CN109252551B - Gradual rigidity shock absorption reinforcing structure of underground structure - Google Patents
Gradual rigidity shock absorption reinforcing structure of underground structure Download PDFInfo
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- CN109252551B CN109252551B CN201811321392.6A CN201811321392A CN109252551B CN 109252551 B CN109252551 B CN 109252551B CN 201811321392 A CN201811321392 A CN 201811321392A CN 109252551 B CN109252551 B CN 109252551B
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- 230000035939 shock Effects 0.000 title claims abstract description 66
- 238000010521 absorption reaction Methods 0.000 title claims abstract description 53
- 230000003014 reinforcing effect Effects 0.000 title claims description 8
- 239000011435 rock Substances 0.000 claims abstract description 71
- 230000007423 decrease Effects 0.000 claims abstract description 6
- 239000000463 material Substances 0.000 claims description 13
- 239000011347 resin Substances 0.000 claims description 6
- 229920005989 resin Polymers 0.000 claims description 6
- 239000006260 foam Substances 0.000 claims description 5
- 238000013329 compounding Methods 0.000 claims description 2
- 238000013016 damping Methods 0.000 abstract description 33
- 230000000694 effects Effects 0.000 abstract description 13
- 230000008859 change Effects 0.000 abstract description 11
- 230000002787 reinforcement Effects 0.000 abstract description 5
- 238000000034 method Methods 0.000 abstract description 3
- 230000008569 process Effects 0.000 abstract description 3
- 230000001133 acceleration Effects 0.000 description 7
- 239000006096 absorbing agent Substances 0.000 description 5
- 230000005284 excitation Effects 0.000 description 4
- 230000009467 reduction Effects 0.000 description 4
- 238000011160 research Methods 0.000 description 4
- 239000011358 absorbing material Substances 0.000 description 2
- 238000013461 design Methods 0.000 description 2
- 230000004048 modification Effects 0.000 description 2
- 238000012986 modification Methods 0.000 description 2
- 230000001902 propagating effect Effects 0.000 description 2
- 238000012360 testing method Methods 0.000 description 2
- 230000009471 action Effects 0.000 description 1
- 230000015572 biosynthetic process Effects 0.000 description 1
- 239000002131 composite material Substances 0.000 description 1
- 238000005553 drilling Methods 0.000 description 1
- 230000006872 improvement Effects 0.000 description 1
- 238000011065 in-situ storage Methods 0.000 description 1
- 238000005070 sampling Methods 0.000 description 1
- 238000010998 test method Methods 0.000 description 1
Classifications
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D31/00—Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution
- E02D31/08—Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution against transmission of vibrations or movements in the foundation soil
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- Engineering & Computer Science (AREA)
- Life Sciences & Earth Sciences (AREA)
- Environmental & Geological Engineering (AREA)
- Hydrology & Water Resources (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Vibration Dampers (AREA)
- Lining And Supports For Tunnels (AREA)
Abstract
The application discloses a gradual stiffness damping reinforcement structure of an underground structure, wherein the underground structure is positioned in surrounding rock, a damping layer is arranged between the underground structure and the surrounding rock, the damping layer is a gradual stiffness damping layer, and the damping layer is a gradual stiffness damping layer; when the strength of the underground structure is greater than that of the surrounding rock, the rigidity of the gradual rigidity shock absorption layer gradually decreases from one side close to the underground structure to one side close to the surrounding rock; when the strength of the underground structure is smaller than that of the surrounding rock, the rigidity of the gradual rigidity shock absorption layer gradually increases from the side close to the underground structure to the side close to the surrounding rock. According to the different intensity differences between the underground structure and the surrounding rock, through setting gradual change stiffness shock absorption layers with different stiffness change trends, when seismic waves are transmitted to the gradual change stiffness shock absorption layers from the underground structure, a large amount of energy can be released in the process of transmitting the seismic waves in the gradual change stiffness shock absorption layers due to the fact that the stiffness of the gradual change stiffness shock absorption layers is not uniform, so that the impact of the seismic waves on the surrounding rock is reduced, and a good shock absorption effect on the surrounding rock is achieved.
Description
Technical Field
The application relates to the technical field of underground structure damping, in particular to a gradual stiffness damping reinforcing structure of an underground structure.
Background
In recent years, with the frequent occurrence of global earthquakes, the research on the shock absorption of overground structures becomes a common topic of scientific researchers. The shock absorption study of the underground structure starts later than the shock absorption of the above-ground structure. It is generally believed that subsurface structures have superior seismic performance to above-ground structures by virtue of the constraints of the formation.
In recent years, as students in various countries statistically research the characteristics of the earthquake damage of the underground structure, the earthquake damage of the underground structure is prominent under the action of the earthquake, especially under the condition of complex geological conditions (such as fault fracture zone). In-situ damping of underground structures, researchers have been developing related efforts, such as placing an energy absorbing material between the underground structure and the surrounding rock to reduce damage to the underground structure from seismic effects.
However, the existing underground structure damping design does not specifically perform damping research on the self material and surrounding rock material of the underground structure, and usually only adopts a single energy-absorbing material as a damping layer, so that the actual damping effect is not ideal.
Disclosure of Invention
The application mainly aims to provide a gradual stiffness damping reinforcement structure of an underground structure, which aims to solve the problem that the damping effect of a damping layer of the existing underground structure is not ideal.
In order to achieve the above purpose, the application provides a gradual stiffness shock absorption reinforcing structure of an underground structure, wherein the underground structure is positioned in surrounding rock, a shock absorption layer is arranged between the underground structure and the surrounding rock, the shock absorption layer is a gradual stiffness shock absorption layer, and the shock absorption layer is a gradual stiffness shock absorption layer; when the strength of the underground structure is greater than that of the surrounding rock, the rigidity of the gradual rigidity shock absorption layer gradually decreases from one side close to the underground structure to one side close to the surrounding rock; when the strength of the underground structure is smaller than that of the surrounding rock, the rigidity of the gradual rigidity shock absorption layer gradually increases from the side close to the underground structure to the side close to the surrounding rock.
Further, when the strength of the underground structure is greater than that of the surrounding rock, the rigidity of the graded rigidity shock absorbing layer gradually decreases from the side close to the underground structure to the side close to the surrounding rock according to the following formula:
y= -0.4x+30
wherein x is the thickness of the gradual change rigidity shock absorption layer from one side of the underground structure to one side of the surrounding rock, and the unit is cm; and y is the elastic modulus of the gradual stiffness shock absorption layer at the thickness x, and the unit is MPa.
Further, when the strength of the underground structure is smaller than that of the surrounding rock, the rigidity of the graded rigidity shock absorbing layer is gradually increased from the side close to the underground structure to the side close to the surrounding rock according to the following formula:
y=0.8x
wherein x is the thickness of the gradual change rigidity shock absorption layer from one side of the underground structure to one side of the surrounding rock, and the unit is cm; and y is the elastic modulus of the gradual stiffness shock absorption layer at the thickness x, and the unit is MPa.
Further, the material of the gradual rigidity shock absorbing layer is one or more of rubber, foam resin and rubber resin.
Further, the gradual rigidity shock absorption layer is formed by superposing and compounding 1-3 shock absorption layers.
Further, the total thickness of the graded stiffness shock absorber layer is 15cm to 50cm.
By applying the technical scheme of the application, the gradual rigidity shock absorption layer with gradually changed rigidity is arranged between the underground structure and the surrounding rock according to the strength difference between the underground structure and the surrounding rock based on the stress-strain relation of material mechanics and the propagation characteristics of seismic waves in different media. When the seismic waves propagate in the medium with different rigidities, huge energy is released, and when the seismic waves propagate from the underground structure to the gradual rigidity shock absorption layer, a great amount of energy is released in the process of propagating the seismic waves in the gradual rigidity shock absorption layer because the rigidity of the gradual rigidity shock absorption layer is not uniform, so that the impact of the seismic waves on surrounding rocks is reduced, and a good shock absorption effect on the surrounding rocks is achieved.
Drawings
The accompanying drawings, which are included to provide a further understanding of the application and are incorporated in and constitute a part of this specification, illustrate embodiments of the application and together with the description serve to explain the application. In the drawings:
FIG. 1 is a schematic structural view of a shock absorbing reinforcement structure according to an embodiment of the present application (wherein the strength of the underground structure is greater than that of the surrounding rock).
FIG. 2 is a schematic structural view of a shock absorbing reinforcement structure according to an embodiment of the present application (wherein the strength of the underground structure is less than that of the surrounding rock).
FIG. 3 is a graph of strain peaks of three tunnel model sections under seismic excitation.
FIG. 4 is a graph of acceleration peaks of three tunnel model sections under seismic excitation.
Wherein the above figures include the following reference numerals:
10. a gradual stiffness shock absorption layer; 100. an underground structure; 200. surrounding rock.
Detailed Description
The present application will be described more fully hereinafter with reference to the accompanying drawings, in which preferred embodiments are shown, for the purpose of illustrating the application, but the scope of the application is not limited to the specific embodiments shown. It should be noted that, without conflict, the embodiments of the present application and features of the embodiments may be combined with each other.
Referring to fig. 1 and 2, in the graded stiffness vibration damping reinforcement structure of the underground structure 100 according to the embodiment of the present application, the underground structure 100 is located in the surrounding rock 200, a vibration damping layer is disposed between the underground structure 100 and the surrounding rock 200, the vibration damping layer is a graded stiffness vibration damping layer 10, and when the strength of the underground structure 100 is greater than that of the surrounding rock 200, the stiffness of the graded stiffness vibration damping layer 10 gradually decreases from the side close to the underground structure 100 to the side close to the surrounding rock 200; when the strength of the underground structure 100 is smaller than that of the surrounding rock 200, the rigidity of the graded rigidity shock absorbing layer 10 gradually increases from the side near the underground structure 100 to the side near the surrounding rock 200.
The existing underground structure damping design adopts a single material with uniform density as a damping layer, and the damping effect is limited. The application is based on the stress-strain relation of material mechanics and the propagation characteristics of seismic waves in different media for the first time, and the gradual rigidity shock absorption layer 10 with gradually changed rigidity is arranged between the underground structure 100 and the surrounding rock 200 according to the strength difference between the underground structure 100 and the surrounding rock 200.
It has been found that the greater the medium stiffness, the faster the velocity of the seismic wave propagation, and the lesser the medium stiffness, the slower the velocity of the seismic wave propagation. When the seismic waves propagate in the medium with different rigidities, huge energy is released, and when the seismic waves propagate from the underground structure 100 to the gradual rigidity shock absorption layer 10, the rigidity of the gradual rigidity shock absorption layer 10 is not uniform, and a great amount of energy is released in the process of propagating the seismic waves in the gradual rigidity shock absorption layer 10, so that the impact of the seismic waves on the surrounding rock 200 is reduced, and a good shock absorption effect on the surrounding rock 200 is achieved.
According to the application, the gradual stiffness shock-absorbing layer 10 with different stiffness variation trends is designed according to different conditions of the stiffness difference between the underground structure 100 and the surrounding rock 200 for the first time, so that the seismic waves can be released more gradually from one side of the gradual stiffness shock-absorbing layer 10 close to the underground structure 100 to one side close to the surrounding rock 200, thereby better reducing the impact of the seismic waves on the surrounding rock 200 and improving the shock-absorbing effect.
Specifically, in the present embodiment, when the strength of the underground structure 100 is greater than that of the surrounding rock 200, the rigidity of the graded rigidity shock absorbing layer 10 gradually decreases from the side near the underground structure 100 to the side near the surrounding rock 200 according to the following formula:
y= -0.4x+30
when the strength of the underground structure 100 is smaller than that of the surrounding rock 200, the stiffness of the graded stiffness shock absorber 10 gradually increases from the side near the underground structure 100 to the side near the surrounding rock 200 according to the following formula:
y=0.8x
where x is the thickness of the graded stiffness shock absorber 10 in cm from one side of the underground structure 100 to one side of the surrounding rock 200; y is the modulus of elasticity of the graded stiffness shock absorber 10 at a thickness x in MPa.
Through a great deal of research, when the strength of the underground structure 100 is greater than that of the surrounding rock 200, the rigidity change of the gradual rigidity shock absorption layer 10 is set according to the relation y= -0.4x+30, so that the impact of seismic waves on the surrounding rock 200 can be reduced to the greatest extent, and the shock absorption effect is improved more advantageously. When the strength of the underground structure 100 is smaller than that of the surrounding rock 200, the stiffness change of the gradual stiffness shock-absorbing layer 10 is set according to the relation y=0.8x, so that the impact of the seismic waves on the surrounding rock 200 can be reduced to the maximum extent, and the shock-absorbing effect can be improved more advantageously.
Specifically, when the gradient stiffness vibration-damping layer 10 is provided, the compressive strength values of the underground structure 100 and the surrounding rock 200 are measured by drilling sampling, and the strength difference between the underground structure 100 and the surrounding rock 200 is determined by measuring the obtained compressive strength values of the underground structure 100 and the surrounding rock 200, referring to the engineering rock mass test method standard GB/T50266-2013.
In the present embodiment, the material used for the gradient stiffness vibration damping layer 10 may be one or more of rubber, foam resin, and rubber resin. The gradual rigidity shock-absorbing layer is a composite shock-absorbing layer formed by superposing 1-3 shock-absorbing layers made of the same or different materials along the thickness direction. The overall thickness of the graded stiffness shock absorber layer 10 is preferably 15cm to 50cm as tested.
In order to verify the damping effect of the damping reinforcing structure, an elliptical tunnel model is constructed. The tunnel model is buried in the model box by means of the model box and the vibrating table test equipment. The outer surface of the tunnel model is wrapped with shock-absorbing layer materials with different rigidities, and the positions of the shock-absorbing layer materials are different according to the strength difference of the surrounding rock 200 and the tunnel (the underground structure 100). When the tunnel strength is greater than the surrounding rock 200 strength, the gradual change rigidity shock-absorbing layer 10 on the outer surface of the tunnel model is sequentially formed by a foam plate and sponge rubber; when the tunnel strength is lower than the surrounding rock 200 strength, the gradual change rigidity shock-absorbing layer 10 materials on the outer surface of the tunnel model are sponge rubber and foam plates in sequence.
Firstly, a model box embedded with a tunnel model and a gradual stiffness shock absorption layer 10 tunnel model is fixed on a vibrating table, and the bottom of the model box is tightly connected with the table surface of the vibrating table by adopting high-strength bolts. Three different tunnel model sections are set, the first is a shock-absorbing layer-free tunnel model, the second is a single-material shock-absorbing layer tunnel model, and the third is a gradual-change stiffness shock-absorbing layer tunnel model. And a seismic wave loading instruction is input through a vibrating table control system, and the acquisition equipment acquires peak acceleration and strain values of tunnel models with different sections respectively. The damping performance of the graded stiffness damping layer 10 was analyzed by comparing peak acceleration and strain values.
Fig. 3 is a graph of strain peaks of three tunnel model sections under the excitation of seismic waves, and fig. 4 is a graph of acceleration peaks of three tunnel model sections under the excitation of seismic waves. As can be seen from fig. 3 and 4, by comparing the strain peak and the acceleration peak of the sections of three different tunnel models, the graded stiffness damping layer 10 can significantly reduce the strain peak and the acceleration peak of the tunnel model, and the single damping layer can reduce the acceleration peak and the strain peak, but the reduction amplitude is smaller, and the damping effect is poor. According to the test of the vibration table model, the vibration reduction reinforcing structure has good vibration reduction effect and is a practical vibration reduction measure.
The above description is only of the preferred embodiments of the present application and is not intended to limit the present application, but various modifications and variations can be made to the present application by those skilled in the art. Any modification, equivalent replacement, improvement, etc. made within the spirit and principle of the present application should be included in the protection scope of the present application.
Claims (1)
1. A gradual stiffness shock absorption reinforcing structure of an underground structure, wherein the underground structure (100) is positioned in surrounding rock (200), a shock absorption layer is arranged between the underground structure (100) and the surrounding rock (200), and the gradual stiffness shock absorption reinforcing structure is characterized in that,
the shock absorption layer is a gradual stiffness shock absorption layer (10), and;
when the strength of the underground structure (100) is greater than the strength of the surrounding rock (200), the rigidity of the gradual rigidity shock absorption layer (10) gradually decreases from the side close to the underground structure (100) to the side close to the surrounding rock (200);
when the strength of the underground structure (100) is smaller than the strength of the surrounding rock (200), the rigidity of the gradual rigidity shock absorption layer (10) gradually increases from the side close to the underground structure (100) to the side close to the surrounding rock (200); when the strength of the underground structure (100) is greater than the strength of the surrounding rock (200), the stiffness of the graded stiffness shock-absorbing layer (10) is gradually reduced from the side near the underground structure (100) to the side near the surrounding rock (200) according to the following formula:
y= -0.4x+30
wherein x is the thickness of the gradual stiffness shock-absorbing layer (10) from one side of the underground structure (100) to one side of the surrounding rock (200), and the unit is cm; y is the elastic modulus of the gradual rigidity shock absorption layer (10) at the thickness x, and the unit is MPa; when the strength of the underground structure (100) is smaller than the strength of the surrounding rock (200), the rigidity of the graded rigidity shock absorbing layer (10) gradually increases from the side near the underground structure (100) to the side near the surrounding rock (200) according to the following formula:
y=0.8x
wherein x is the thickness of the gradual stiffness shock-absorbing layer (10) from one side of the underground structure (100) to one side of the surrounding rock (200), and the unit is cm; y is the elastic modulus of the gradual rigidity shock absorption layer (10) at the thickness x, and the unit is MPa; the material of the gradual rigidity shock absorption layer (10) is one or more of rubber, foam resin and rubber resin; the gradual rigidity shock absorption layer (10) is formed by superposing and compounding 1-3 shock absorption layers; the total thickness of the gradual rigidity shock absorption layer (10) is 15cm-50cm.
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| CN201811321392.6A CN109252551B (en) | 2018-11-07 | 2018-11-07 | Gradual rigidity shock absorption reinforcing structure of underground structure |
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| CN201811321392.6A CN109252551B (en) | 2018-11-07 | 2018-11-07 | Gradual rigidity shock absorption reinforcing structure of underground structure |
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| CN109252551B true CN109252551B (en) | 2023-11-28 |
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Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101135135A (en) * | 2006-09-02 | 2008-03-05 | 重庆交通大学 | Concrete arch-type bridge rigidity variable intelligent damping control system |
| CN105134248A (en) * | 2015-09-08 | 2015-12-09 | 中国科学院武汉岩土力学研究所 | Vibration-resistant and damping method for connection part of shield tunnel and vertical shaft |
| CN106220068A (en) * | 2016-07-29 | 2016-12-14 | 兰州理工大学 | A kind of material for tunnel shock insulation and construction method thereof |
| CN209227631U (en) * | 2018-11-07 | 2019-08-09 | 中南大学 | A kind of progressive rate damping reinforcement structure between underground structure and country rock |
| CN209227630U (en) * | 2018-11-07 | 2019-08-09 | 中南大学 | Progressive rate damping reinforcement structure between underground structure and country rock |
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- 2018-11-07 CN CN201811321392.6A patent/CN109252551B/en active Active
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101135135A (en) * | 2006-09-02 | 2008-03-05 | 重庆交通大学 | Concrete arch-type bridge rigidity variable intelligent damping control system |
| CN105134248A (en) * | 2015-09-08 | 2015-12-09 | 中国科学院武汉岩土力学研究所 | Vibration-resistant and damping method for connection part of shield tunnel and vertical shaft |
| CN106220068A (en) * | 2016-07-29 | 2016-12-14 | 兰州理工大学 | A kind of material for tunnel shock insulation and construction method thereof |
| CN209227631U (en) * | 2018-11-07 | 2019-08-09 | 中南大学 | A kind of progressive rate damping reinforcement structure between underground structure and country rock |
| CN209227630U (en) * | 2018-11-07 | 2019-08-09 | 中南大学 | Progressive rate damping reinforcement structure between underground structure and country rock |
Non-Patent Citations (1)
| Title |
|---|
| 软弱围岩隧道抗震设防措施;陈七林;;现代隧道技术(第06期);第1-5页 * |
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