CN109726473A - Based on three-dimensional deep tunnel criticality safety drilling depth and landslide method for determining shape - Google Patents
Based on three-dimensional deep tunnel criticality safety drilling depth and landslide method for determining shape Download PDFInfo
- Publication number
- CN109726473A CN109726473A CN201811620851.0A CN201811620851A CN109726473A CN 109726473 A CN109726473 A CN 109726473A CN 201811620851 A CN201811620851 A CN 201811620851A CN 109726473 A CN109726473 A CN 109726473A
- Authority
- CN
- China
- Prior art keywords
- drilling depth
- tunnel
- landslide
- formula
- country rock
- 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.)
- Granted
Links
Landscapes
- Lining And Supports For Tunnels (AREA)
- Pit Excavations, Shoring, Fill Or Stabilisation Of Slopes (AREA)
Abstract
The invention discloses a kind of based on three-dimensional deep tunnel criticality safety drilling depth and landslide method for determining shape.First according to conditions such as formation parameter and buried depths, integrating tunnel excavates the geometrical relationship between drilling depth section, then calculate separately deep tunnel gravity external force power, it is interior can dissipated power, conservation of energy principle when finally according to critical slope langth, i.e. external force power is equal to interior energy dissipated power, determines the criticality safety drilling depth of deep tunnel.The present invention provides calculation method for the safe drilling depth of determining deep tunnel；Whether the drilling depth that may determine that tunnel site operation uses accordingly meets the requirements, and to take corresponding engineering to provide foundation, it is possible to prevente effectively from the generation of drilling depth section landslide；The three-dimensional failure mechanics shape that drilling depth section critical landslide in tunnel destroys can be determined simultaneously, determine landslide body height and landslide volume etc..The method of the present invention can also be applied to drilling depth analysis, determination of the hypogees structures such as mining tunnel, hydraulic tunnel etc..
Description
Technical field
The invention belongs to safety for tunnel engineering technical fields, and in particular to a kind of based on three-dimensional deep tunnel criticality safety
Drilling depth and landslide method for determining shape.
Background technique
21 century is the century of the underground space, and with China's Line for Passenger Transportation and high-grade highway and city underground
Construction, more and more tunnels are built.In Tunneling by mining method construction, how rationally to determine that excavating drilling depth is design and construction
Of interest, drilling depth is excessive, often causes big sinking to deform and even caves in；Drilling depth is too small, and will affect construction speed.Mesh
Before, engineering individual case is directed to for the research of tunnel drilling depth mostly and carries out numerical simulation analysis or empirically determined, master
The influence of sight factor is very big.That studies from the viewpoint of the conservation of energy is also seldom；Theory analysis is typically also based on plane
Analysis, from the also less of three dimensional analysis；In addition, how to determine drilling depth section landslide shape and the body volume size of collapsing is ground
Study carefully and also has not been reported.
Summary of the invention
It is determined the purpose of the present invention is to provide a kind of based on three-dimensional deep tunnel criticality safety drilling depth and landslide shape
Method.
Deep tunnel criticality safety drilling depth and landslide method for determining shape based on three-dimensional of the invention, including walk as follows
It is rapid:
(1) for deep tunnel, it is first determined the geometrical relationship between drilling depth section three-dimensional landslide body size is as follows:
For formula (1) into formula (3), h is landslide body height；φ is country rock internal friction angle；R0It collapses for drilling depth section and ruptures range
Radius；LAB、LBFFor the bus length for the body circular cone that collapses；SABFFor the lateralarea for the body circular cone that collapses, i.e. Three-Dimensional fracture face face
Product；
(2) the external force power for determining that drilling depth section landslide body gravity load is done is as follows:
In formula (4), WrThe external force power done for landslide body gravity load；γ is country rock severe；φ is friction in country rock
Angle；R0It collapses for drilling depth section and ruptures the radius of range；V is the discontinuous velocity on the plane of fracture；
(3) determining the landslide of drilling depth section, energy dissipated power is as follows in vivo:
In formula (5), EDIt in vivo can dissipated power to collapse；C is country rock cohesion；φ is country rock internal friction angle；R0For drilling depth
The radius of section landslide rupture range；V is the discontinuous velocity on the plane of fracture；
(4) it according to conservation of energy principle, can dissipate in vivo when the external force power that landslide body gravity load is done is equal to landslide
When power, following formula is obtained by formula (4), formula (5):
ED=Wγ(6)；
(5) accordingly, it is determined that criticality safety drilling depth length is as follows:
In formula (9), LcrFor criticality safety drilling depth length；
(6) convolution (1), formula (2), formula (3), formula (9) obtain critical landslide body height and landslide volume are as follows:
In formula (10), formula (11), hcrFor critical landslide body height；VcrFor critical landslide body volume；
(7) determine that the practical safety coefficient for excavating drilling depth length in tunnel is as follows:
In formula (12), K is the practical safety coefficient for excavating drilling depth length in tunnel；LcrFor criticality safety drilling depth length；L is tunnel
The practical excavation drilling depth length in road；
Criticality safety in the situation known to tunnel surrounding parameter, when can be in the hope of deep tunnel drilling depth section critical slope langth
Drilling depth length Lcr, the drilling depth length of tunnel practice of construction should be less than Lcr, otherwise dangerous；The method ability of short drilling depth should be taken
Satisfaction does not collapse；In addition for the country rock of no cohesion, then Lcr=0, that is, it will appear that tunnel scene is common to be showed with what is collapsed with digging
As first grouting and reinforcing is answered on this stratum, improves the intensive parameter of country rock；According to R0, h can determine tunnel drilling depth section critical slope langth
Shi Sanwei failure mechanics shape and landslide body height and landslide body volume.
Critical drilling depth when the present invention is determines that deep tunnel drilling depth section is destroyed provides calculation method；It may determine that accordingly
Whether the drilling depth that tunnel site operation uses meets the requirements, and to take corresponding engineering to provide foundation, such as reduces and excavates drilling depth,
Take support reinforcement etc. then it is possible to prevente effectively from the generation of drilling depth section landslide；Meanwhile method of the invention can determine tunnel into
The three-dimensional failure mechanics shape that the critical landslide of ruler section destroys determines landslide body height and landslide volume etc..Method of the invention, also
Can be applied to the hypogees such as mining tunnel, hydraulic tunnel structures drilling depth whether the judgement of safety, criticality safety drilling depth
Determine etc..
Detailed description of the invention
Fig. 1 is the schematic illustration of the method for the present invention.
Fig. 2 is the different safety coefficient curve graphs excavated under drilling depth length of the embodiment of the present invention 1.
Fig. 3 is that the drilling depth section three-dimensional landslide of the embodiment of the present invention 1 destroys shape simulation drawing.
In figure, h is landslide body height；R0It collapses for drilling depth section and ruptures the radius of range；LcrCriticality safety drilling depth length；H
For edpth of tunnel；B is the vertex of landslide body circular cone, and A, F are two endpoints of landslide body circle element of a cone, and O is the landslide of drilling depth section
Rupture the center of circle of range；1 indicates earth's surface；2 indicate face；3 indicate lining cutting；4 indicate excavation supporting section；5 indicate drilling depth section.
Specific embodiment
The invention will be further described with reference to the accompanying drawings and examples.
It is that the present invention is based on the originals of three-dimensional deep tunnel criticality safety drilling depth and landslide method for determining shape referring to Fig. 1
Manage schematic diagram.
Firstly, country rock correlation mechanics parameter is obtained according to Tunnel Engineering overview and country rock level condition, such as enclosing among the above
Rock cohesion c, country rock internalfrictionangleφ, country rock severe γ and edpth of tunnel H etc. and the practical excavation drilling depth length L in tunnel
Deng.
Determining method, specific step is as follows:
(1) for deep tunnel, it is first determined the geometrical relationship between drilling depth section three-dimensional landslide body size is as follows:
For formula (1) into formula (3), h is landslide body height；φ is country rock internal friction angle；R0It collapses for drilling depth section and ruptures range
Radius；LAB、LBFFor the bus length for the body circular cone that collapses；SABFFor the lateralarea for the body circular cone that collapses, i.e. Three-Dimensional fracture face face
Product；
(2) the external force power for determining that drilling depth section landslide body gravity load is done is as follows:
In formula (4), WrThe external force power done for landslide body gravity load；γ is country rock severe；φ is friction in country rock
Angle；R0It collapses for drilling depth section and ruptures the radius of range；V is the discontinuous velocity on the plane of fracture；
(3) determining the landslide of drilling depth section, energy dissipated power is as follows in vivo:
In formula (5), EDIt in vivo can dissipated power to collapse；C is country rock cohesion；φ is country rock internal friction angle；R0For drilling depth
The radius of section landslide rupture range；V is the discontinuous velocity on the plane of fracture；
(4) it according to conservation of energy principle, can dissipate in vivo when the external force power that landslide body gravity load is done is equal to landslide
When power, following formula is obtained by formula (4), formula (5):
ED=Wγ(6)；
(5) accordingly, it is determined that criticality safety drilling depth length is as follows:
In formula (9), LcrFor criticality safety drilling depth length；
(6) convolution (1), formula (2), formula (3), formula (9) obtain critical landslide body height and landslide volume are as follows:
In formula (10), formula (11), hcrFor critical landslide body height；VcrFor critical landslide body volume；
(7) determine that the practical safety coefficient for excavating drilling depth length in tunnel is as follows:
In formula (12), K is the practical safety coefficient for excavating drilling depth length in tunnel；LcrFor criticality safety drilling depth length；L is tunnel
The practical excavation drilling depth length in road；
Criticality safety in the situation known to tunnel surrounding parameter, when can be in the hope of deep tunnel drilling depth section critical slope langth
Drilling depth length Lcr, the drilling depth length of tunnel practice of construction should be less than Lcr, otherwise dangerous；The method ability of short drilling depth should be taken
Satisfaction does not collapse；In addition for the country rock of no cohesion, then Lcr=0, that is, it will appear that tunnel scene is common to be showed with what is collapsed with digging
As first grouting and reinforcing is answered on this stratum, improves the intensive parameter of country rock；According to R0, h can determine tunnel drilling depth section critical slope langth
Shi Sanwei failure mechanics shape and landslide body height and landslide body volume.
Embodiment 1:
Above formula (9) is an explicit equation, is 25kN/m for country rock severe γ3, country rock cohesion c is 10kPa, country rock
Internalfrictionangleφ is 20 °, then according to step (5), available criticality safety drilling depth length LcrFor 2.4m, so in practice of construction
Drilling depth L should be less than 2.4m；Critical landslide body height h is further acquired according to step (6)crFor 3.3m, the body volume that collapses is
4.97m3.According to the safety coefficient under the available different construction and excavation drilling depths of step (7) as shown in Fig. 2, if taking drilling depth long
The safety coefficient of degree is 2, then drilling depth is preferably 2.4 ÷ 2=1.2m.Drilling depth section critical slope langth face shape is as shown in Figure 3.
Claims (1)
1. a kind of based on three-dimensional deep tunnel criticality safety drilling depth and landslide method for determining shape, it is characterised in that including as follows
Step:
(1) for deep tunnel, it is first determined the geometrical relationship between drilling depth section three-dimensional landslide body size is as follows:
For formula (1) into formula (3), h is landslide body height；φ is country rock internal friction angle；R0It collapses for drilling depth section and ruptures the half of range
Diameter；LAB、LBFFor the bus length for the body circular cone that collapses；SABFFor the lateralarea for the body circular cone that collapses, i.e. Three-Dimensional fracture face area；
(2) the external force power for determining that drilling depth section landslide body gravity load is done is as follows:
In formula (4), WrThe external force power done for landslide body gravity load；γ is country rock severe；φ is country rock internal friction angle；R0
It collapses for drilling depth section and ruptures the radius of range；V is the discontinuous velocity to collapse on the body plane of fracture；
(3) determining the landslide of drilling depth section, energy dissipated power is as follows in vivo:
In formula (5), EDIt in vivo can dissipated power to collapse；C is country rock cohesion；φ is country rock internal friction angle；R0It collapses for drilling depth section
The radius of side's rupture range；V is the discontinuous velocity on the plane of fracture；
(4) according to conservation of energy principle, when the external force power that landslide body gravity load is done is equal to landslide energy dissipated power in vivo
When, following formula is obtained by formula (4), formula (5):
ED=Wγ(6)；
(5) accordingly, it is determined that criticality safety drilling depth length is as follows:
In formula (9), LcrFor criticality safety drilling depth length；
(6) convolution (1), formula (2), formula (3), formula (9) obtain critical landslide body height and landslide volume are as follows:
In formula (10), formula (11), hcrFor critical landslide body height；VcrFor critical landslide body volume；
(7) determine that the practical safety coefficient for excavating drilling depth length in tunnel is as follows:
In formula (12), K is the practical safety coefficient for excavating drilling depth length in tunnel；LcrFor criticality safety drilling depth length；L is that tunnel is real
Excavate drilling depth length in border；
Criticality safety drilling depth in the situation known to tunnel surrounding parameter, when can be in the hope of deep tunnel drilling depth section critical slope langth
Length Lcr, the drilling depth length of tunnel practice of construction should be less than Lcr, otherwise dangerous；The method that short drilling depth should be taken just is able to satisfy
It does not collapse；In addition for the country rock of no cohesion, then Lcr=0, that is, will appear tunnel scene it is common with dig with collapsing the phenomenon that, this
First grouting and reinforcing is answered on kind stratum, improves the intensive parameter of country rock；According to R0, h be three when can determine tunnel drilling depth section critical slope langth
Tie up failure mechanics shape and landslide body height and landslide body volume.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201811620851.0A CN109726473B (en) | 2018-12-28 | 2018-12-28 | Three-dimensional-based method for determining critical safe footage and collapse square shape of deep-buried tunnel |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201811620851.0A CN109726473B (en) | 2018-12-28 | 2018-12-28 | Three-dimensional-based method for determining critical safe footage and collapse square shape of deep-buried tunnel |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN109726473A true CN109726473A (en) | 2019-05-07 |
| CN109726473B CN109726473B (en) | 2023-04-07 |
Family
ID=66297469
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201811620851.0A Active CN109726473B (en) | 2018-12-28 | 2018-12-28 | Three-dimensional-based method for determining critical safe footage and collapse square shape of deep-buried tunnel |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN109726473B (en) |
Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN107091113A (en) * | 2017-06-30 | 2017-08-25 | 湖南科技大学 | Determine different degrees of water-rich and tunnel tunnel face calculation method for stability under drilling depth |
| CN107237644A (en) * | 2017-06-30 | 2017-10-10 | 湖南科技大学 | The determination method of the three-dimensional gushing water destruction critical hydraulic pressure of tunnel inverted arch and critical thickness |
| CN107315880A (en) * | 2017-06-30 | 2017-11-03 | 湖南科技大学 | The localization method of tunnel straight flange wall three-dimensional failure mode under action of horizontal seismic |
| CN107339121A (en) * | 2017-06-30 | 2017-11-10 | 湖南科技大学 | The localization method of tunnel curl wall three-dimensional failure mode under action of horizontal seismic |
-
2018
- 2018-12-28 CN CN201811620851.0A patent/CN109726473B/en active Active
Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN107091113A (en) * | 2017-06-30 | 2017-08-25 | 湖南科技大学 | Determine different degrees of water-rich and tunnel tunnel face calculation method for stability under drilling depth |
| CN107237644A (en) * | 2017-06-30 | 2017-10-10 | 湖南科技大学 | The determination method of the three-dimensional gushing water destruction critical hydraulic pressure of tunnel inverted arch and critical thickness |
| CN107315880A (en) * | 2017-06-30 | 2017-11-03 | 湖南科技大学 | The localization method of tunnel straight flange wall three-dimensional failure mode under action of horizontal seismic |
| CN107339121A (en) * | 2017-06-30 | 2017-11-10 | 湖南科技大学 | The localization method of tunnel curl wall three-dimensional failure mode under action of horizontal seismic |
Non-Patent Citations (1)
| Title |
|---|
| 庄宁;朱苦竹;李军伟;: "偏压连拱隧道施工的动态模拟及最优化分析" * |
Also Published As
| Publication number | Publication date |
|---|---|
| CN109726473B (en) | 2023-04-07 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| Li et al. | Experimental study of the precursor information of the water inrush in shield tunnels due to the proximity of a water-filled cave | |
| CN104533467B (en) | A kind of high artesian, the method for protecting support in fault disruption zone tunnel | |
| CN102352753B (en) | Freezing consolidation and soil-accumulating watering shield arrival method | |
| CN103321244B (en) | Sand foundation existing building sets up the construction method of basement | |
| CN105275381B (en) | Impact drill drilling construction method in rich water pebble layer | |
| CN104612696B (en) | Overpass column hole method construction method is passed through in big cross section tunneling subway station in fine sand layer | |
| CN107905236A (en) | The construction method of friction pile churning driven fast pore-creating and concrete placings | |
| CN104532853B (en) | Deep foundation pit supporting method and system characterized by steel reinforced cement-soil piles, bolts easy to detach and automatic monitoring and early warning | |
| CN105735345A (en) | Composite type supporting and retaining structure and construction method adopting supporting and retaining structure | |
| CN112709576A (en) | Water-rich stratum structure with upper soft part and lower hard part and construction method | |
| CN106703059B (en) | Open caisson cross trough-pulling construction method | |
| JP2013164103A (en) | Embedded pipe structure and method for constructing embedded pipe structure | |
| CN110080779A (en) | Tunnel tunnel bottom karst cave treatment construction method | |
| CN105019431A (en) | Large-diameter super-long bored pile construction method for steep dip stratified rock mass with alternative smashed parts and integral parts | |
| CN109726473A (en) | Based on three-dimensional deep tunnel criticality safety drilling depth and landslide method for determining shape | |
| JP2010522289A (en) | Rock blasting method for constructing foundation of transmission tower | |
| CN113656860B (en) | Calculation method for limit supporting force of different buried deep sand shield tunnel excavation face | |
| Jun et al. | Water-inrush mechanism during construction and determination of safety distance from the water source in a karst tunnel | |
| CN111441794B (en) | Underground excavation construction method and structure for rebuilding existing tunnel into double-layer tunnel | |
| CN108005065A (en) | The constructing structure and construction method of PHC static pressure pipe piles | |
| JP2007231629A (en) | Construction method of stabilizing ground | |
| CN210464435U (en) | Sand cobble stratum shield tunneling strong disturbance area deformation monitoring system | |
| CN208294522U (en) | Waterproof of man in a kind of pilot tunnel of rich water sand-pebble layer | |
| CN111851515A (en) | Adjacent foundation pit cooperative construction enclosure structure and construction method thereof | |
| KR20160135038A (en) | Pillar Grouting Method in Underground Cavern |
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 | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant |