CN110847928B - Tunnel shock absorption method, energy dissipation component applied by tunnel shock absorption method and application method of component - Google Patents
Tunnel shock absorption method, energy dissipation component applied by tunnel shock absorption method and application method of component Download PDFInfo
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- CN110847928B CN110847928B CN201911101685.8A CN201911101685A CN110847928B CN 110847928 B CN110847928 B CN 110847928B CN 201911101685 A CN201911101685 A CN 201911101685A CN 110847928 B CN110847928 B CN 110847928B
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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
- E21F—SAFETY DEVICES, TRANSPORT, FILLING-UP, RESCUE, VENTILATION, OR DRAINING IN OR OF MINES OR TUNNELS
- E21F17/00—Methods or devices for use in mines or tunnels, not covered elsewhere
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- Geochemistry & Mineralogy (AREA)
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- Civil Engineering (AREA)
- Structural Engineering (AREA)
- Vibration Dampers (AREA)
- Lining And Supports For Tunnels (AREA)
Abstract
The invention discloses a tunnel damping method, energy dissipation members applied by the same and an application method of the members. The energy dissipation component comprises a fixing cylinder and an elastic component which is connected in the inner cavity of the fixing cylinder and can slide, two ends of the elastic component are fixedly connected with a pre-buried support steel plate in the tunnel lining, each energy dissipation component is rigidly connected with the tunnel lining, the tunnel lining can transmit force to the energy dissipation component when receiving earthquake acting force, and the elastic deformation of the energy dissipation component absorbs digestion, so that the destructive capacity of the earthquake acting force on the tunnel lining is greatly reduced, the stability of the tunnel lining is protected, and the safety coefficient and the reliability of the tunnel are improved. In addition, the energy dissipation component can provide a supporting and protecting effect for the tunnel, and large deformation of the tunnel is avoided.
Description
Technical Field
The invention belongs to the field of tunnel engineering and seismic engineering, and particularly relates to a tunnel shock absorption method, an energy dissipation component applied by the tunnel shock absorption method and an application method of the component.
Background
China is in the period of rapid development of tunnel construction, and a large number of tunnels are already constructed. A considerable part of tunnels are built in earthquake areas, violent earthquakes cause disasters such as cracks and dislocation of tunnel linings, and the destruction of a large number of tunnels in Wenchuan earthquakes is a clear case. Earthquake disasters cause loss to national economy and transportation. The reinforced concrete lining of the tunnel is permanently damaged once being damaged by earthquake, so that the shock absorption and energy dissipation protection of the tunnel is very important. At present, no good measure exists for the shock absorption and energy dissipation of tunnel engineering in practical engineering.
Disclosure of Invention
The invention aims to provide a tunnel damping method capable of reducing tunnel strain and effectively protecting tunnel lining, and aims to provide an energy dissipation member applied to the tunnel damping method, and aims to provide an application method of the energy dissipation member in a tunnel, and finally improve the earthquake-proof safety coefficient of the tunnel.
The tunnel damping method provided by the invention has the advantages that a plurality of sections are selected along the direction of the tunnel, at least energy dissipation members which are connected with the tunnel lining into a whole are respectively installed at different stress concentration positions of each section, the seismic wave energy borne by the tunnel lining is absorbed mainly through the elastic deformation of the energy dissipation members, the stress borne by the tunnel lining is reduced, the deformation of the tunnel lining is reduced, the stability of the tunnel lining is protected, and the safety coefficient of the tunnel is improved.
The energy dissipation component suitable for the method comprises a fixed cylinder and an elastic component which is connected with the fixed cylinder and can slide in an inner cavity of the fixed cylinder, and two ends of the elastic component are fixedly connected with a support steel plate pre-buried in a tunnel lining.
In an embodiment of the energy dissipation member, the fixed cylinder is a square cylinder with openings at two ends, the inner walls of two pairs of side plates of the fixed cylinder are symmetrically welded with a plurality of guide plates respectively, and a sliding chute is formed between adjacent guide plates; the side plates and the guide plates are made of low carbon steel plates.
In one embodiment of the energy dissipating member, the elastic member includes a pair of square sliding plates and a plurality of energy dissipating springs vertically connected between the sliding plates, each lateral edge of the sliding plates has an outward extending sliding block, and the number of the sliding blocks is the same as the number of the sliding grooves.
In one embodiment of the energy dissipating member, the energy dissipating spring is a coil spring made of low carbon steel, and both ends of the coil spring are respectively connected and fixed to the sliding plate.
In one embodiment of the energy dissipation member, the sliding plate is connected to a plurality of steel rods on the outer side, and the outer ends of the steel rods are connected to the support steel plate.
In one embodiment of the energy dissipation member, the sliding plate, the energy dissipation spring and the steel rod are integrally installed in the inner cavity of the fixed cylinder through the sliding block and the sliding groove in a matched mode.
The invention provides an application method of the energy dissipation member, which comprises the following steps:
(1) according to the cross section shape of the tunnel, determining the stress concentration position on the same section as the installation position of each energy dissipation member, and simultaneously enabling the installation position of each energy dissipation member to be outside the basic building limit of the tunnel;
(2) determining the number of energy dissipation springs between two sliding plates of the corresponding energy dissipation member and a specific link position thereof according to different installation positions of the energy dissipation member;
(3) after a tunnel is excavated and formed, and a reinforcing mesh is laid, and before a tunnel lining is poured, two identical square steel plates are welded and fixed on the reinforcing mesh at positions corresponding to two ends of each energy dissipation member at each mounting position according to the mounting position of each energy dissipation member on a section to serve as support plates for connecting the energy dissipation members and the lining;
(4) after the lining pouring is completed and the design strength is stably formed, chiseling part of lining concrete at the installation position of the energy dissipation member to serve as an installation groove of the energy dissipation member, and paying attention to enable the square steel plate fixed in the step (3) to be exposed in the installation groove;
(5) the steel rods at the two ends of each energy dissipation component are respectively connected and fixed on the square steel plates at the corresponding ends, so that the energy dissipation components and the tunnel lining are connected into a whole, and before the steel rods are connected and fixed with the square steel plates, the energy dissipation springs of the energy dissipation components are in a prestressed state, so that initial supporting protection force is provided for the tunnel lining.
According to the invention, a plurality of sections are selected along the direction of the tunnel, and the energy dissipation members which are connected into a whole by the tunnel lining are respectively arranged at different stress concentration positions of each section. When earthquake wave acts, the energy dissipation component can generate certain elastic deformation to absorb earthquake wave energy transmitted from the tunnel lining, release earthquake acting force applied to the tunnel lining, and improve the safety factor and reliability of the tunnel. According to related researches, the tunnel lining stress concentration positions under the action of earthquake are arch feet, arch shoulders, arch tops and inverted arches, so that energy dissipation members are respectively arranged at least at the stress concentration positions, each energy dissipation member is rigidly connected with the tunnel lining, the tunnel lining can quickly transmit force to the energy dissipation members when being subjected to earthquake action force, and the energy dissipation members absorb and digest the force through elastic deformation of the energy dissipation members, so that the damage capability of the earthquake action force on the tunnel lining is greatly reduced, and the stability of the tunnel lining is protected.
Drawings
Figure 1 is an enlarged end view of one embodiment of the energy dissipating member of the present invention.
Fig. 2 is a schematic view a-a in fig. 1 (the slider at the periphery of the slide plate is not shown).
Fig. 3 is a schematic axial side structure diagram of the energy dissipating member in the present embodiment.
Fig. 4 is a schematic view of the installation of the present embodiment on a tunnel section.
Detailed Description
As can be seen from fig. 1 and 2, the tunnel shock-absorbing energy-dissipating member disclosed in the present embodiment comprises a fixed cylinder 1, a sliding plate 2, a steel rod 3 and energy-dissipating springs 4.
As shown in fig. 1, the fixed cylinder 1 is a square cylinder formed by welding four side plates 11 made of low-carbon steel, guide plates 12 in the length direction of the fixed cylinder are symmetrically welded on the inner walls of two pairs of side plates of each side plate, and a sliding chute is formed between the adjacent guide plates 12.
As can be seen from fig. 1 and 2, the sliding plates 2 are two identical square plates, and the peripheral edges of the sliding plates are symmetrically connected with sliding blocks 21, the number of the sliding blocks 21 is the same as that of the sliding grooves, and the sliding blocks are located in the sliding grooves.
Namely, the fixed cylinder 1 enables the sliding plate 2 to stably slide along the length direction of the fixed cylinder 1 through the sliding chutes among the guide plates 12 on the periphery of the inner wall of the fixed cylinder, so that the sliding plate 2 is prevented from being unstable in the sliding process.
As can be seen from fig. 2, the energy dissipation springs 4 are provided with a plurality of helical springs made of low carbon steel, each energy dissipation spring is arranged between the two sliding plates 2 in parallel, and two ends of each energy dissipation spring are respectively welded with the sliding plates 2, so that the energy dissipation springs are prevented from falling off in the use process.
The selection of specific performance parameters or the selection of specific quantity of the energy dissipation springs is selected according to the specific condition of the tunnel.
As can be seen from fig. 1 to 3, a plurality of steel bars 3 are attached to the outside of the sliding plate 2.
The welding angle of the steel bars on the sliding plate is determined according to different installation positions of the energy dissipation member on the section, as shown in figure 4.
The side plate 11, the guide plate 12, the sliding plate 2 and the energy dissipation spring 4 of the fixed cylinder 1 are all made of low-carbon steel, and the energy dissipation spring 4 can generate larger deformation when being extruded by utilizing the good weldability, plasticity and toughness of the low-carbon steel so as to absorb more energy. The concrete parameters and the number of the energy dissipation springs and the fixed positions on the sliding plates are determined according to the actual situation of the tunnel and can be increased or decreased properly.
When the elastic component formed by fixing the sliding plates 2 and the energy dissipation springs 4 is installed in the fixed cylinder 1, the length direction of the energy dissipation springs 4 is consistent with that of the fixed cylinder 1, and the sliding blocks 21 on the periphery of the two sliding plates 2 are respectively positioned in corresponding sliding grooves between the guide plates 12 on the inner wall of the fixed cylinder 1.
When the energy dissipation members are installed in the tunnel, a section is selected at a certain distance along the direction of the tunnel according to design requirements, and at least energy dissipation members are respectively installed at positions with larger stress of the selected section, such as arch feet, arch shoulders, arch tops and inverted arches of the section, and an intermediate wall of a multi-arch tunnel, but the installation positions of all the energy dissipation members are out of the basic building limit of the tunnel, namely, related communication circuit lines, fire-fighting facilities, road traffic spaces and the like of the tunnel cannot be interfered. As shown in fig. 4.
The specific installation process of the energy dissipation component at each section is as follows:
(1) after a reinforcing mesh is laid after tunnel excavation forming and before tunnel lining pouring, two identical square steel plates are welded and fixed on the reinforcing mesh at positions corresponding to two ends of each energy dissipation member at each mounting position according to the mounting position of each energy dissipation member at the selected section to serve as support plates for connecting the energy dissipation members with the lining;
(2) after the lining pouring is completed and the strength is stably formed, chiseling lining concrete with a certain depth at the installation position of the energy dissipation member to be used as an installation groove of the energy dissipation member, and exposing a square steel plate fixed on a reinforcing steel bar net in the installation groove so that the energy dissipation member can be better embedded in the lining after being installed;
(3) the steel rods at the two ends of each energy dissipation component are respectively welded on the square steel plates at the corresponding ends, and meanwhile, the energy dissipation springs are compressed to a certain extent before the steel rods and the square steel plates are welded, so that the initial supporting protection force is provided for the tunnel lining even if the energy dissipation springs are in a prestressed state. The steel rod and the pre-buried support plate are welded and fixed and then are grouted for reinforcement, so that the better integrity of the tunnel lining and the energy dissipation component is ensured, and the steel rod can be better transmitted to the sliding plate quickly to release the earthquake acting force applied to the lining.
The principle of the damping action of the energy dissipation component when an earthquake occurs is as follows:
when an earthquake occurs, the energy dissipation component is installed to provide a certain supporting and protecting effect on the tunnel, so that the damping of the tunnel is increased, and the larger deformation of the tunnel lining is reduced. The deformation of the tunnel lining is transmitted to the steel rods at the two ends of the energy dissipation component through the support plates fixed on the reinforcing mesh in the lining concrete, the steel rods push the sliding plate under stress, and the sliding plate simultaneously extrudes and deforms the energy dissipation spring to absorb energy. In the whole process, the seismic wave energy received by the tunnel lining is firstly released through the sliding plate, and the energy released by the sliding plate is absorbed by the deformation of the energy dissipation spring, so that the tunnel lining is damped.
Claims (2)
1. A tunnel damping method, select a plurality of sections along the tunnel trend, install the energy dissipation component that links with the tunnel lining as an organic whole separately in different stress concentration positions of every terminal surface at least, the energy dissipation component includes the fixed cylinder and connects to the slidable elastic assembly in its cavity, both ends of the elastic assembly connect with pre-buried support steel plate in the tunnel lining fixedly; the fixed cylinder is a square cylinder with openings at two ends, the inner walls of two pairs of side plates of the fixed cylinder are respectively and symmetrically welded with a plurality of guide plates, and a sliding chute is formed between the adjacent guide plates; the elastic component comprises a pair of square sliding plates and a plurality of energy dissipation springs vertically connected between the two sliding plates, the energy dissipation springs are helical springs made of low-carbon steel, two ends of each energy dissipation spring are respectively connected and fixed with the corresponding sliding plate, each side edge of the periphery of each sliding plate is provided with an outward-extending sliding block, and the number of the sliding blocks is the same as that of the sliding grooves; the outer side of the sliding plate is connected with a plurality of steel rods, and the outer ends of the steel rods are connected by support steel plates; the sliding plate, the energy dissipation spring and the steel rod are integrally arranged in the inner cavity of the fixed cylinder through the sliding block and the sliding groove in a matched mode;
mainly the elastic deformation through the energy dissipation component absorbs the seismic wave energy that tunnel lining received, reduces the stress that tunnel lining received to reduce tunnel lining deformation, protect tunnel lining stable, improve tunnel factor of safety, include following step:
(1) according to the cross section shape of the tunnel, determining the stress concentration position on the same section as the installation position of each energy dissipation member, and simultaneously enabling the installation position of each energy dissipation member to be outside the basic building limit of the tunnel;
(2) determining the number of energy dissipation springs between two sliding plates of the corresponding energy dissipation member and a specific link position thereof according to different installation positions of the energy dissipation member;
(3) after a tunnel is excavated and formed, and a reinforcing mesh is laid, and before a tunnel lining is poured, two identical square steel plates are welded and fixed on the reinforcing mesh at positions corresponding to two ends of each energy dissipation member at each mounting position according to the mounting position of each energy dissipation member on a section to serve as support plates for connecting the energy dissipation members and the lining;
(4) after the lining pouring is completed and the design strength is stably formed, chiseling part of lining concrete at the installation position of the energy dissipation member to serve as an installation groove of the energy dissipation member, and paying attention to enable the square steel plate fixed in the step (3) to be exposed in the installation groove;
(5) the steel rods at the two ends of each energy dissipation component are respectively connected and fixed on the square steel plates at the corresponding ends, so that the energy dissipation components and the tunnel lining are connected into a whole, and before the steel rods are connected and fixed with the square steel plates, the energy dissipation springs of the energy dissipation components are in a prestressed state, so that initial supporting protection force is provided for the tunnel lining.
2. The method of claim 1, wherein: and the side plates and the guide plates are made of low carbon steel plates.
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| Application Number | Priority Date | Filing Date | Title |
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| CN201911101685.8A CN110847928B (en) | 2019-11-12 | 2019-11-12 | Tunnel shock absorption method, energy dissipation component applied by tunnel shock absorption method and application method of component |
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| CN201911101685.8A CN110847928B (en) | 2019-11-12 | 2019-11-12 | Tunnel shock absorption method, energy dissipation component applied by tunnel shock absorption method and application method of component |
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| CN110847928B true CN110847928B (en) | 2021-04-13 |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN203296780U (en) * | 2013-06-07 | 2013-11-20 | 西南交通大学 | Supporting and protecting lining device used for preventing surrounding rock from large deformation in underground cavern construction |
| CN204691789U (en) * | 2015-04-15 | 2015-10-07 | 山西省交通科学研究院 | A kind of adjustable tunnel support structure |
| CN105839518B (en) * | 2016-04-08 | 2017-10-24 | 石家庄铁道大学 | A kind of pair of limb bridge pier energy-dissipating and shock-absorbing binder |
| CN207470210U (en) * | 2017-11-27 | 2018-06-08 | 四川省交通运输厅公路规划勘察设计研究院 | The elastic compression formula steelframe of Tunnel |
| CN207701150U (en) * | 2017-12-19 | 2018-08-07 | 西安建筑科技大学 | A kind of contractibility steelframe supporting construction |
| CN109611129B (en) * | 2018-12-25 | 2024-04-19 | 中国电建集团华东勘测设计研究院有限公司 | Retractable prestress arch structure and construction method |
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