CN209227631U - A kind of progressive rate damping reinforcement structure between underground structure and country rock - Google Patents
A kind of progressive rate damping reinforcement structure between underground structure and country rock Download PDFInfo
- Publication number
- CN209227631U CN209227631U CN201821828384.6U CN201821828384U CN209227631U CN 209227631 U CN209227631 U CN 209227631U CN 201821828384 U CN201821828384 U CN 201821828384U CN 209227631 U CN209227631 U CN 209227631U
- Authority
- CN
- China
- Prior art keywords
- buffer layer
- country rock
- progressive rate
- underground structure
- rate buffer
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Expired - Fee Related
Links
Landscapes
- Lining And Supports For Tunnels (AREA)
Abstract
The progressive rate damping reinforcement structure that the utility model discloses a kind of between underground structure and country rock, underground structure is located in country rock, the intensity of underground structure is greater than the intensity of country rock, buffer layer is set between underground structure and country rock, buffer layer is progressive rate buffer layer, and rigidity is gradually reduced to close to country rock side according to following formula from close to underground structure side: y=-0.4x+30；Wherein, x is thickness of the progressive rate buffer layer from underground structure side to country rock side, unit cm；Y is progressive rate buffer layer with a thickness of the elasticity modulus at x, unit MPa.Progressive rate buffer layer is set, when seismic wave travels to progressive rate buffer layer from underground structure, since the rigidity of progressive rate buffer layer is not uniform, seismic wave can discharge a large amount of energy during propagation in progressive rate buffer layer, to reduce impact of the seismic wave to country rock, the good damping effect to country rock is played.
Description
Technical field
The utility model relates to underground structure cushion technique fields, are set to underground structure in particular to one kind and enclose
The damping reinforcement structure of progressive rate between rock.
Background technique
In recent years, as global earthquakes take place frequently, superstructure damping research once becomes scientific research scholar topics common.Relatively
For superstructure damping, the damping research of underground structure is started late.Generally, it is considered that by the effect of contraction on stratum, underground
Itself anti-seismic performance of structure is superior to superstructure.
In recent years a little next, as scholars count investigation underground structure earthquake damage feature discovery, under geological process, underground knot
Structure earthquake is prominent, and especially in the case where complex geologic conditions (such as fault belt), underground structure earthquake damage is more prominent.Just
Underground structure damping, scientific research scholar have carried out related work, and a kind of energy-absorbing material is arranged such as between underground structure and country rock, come
Reduce destruction of the geological process to underground structure.
But existing underground structure Aseismatic Design does not do damping specifically with regard to underground structure own material and country rock material
Research is generally only using single energy-absorbing material as buffer layer, and actual damping effect is unsatisfactory.
Utility model content
The progressive rate damping that the main purpose of the utility model is to provide a kind of between underground structure and country rock
Ruggedized construction, to solve the problems, such as that existing underground structure buffer layer damping effect is undesirable.
To achieve the goals above, the utility model provides a kind of progressive rate between underground structure and country rock
Damping reinforcement structure, underground structure are located in country rock, and the intensity of underground structure is greater than the intensity of country rock, and damping reinforcement structure is to set
Set the buffer layer between underground structure and country rock, buffer layer is progressive rate buffer layer, the rigidity of progressive rate buffer layer from
It is gradually reduced to close to country rock side according to following formula close to underground structure side:
Y=-0.4x+30
Wherein, x is thickness of the progressive rate buffer layer from underground structure side to country rock side, unit cm；Y is gradually
Variation rigidity buffer layer is with a thickness of the elasticity modulus at x, unit MPa.
Further, the material of progressive rate buffer layer is one or more of rubber, foamed resin and rubber resin.
Further, progressive rate buffer layer is formed by 1-3 layers of buffer layer superimposion.
Further, the general thickness of progressive rate buffer layer is 15cm-50cm.
Using the technical solution of the utility model, stress-strain relation and seismic wave based on the mechanics of materials are in different medium
In propagation characteristic, according to the strength difference between underground structure and country rock, be arranged between underground structure and country rock rigidity by
The progressive rate buffer layer of gradual change.Seismic wave can discharge huge energy in the Propagation of different-stiffness, work as seismic wave
When traveling to progressive rate buffer layer from underground structure, since the rigidity of progressive rate buffer layer is not uniform, seismic wave
A large amount of energy can be discharged during propagation in progressive rate buffer layer, country rock is rushed to reduce seismic wave
It hits, plays the good damping effect to country rock.
Detailed description of the invention
The accompanying drawings constituting a part of this application is used to provide a further understanding of the present invention, this is practical
Novel illustrative embodiments and their description are not constituteed improper limits to the present invention for explaining the utility model.
In the accompanying drawings:
Fig. 1 is the structural schematic diagram of the damping reinforcement structure of the utility model embodiment.
Fig. 2 is the strain peak value figure of the lower three kinds of tunnel model sections of seismic wave incentive action.
Fig. 3 is the acceleration peak value figure of the lower three kinds of tunnel model sections of seismic wave incentive action.
Wherein, the above drawings include the following reference numerals:
10, progressive rate buffer layer；100, underground structure；200, country rock.
Specific embodiment
For the ease of understanding the utility model, below in conjunction with Figure of description and preferred embodiment to the utility model
Work more comprehensively, meticulously describes, but the protection scope of the utility model is not limited to embodiment in detail below.It needs to illustrate
It is that in the absence of conflict, the feature in the embodiments of the present invention and embodiment can be combined with each other.
Referring to Fig. 1, a kind of progressive rate being set between underground structure 100 and country rock 200 of the utility model embodiment
Damping reinforcement structure, underground structure 100 are located in country rock 200, and the intensity of underground structure 100 is greater than the intensity of country rock 200, underground
It is provided with buffer layer between structure 100 and country rock 200, which is progressive rate buffer layer 10, the progressive rate buffer layer
10 rigidity is gradually reduced to close to 200 side of country rock according to following formula from close to 100 side of underground structure:
Y=-0.4x+30
Wherein, x is thickness of the progressive rate buffer layer 10 from 100 side of underground structure to 200 side of country rock, and unit is
cm；Y is progressive rate buffer layer 10 with a thickness of the elasticity modulus at x, unit MPa.
For existing underground structure Aseismatic Design using the material of single equal density as buffer layer, damping effect is limited.
The utility model propagation characteristic of the stress-strain relation based on the mechanics of materials and seismic wave in different media for the first time, according to ground
Strength difference between flowering structure 100 and country rock 200 is arranged what rigidity gradually changed between underground structure 100 and country rock 200
Progressive rate buffer layer 10.
The study found that medium rigidity is bigger, the speed of seimic wave propagation is faster, and medium rigidity is smaller, seimic wave propagation
Speed is slower.Seismic wave can discharge huge energy in the Propagation of different-stiffness, when seismic wave is passed from underground structure 100
When being multicast to progressive rate buffer layer 10, due to the rigidity of progressive rate buffer layer 10 be not it is uniform, seismic wave is rigid in gradual change
A large amount of energy can be discharged during propagating in degree buffer layer 10, to reduce impact of the seismic wave to country rock 200, is risen
To the good damping effect to country rock 200.
The utility model according to the stiffness difference between underground structure 100 and country rock 200, designs progressive rate damping for the first time
Layer 10, can make seismic wave from progressive rate buffer layer 10 close to the side of a laterally closer country rock 200 of underground structure 100 compared with
Gently to discharge, to preferably reduce impact of the seismic wave to country rock 200, damping effect is improved.
It is found by numerous studies, when the intensity of underground structure 100 is greater than the intensity of country rock 200, according to above-mentioned relation formula y
The stiffness variation of progressive rate buffer layer 10 is arranged in=- 0.4x+30, can maximumlly seismic wave rushing to country rock 200 smaller
It hits, is conducive to improve damping effect.
Specifically, when progressive rate buffer layer 10 is arranged, referring to Standard for test methods of engineering rock masses GB/T 50266-
2013, drill sampling measures the compression strength value of underground structure 100 and country rock 200,100 He of underground structure obtained by measurement
The compression strength value of country rock 200 determines the strength difference between underground structure 100 and country rock 200.
In the present embodiment, material used in progressive rate buffer layer 10 can be rubber, foamed resin and rubber resin
One or more of.Progressive rate buffer layer be by the buffer layer through-thickness superposition of 1-3 layers of identical or different material and
The composite shock-absorbing layer of formation.After tested, the general thickness of progressive rate buffer layer 10 is preferably 15cm-50cm.
In order to verify the utility model damping reinforcement structure damping effect, the utility model constructs ellipse tunnel
Model.Model casing and shaketalle test equipment are relied on, tunnel model is embedded in model casing.It is wrapped up in tunnel model outer surface
The damping layer material of different-stiffness.Tunnel intensity is greater than 200 intensity of country rock, and tunnel model appearance progressive rate buffer layer 10 is successively
For cystosepiment and sponge rubber.
The model casing for being embedded with 10 tunnel model of tunnel model and progressive rate buffer layer is fixed on shake table first,
Model casing bottom is closely connect with vibration table surface using high-strength bolt.Three different tunnel model sections are set, first
It is no buffer layer tunnel model, second is homogenous material buffer layer tunnel model, and third is that the gradual change of the utility model is rigid
Spend buffer layer tunnel model.By vibration bench control system input-to-state stabilization load instruction, acquisition equipment acquires different disconnected respectively
The peak value of face tunnel model accelerates and strain value.Accelerate to analyze progressive rate buffer layer 10 with strain value by comparison peak value
Damping performance.
Fig. 2 is the strain peak value figure of the lower three kinds of tunnel model sections of seismic wave incentive action, and Fig. 3 is seismic wave incentive action
The acceleration peak value figure of lower three kinds of tunnel model sections.By Fig. 2 and Fig. 3 as it can be seen that passing through three kinds of comparison different tunnel model sections
Strain peak value and acceleration peak value, progressive rate buffer layer 10 can be substantially reduced the strain peak value and acceleration of tunnel model
Peak value, although single buffer layer also can reduce acceleration peak value and strain peak value, reduction amplitude is smaller, and damping effect is not
It is good.It is one by the above shaking table model it is found that the damping reinforcement structure of the utility model has good damping effect
The practical glissando of kind.
The above descriptions are merely preferred embodiments of the present invention, is not intended to limit the utility model, for this
For the technical staff in field, various modifications and changes may be made to the present invention.It is all in the spirit and principles of the utility model
Within, any modification, equivalent replacement, improvement and so on should be included within the scope of protection of this utility model.
Claims (4)
1. a kind of progressive rate damping reinforcement structure between underground structure and country rock, the underground structure (100) are located at
In country rock (200), the intensity of the underground structure (100) is greater than the intensity of the country rock (200), and the damping reinforcement structure is
The buffer layer being arranged between the underground structure (100) and the country rock (200), which is characterized in that
The buffer layer is progressive rate buffer layer (10), and the rigidity of the progressive rate buffer layer (10) is from close to the underground
Structure (100) side is gradually reduced to close to the country rock (200) side according to following formula:
Y=-0.4x+30
Wherein, x is the progressive rate buffer layer (10) from the underground structure (100) side to the country rock (200) side
Thickness, unit cm；Y is the progressive rate buffer layer (10) with a thickness of the elasticity modulus at x, unit MPa.
2. the progressive rate damping reinforcement structure according to claim 1 being set between underground structure and country rock, feature
It is, the material of the progressive rate buffer layer (10) is one or more of rubber, foamed resin and rubber resin.
3. the progressive rate damping reinforcement structure according to claim 1 being set between underground structure and country rock, feature
It is, the progressive rate buffer layer (10) is formed by 1-3 layers of buffer layer superimposion.
4. the progressive rate damping reinforcement structure according to claim 1 being set between underground structure and country rock, feature
It is, the general thickness of the progressive rate buffer layer (10) is 15cm-50cm.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201821828384.6U CN209227631U (en) | 2018-11-07 | 2018-11-07 | A kind of progressive rate damping reinforcement structure between underground structure and country rock |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201821828384.6U CN209227631U (en) | 2018-11-07 | 2018-11-07 | A kind of progressive rate damping reinforcement structure between underground structure and country rock |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN209227631U true CN209227631U (en) | 2019-08-09 |
Family
ID=67502266
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201821828384.6U Expired - Fee Related CN209227631U (en) | 2018-11-07 | 2018-11-07 | A kind of progressive rate damping reinforcement structure between underground structure and country rock |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN209227631U (en) |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109252551A (en) * | 2018-11-07 | 2019-01-22 | 中南大学 | The progressive rate damping reinforcement structure of underground structure |
-
2018
- 2018-11-07 CN CN201821828384.6U patent/CN209227631U/en not_active Expired - Fee Related
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109252551A (en) * | 2018-11-07 | 2019-01-22 | 中南大学 | The progressive rate damping reinforcement structure of underground structure |
| CN109252551B (en) * | 2018-11-07 | 2023-11-28 | 长沙垚森工程科技有限公司 | Gradual rigidity shock absorption reinforcing structure of underground structure |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| Çelebi et al. | Non-linear finite element analysis for prediction of seismic response of buildings considering soil-structure interaction | |
| CN209227631U (en) | A kind of progressive rate damping reinforcement structure between underground structure and country rock | |
| CN209227630U (en) | Progressive rate damping reinforcement structure between underground structure and country rock | |
| Liang et al. | Seismic response of pile groups supporting long-span cable-stayed bridge subjected to multi-support excitations | |
| Gao et al. | Experimental study on the deformation behaviour, energy evolution law and failure mechanism of tectonic coal subjected to cyclic loads | |
| CN109252552B (en) | A kind of progressive rate Aseismatic Design method of underground structure | |
| Qi et al. | Influence of rubber inclusion on the dynamic response of rail track | |
| Zhu et al. | A 2.5 D equivalent linear model for longitudinal seismic analysis of tunnels in water-saturated poroelastic half-space | |
| CN109252551A (en) | The progressive rate damping reinforcement structure of underground structure | |
| Chen et al. | Dynamic response characteristics of super high-rise buildings subjected to long-period ground motions | |
| Hazarika et al. | Seismic stability enhancement of rigid nonyielding structures | |
| WANG et al. | Dynamic triaxial test analysis of reinforced gravel soil under cyclic loading | |
| Liu et al. | An efficient method for the dynamic interaction of open structure-foundation systems | |
| Li et al. | Computer simulation on dynamic soil-structure interaction system | |
| Guo-xing et al. | Two-dimensional nonlinear seismic response analysis for seabed site effect assessment in Jintang Strait | |
| Morio et al. | Complex eigenvalue analyses of Love and Rayleigh waves | |
| Zhou et al. | Dynamic stress responses to traffic moving loading in the saturated poroelastic ground | |
| Chen et al. | Dynamic Performance Analysis of Sawdust Mixed Clay Site Model in Shaking Table Test | |
| CHEN et al. | Comparison of simplified seismic design methods for cross-section of underground structures of subway | |
| Tsai et al. | Effects of core on dynamic responses of earth dam | |
| Zhi-wei et al. | Prediction method for seismic responses of underground structures in shaking table tests | |
| Chen et al. | Response of rigid drainage pile–superstructure–quay wall system under lateral spreading | |
| Okur et al. | Energy approach to unsaturated cyclic strength of sand | |
| CN109372035A (en) | It is a kind of that a Longitudinal vibration analysis method is held based on saturation the floating of loosened soil stake | |
| Zuo et al. | Shaking table test on ground liquefaction effect of soil-subway station structure under near-fault and far-field ground motions |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| GR01 | Patent grant | ||
| GR01 | Patent grant | ||
| CF01 | Termination of patent right due to non-payment of annual fee | ||
| CF01 | Termination of patent right due to non-payment of annual fee |
Granted publication date: 20190809 Termination date: 20211107 |