provided between the damping device housing and the flexible steel plate; The compressive displacement damper and the tensile displacement damper are both located between the two bases.

5. The tunnel seismic damping structure according to claim 4, characterized in that: The compression displacement damper comprises a steel pipe of a segmented structure, both ends of the steel pipe are respectively connected to two bases, two adjacent sections of the steel pipe are connected via a steel pipe limiting sleeve, and a steel pipe movable plate is connected in the steel pipe limiting sleeve via a steel pipe limiting bolt.

6. The tunnel seismic damping structure according to claim 5, characterized in that: The tensile displacement damper comprises a steel cable, both ends of which are connected to two bases through tensile shock-absorbing components; The tensile damping component comprises a lower base plate of the tensile damper and an upper base plate of the tensile damper, which are connected by two sliding connection plates, and a steel cable limiting sleeve and a fixed pulley block for connecting steel cables are arranged on the upper base plate of the tensile damper.

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