CN107766608A - A kind of method of tunnel shock-absorbing - Google Patents
A kind of method of tunnel shock-absorbing Download PDFInfo
- Publication number
- CN107766608A CN107766608A CN201710790181.6A CN201710790181A CN107766608A CN 107766608 A CN107766608 A CN 107766608A CN 201710790181 A CN201710790181 A CN 201710790181A CN 107766608 A CN107766608 A CN 107766608A
- Authority
- CN
- China
- Prior art keywords
- tunnel
- rigidity
- damp
- quality
- lining
- 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.)
- Pending
Links
Classifications
-
- G—PHYSICS
- G06—COMPUTING; CALCULATING OR COUNTING
- G06F—ELECTRIC DIGITAL DATA PROCESSING
- G06F30/00—Computer-aided design [CAD]
- G06F30/20—Design optimisation, verification or simulation
-
- G—PHYSICS
- G06—COMPUTING; CALCULATING OR COUNTING
- G06F—ELECTRIC DIGITAL DATA PROCESSING
- G06F2119/00—Details relating to the type or aim of the analysis or the optimisation
- G06F2119/06—Power analysis or power optimisation
Landscapes
- Engineering & Computer Science (AREA)
- Physics & Mathematics (AREA)
- Theoretical Computer Science (AREA)
- Computer Hardware Design (AREA)
- Evolutionary Computation (AREA)
- Geometry (AREA)
- General Engineering & Computer Science (AREA)
- General Physics & Mathematics (AREA)
- Lining And Supports For Tunnels (AREA)
Abstract
The invention discloses a kind of method of tunnel shock-absorbing, tunnel excavation simultaneously carries out combined bolting and shotcrete, to first Zhi Jinhang timely and effectively monitoring measurements；Waterproof cloth is laid after first branch settlement stability；Lay vibration-absorptive material；Tunnel is layered, if the quality of country rock is m1, rigidity k1, damp as c1, the buffer layer quality between country rock and secondary lining is m2, rigidity k2, damp as c2, the quality of lining cutting is m3, rigidity k3, damp as c3；Apply secondary lining in time.The beneficial effects of the invention are as follows the damping effect in high intensity Zone tunnel portal section is notable.
Description
Technical field
The invention belongs to tunnel shock-absorbing technical field, is related to a kind of method of tunnel shock-absorbing.
Background technology
From 2001 to 2015, China (not including Hongkong and Macro Tai Area) vcehicular tunnel increased about 740 kilometers every year.By
To the end of the year 2015, the whole nation has 3784 building railway tunnel, overall length position 8692km；Planning tunnel has 4384, overall length big 9
345km；Operation tunnel has 13411, the big 13038km of overall length；By to the end of the year 2015, China mainland operation vcehicular tunnel
14006, overall length 12684km；Increasing the vcehicular tunnel of operation newly over the past two years has 2647 (closing 3079km).It is domestic most long at present
Vcehicular tunnel be Mu Zhai ridges tunnel total length 17.1km, be open to traffic on July 18th, 2016
Earthquake is a kind of extremely common natural phenomena, and the earthquake magnitude occurred every year on average on the earth is 8 grades or so, earthquake centre is strong
The ruinous shock spent more than 11 degree has more than 2 times, and earthquake magnitude has more than 20 in more than 9 degree 7 grades or so, epicentral intensity violent earthquakes
Secondary, felt earthquake of the earthquake magnitude more than 2.5 grades has as many as 150,000 times.China is located at Indian Ocean plate, eurasian plate and ring too
Put down the adjacent positions of several plates such as foreign plate.Since own seismic activity is recorded, most of more than 7 grades strong of China mainland
Earthquake occurs at these fracture belts.Into after 20th century, 6 grades occurred in China and above violent earthquake more than 800 is secondary,
In addition to Guizhou, Zhejiang and the Hong Kong Special Administrative Region, there are generation in remaining each province, autonomous region and municipality directly under the Central Government.The danger of earthquake
Evil is very serious, and it directly can destroy building collapsing, can also cause to gush husky, landslide, mud-rock flow and ground
The secondary disasters such as depression.Traditional viewpoint thinks that earthquake is more more minor (Wang Rui than earth construction to underground structural damage
The people, Luo Qifeng, 1998).But many seismic datas show, it also has very big destructiveness to underground structure.Especially for mountain
Ridge tunnel, buried in underground and to pass through various complicated rock stratum, there is close relationship, rock mass between the rock mass of surrounding for it
Geologic(al) factor largely affect the stability and security of underground structure.These factors include：Country rock it is complete
Property, rock mass structure surface properties, discontinuities array state, rock mass initial stress, the influence of rock mass intensity itself and underground water etc..And
And for underground structure, due to the particularity of its present position and the finiteness in space so that the maintenance after destruction becomes very
Complexity, mountain tunnel are especially true.
Existing mountain tunnel Portal Section glissando is typically designed absorbing joint to realize, while thickeies lining cutting, makes lining cutting
Anti-seismic performance increase.Although absorbing joint is set, and increases lining thickness to alleviate tunnel portal section to a certain extent
Earthquake, but from the point of view of the tunnel example having occurred and that, the damping problem of tunnel portal section does not solve still well.
The content of the invention
It is an object of the invention to provide a kind of method of tunnel shock-absorbing, solving existing glissando can not be well
The problem of playing damping effect.
The technical solution adopted in the present invention is to follow the steps below：
Step 1：Tunnel excavation simultaneously carries out combined bolting and shotcrete, to first Zhi Jinhang timely and effectively monitoring measurements；
Step 2：Waterproof cloth is laid after first branch settlement stability；
Step 3：Lay vibration-absorptive material；
Tunnel is layered, if the quality of country rock is m1, rigidity k1, damp as c1, in country rock and secondary lining it
Between buffer layer quality be m2, rigidity k2, damp as c2, the quality of lining cutting is m3, rigidity k3, damp as c3；
Step 4：Apply secondary lining in time.
Further, buffer layer uses the rigidity of vibration-absorptive material between the 0.05-0.2 of secondary lining rigidity.
The beneficial effects of the invention are as follows the damping effect in high intensity Zone tunnel portal section is notable.
Brief description of the drawings
Fig. 1 is country rock-buffer layer-lining cutting system mechanical simplified model sketch；
Fig. 2 is secondary lining each point horizontal cross displacement with ratio of rigidity change curve；
Fig. 3 is the vertical displacement of secondary lining each point with ratio of rigidity change curve；
Fig. 4 is secondary lining greatest combined stress (axial stress and bending stress) with ratio of rigidity change curve.
Embodiment
With reference to embodiment, the present invention is described in detail.
Step 1：Tunnel excavation simultaneously carries out combined bolting and shotcrete, to first Zhi Jinhang timely and effectively monitoring measurements；
Step 2：Waterproof cloth is laid after first branch settlement stability；
Step 3：Lay vibration-absorptive material；
Because the longitudinal size in tunnel is much larger than lateral dimension, therefore assume that tunnel and country rock system are come for plane strain problems
Research.Country rock, buffer layer and lining cutting are taken out a part and studied from whole system, regards three particles as respectively, it is right
Tunnel is layered, if the quality of country rock is m1, rigidity k1, damp as c1, the buffer layer between country rock and secondary lining
Quality is m2, rigidity k2, damp as c2, the quality of secondary lining is m3, rigidity k3, damp as c3.It has been generally acknowledged that work as k2/k1>
When 1, equivalent to material of the stiffness layer more than country rock is provided between country rock and secondary lining, it can play to earthquake-resistant
Effect, is properly termed as antidetonation layer；Work as k2/k1<When 1, equivalent to being provided with one layer of Low rigidity material between country rock and secondary lining
Material, seismic energy can be absorbed in coming earthquake, reduce transmission of the geological process to lining cutting, be properly termed as buffer layer.Country rock,
Buffer layer and the mechanical simplified model of secondary lining system are shown in Fig. 1.
In practice for available vibration-absorptive material, its rigidity will not be infinitely small, and consider from static(al) progress, too small
Rigidity can dramatically increase the Static Correction in tunnel, i.e., the vibration-absorptive material of extra small rigidity is unavailable in practice；Increase lining simultaneously
The effect for reducing ratio of rigidity can also be played by building rigidity, can increase the firm of lining cutting using strong concrete in practice
Degree, reduce the ratio of rigidity of buffer layer and lining cutting, but the increase of lining cutting rigidity is also limited by material.Therefore, by a large amount of
Experimental data screening verification, and consider that different frequencies than checking, finally selects ratio of rigidity scope0.05
When~0.2, that is, it is Tunnel Second Lining rigidity to select vibration-absorptive material rigidityWhen, buffer layer is i.e. to being lined with preferably
Damping effect.
Step 4：Apply secondary lining in time.
By finite element simulation calculation, Fig. 2-Fig. 4, which can be seen that, reduces buffer layer with lining cutting ratio of rigidity to reducing lining cutting position
The effect of shifting is not apparent.But with the reduction of ratio of rigidity, the compression under geological process of Tunnel Second Lining have by
Decrescence small trend.By this example in general, ratio of rigidity γ is selected in Practical Project2 During scope, tunnel is secondary
Maximum stress of the lining cutting under geological process is 5.4MPa, and 8MPa during than being not provided with buffer layer reduces about 33%, buffer layer
There is relatively effective damping effect to secondary lining.
Advantages of the present invention and good effect are：Using the tunnel shock-absorbing method of the present invention, it both will not substantially increase tunnel
Static Correction, while displacement of the tunnel in earthquake can be made to be reduced by about 15%, the stress of tunnel-liner is reduced by about 50%.
Described above is only the better embodiment to the present invention, not makees any formal limit to the present invention
System, any simple modification that every technical spirit according to the present invention is made to embodiment of above, equivalent variations and modification,
Belong in the range of technical solution of the present invention.
Claims (2)
- A kind of 1. method of tunnel shock-absorbing, it is characterised in that：Step 1：Tunnel excavation simultaneously carries out combined bolting and shotcrete, to first Zhi Jinhang timely and effectively monitoring measurements；Step 2：Waterproof cloth is laid after first branch settlement stability；Step 3：Lay vibration-absorptive material；Tunnel is layered, if the quality of country rock is m1, rigidity k1, damp as c1, between country rock and secondary lining Buffer layer quality is m2, rigidity k2, damp as c2, the quality of lining cutting is m3, rigidity k3, damp as c3；Step 4：Apply secondary lining in time.
- 2. according to the method for tunnel shock-absorbing described in claim 1, it is characterised in that：The buffer layer uses the rigidity of vibration-absorptive material Between 0.05-0.2 for secondary lining rigidity.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201710790181.6A CN107766608A (en) | 2017-09-05 | 2017-09-05 | A kind of method of tunnel shock-absorbing |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201710790181.6A CN107766608A (en) | 2017-09-05 | 2017-09-05 | A kind of method of tunnel shock-absorbing |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN107766608A true CN107766608A (en) | 2018-03-06 |
Family
ID=61265737
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201710790181.6A Pending CN107766608A (en) | 2017-09-05 | 2017-09-05 | A kind of method of tunnel shock-absorbing |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN107766608A (en) |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109252552A (en) * | 2018-11-07 | 2019-01-22 | 中南大学 | A kind of progressive rate Aseismatic Design method of underground structure |
Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US20030129029A1 (en) * | 2000-06-12 | 2003-07-10 | Sachio Shimizu | Tunnel waterproofing method |
| CN101225743A (en) * | 2008-02-04 | 2008-07-23 | 西南交通大学 | Method for building tunnel shock-absorbing structure in earthquake region |
| CN106593465A (en) * | 2017-01-17 | 2017-04-26 | 中铁十六局集团第四工程有限公司 | Structure for improving shock resistance and shock absorption capacity of tunnel lining and construction method |
-
2017
- 2017-09-05 CN CN201710790181.6A patent/CN107766608A/en active Pending
Patent Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US20030129029A1 (en) * | 2000-06-12 | 2003-07-10 | Sachio Shimizu | Tunnel waterproofing method |
| CN101225743A (en) * | 2008-02-04 | 2008-07-23 | 西南交通大学 | Method for building tunnel shock-absorbing structure in earthquake region |
| CN106593465A (en) * | 2017-01-17 | 2017-04-26 | 中铁十六局集团第四工程有限公司 | Structure for improving shock resistance and shock absorption capacity of tunnel lining and construction method |
Non-Patent Citations (2)
| Title |
|---|
| 中国水利水电第十一工程局有限公司: "《高速公路工程施工技术与实例》", 31 January 2017, 北京：中国铁道出版社 * |
| 曹小平: "强震作用下山岭隧道洞口段地震响应分析及减震措施研究", 《中国博士学位论文全文数据库工程科技Ⅱ辑》 * |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109252552A (en) * | 2018-11-07 | 2019-01-22 | 中南大学 | A kind of progressive rate Aseismatic Design method of underground structure |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| Li et al. | Study on deformation failure mechanism and support technology of deep soft rock roadway | |
| Li | Damage to mountain tunnels related to the Wenchuan earthquake and some suggestions for aseismic tunnel construction | |
| Qi et al. | Influence of deep seated discontinuities on the left slope of Jinping I Hydropower Station and its stability analysis | |
| CN113704861B (en) | Deep roadway energy-absorbing support design method and system | |
| Li et al. | Ground fissure disasters and mitigation measures for hazards during metro system construction in Xi’an, China | |
| CN209872797U (en) | Composite shock insulation layer structure for shield tunnel | |
| Shen et al. | Seismic response of soil-shield tunnel systems in sandwiched liquefiable soil deposits | |
| Lan et al. | Mitigation of karst tunnel water inrush during operation in seasonal variation zone: case study in Nanshibi Tunnel | |
| CN107766608A (en) | A kind of method of tunnel shock-absorbing | |
| Zhang et al. | Case study of performance assessment of overlapping shield tunnels with a small curve radius | |
| Chen et al. | Numerical study on the movement of existing tunnel due to deep excavation in Shanghai | |
| Wang et al. | Deformation and failure mechanism of surrounding rock mass in a large-scale underground powerhouse under high in-situ stress | |
| Lin et al. | Study on dynamic response laws and shock absorption measures of mountain tunnel under strong earthquake | |
| Dou et al. | Case study: in situ experimental investigation on overburden consolidation grouting for columnar jointed basalt dam foundation | |
| Xu et al. | Dynamic response of heavy-haul railway tunnels in fully weathered coastal red sandstone strata with base rock reinforcement: a numerical study | |
| Liu et al. | Excavation shaping and damage control technique for the Breccia Lava dam foundation at the Bai-he-tan hydropower station: a case study | |
| Zhou et al. | Prediction of the seismic behavior and backfilling scheme optimization of immersed tunnel based on the ruyifang project | |
| Khan et al. | Stress analysis of tunnel in soft soil: a state of art report | |
| Liu et al. | Loading Behavior and Soil‐Structure Interaction for a Floating Stone Column under Rigid Foundation: A DEM Study | |
| Wang et al. | Support measures to prevent the deformation and failure of a carbonaceous mudstone tunnel | |
| Lamiman et al. | Bearing capacity reduction of vibratory installed large diameter pipe piles | |
| Sun et al. | Research on Numerical Simulation of Top‐Down Construction Effect of Diaphragm Wall of Deep and Large Foundation Pit under Different Working Conditions in Complex Stratum | |
| Zheng et al. | Research on the mechanism of earthquake damage of tunnels | |
| Cheng et al. | Construction structure and mechanical response of surrounding rock of composite stratum tunnel based on numerical simulation | |
| Liu et al. | Deformation and Stability in Coal Seam Mining Under Fluid–Solid Coupling |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| RJ01 | Rejection of invention patent application after publication | ||
| RJ01 | Rejection of invention patent application after publication |
Application publication date: 20180306 |