CN108645773A - A kind of torus tunnel blind pipe three dimensional seepage model - Google Patents
A kind of torus tunnel blind pipe three dimensional seepage model Download PDFInfo
- Publication number
- CN108645773A CN108645773A CN201810346904.8A CN201810346904A CN108645773A CN 108645773 A CN108645773 A CN 108645773A CN 201810346904 A CN201810346904 A CN 201810346904A CN 108645773 A CN108645773 A CN 108645773A
- Authority
- CN
- China
- Prior art keywords
- boundary
- blind pipe
- tunnel
- torus
- rock mass
- 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
- 239000011435 rock Substances 0.000 claims abstract description 24
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims abstract description 10
- 238000000034 method Methods 0.000 claims description 7
- 230000008595 infiltration Effects 0.000 claims description 4
- 238000001764 infiltration Methods 0.000 claims description 4
- 230000000740 bleeding effect Effects 0.000 claims description 3
- 238000006073 displacement reaction Methods 0.000 abstract description 3
- 238000004088 simulation Methods 0.000 description 3
- 238000004364 calculation method Methods 0.000 description 2
- 238000010276 construction Methods 0.000 description 2
- 230000007812 deficiency Effects 0.000 description 2
- 230000000694 effects Effects 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 239000003673 groundwater Substances 0.000 description 1
- 239000000203 mixture Substances 0.000 description 1
- 230000003014 reinforcing effect Effects 0.000 description 1
- 239000002689 soil Substances 0.000 description 1
- 230000009466 transformation Effects 0.000 description 1
Classifications
-
- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N15/00—Investigating characteristics of particles; Investigating permeability, pore-volume or surface-area of porous materials
- G01N15/08—Investigating permeability, pore-volume, or surface area of porous materials
- G01N15/082—Investigating permeability by forcing a fluid through a sample
- G01N15/0826—Investigating permeability by forcing a fluid through a sample and measuring fluid flow rate, i.e. permeation rate or pressure change
Landscapes
- Chemical & Material Sciences (AREA)
- Physics & Mathematics (AREA)
- Analytical Chemistry (AREA)
- Dispersion Chemistry (AREA)
- Health & Medical Sciences (AREA)
- Life Sciences & Earth Sciences (AREA)
- Fluid Mechanics (AREA)
- Biochemistry (AREA)
- General Health & Medical Sciences (AREA)
- General Physics & Mathematics (AREA)
- Immunology (AREA)
- Pathology (AREA)
- Lining And Supports For Tunnels (AREA)
Abstract
The invention discloses torus tunnel blind pipe three dimensional seepage models, the model is by using rock space seepage flow torus, and blind pipe circle spilling boundary is equivalent to rectangle and overflows boundary, both tunnel three dimensional seepage model complexity had been greatly reduced, the valid true physical analogy in boundary is overflowed to circumferential blind pipe again, so that the tunnel three-dimensional seepage field solution of the circumferential blind pipe of setting becomes convenient accurate, more tally with the actual situation thus to obtain external water pressure, displacement, the lining cutting periphery Wall Rock of Tunnel hydraulic gradient for acting on tunnel concrete liner outer rim.
Description
Technical field
The present invention relates to a kind of torus tunnel blind pipe three dimensional seepage models, belong to Geotechnical Engineering field.
Technical background
China is the country on mountain more than one, and mountainous region area accounts for 2/3rds or more, hydraulic and hydroelectric engineering, highway engineering,
In Environment in Railway Engineering Construction, generally require to build a large amount of tunnel.It can all be handed over underground water in the whole life cycle of subterranean tunnel
It mutually influences, tunnel can change groundwater occurrence environment, and underground water can then influence tunnel lining stability, or even cause lining cutting
It destroys.For the tunnel under the conditions of phreatic high, the external water pressure for acting on tunnel lining is very big, when tunnel lining is by full envelope
When stifled waterproof construction design, lining thickness and reinforcing bar configuration are very big, and quantities is huge, less economical.It therefore, can be along tunnel
Axis direction is uniformly arranged circumferential blind pipe, and the external water pressure of tunnel lining is acted on by being reduced to the discharge of underground water.
For the tunnel of the circumferential blind pipe of setting, computer can be utilized to establish the tunnel computation model containing circumferential blind pipe,
The external water pressure and displacement that act on tunnel lining are determined by carrying out Seepage.Usually only due to blind pipe diameter
Several centimetres, differ larger with tunnel size, and entirely the scale minimum of computation model is up to hundred meter levels, maximum reachable km grade is even
More than km, this brings huge difficulty to the foundation of three dimensional seepage model.
It is directed to the tunnel seepage calculation containing blind pipe in the past, usually establishes Rock And Soil finite elements mould using computer software
Type, for circumferential blind pipe simulation there are mainly two types of method：
It is a kind of to think that the infiltration in tunnel be completely exhausted out by circumferential blind pipe in time, using entire lining cutting inner surface as seepage flow
The spilling boundary of model, namely think that lining cutting is completely permeable, this is not inconsistent actually with scene.In reality the behind of lining cutting according to
Secondary is splash guard, circumferential blind pipe, preliminary bracing concrete, and lining concrete itself is water-proof concrete, and the setting of splash guard
So that seepage flow does not drain for lining cutting itself, underground water is drained by blind pipe.Using entire lining concrete inner surface as excessive
Go out boundary without the characteristic of really reflection flow model in porous media, necessarily leads to the deficiency of computational accuracy.
Another kind is to seek macro equivalent method, the direct simulation physically to the progress of circumferential blind pipe is avoided, as long as simulation
Go out " drainage effect ", is similar to the analogy method in tunnel drainage hole, such as bar unit method, with Guan Daikong methods and to stitch Dai Kongfa,
Advantage is hardly to increase calculation amount, but by " equivalentization " accuracy constraint, computational accuracy is insufficient.
Invention content
Technical problem to be solved by the invention is to provide a kind of rock torus tunnel blind pipe three dimensional seepage model, with gram
Take the deficiencies in the prior art mentioned in background technology.
The technical solution adopted by the present invention to solve the technical problems is：
The present invention is a kind of torus tunnel blind pipe three dimensional seepage model, which builds by the following method：Tunnel serves as a contrast
It builds external seepage flow rock mass and uses space circle ring body, while blind pipe circle spilling boundary is equivalent to rectangle and overflows boundary.
Wherein, which is made of Grouting Circle annulus rock mass, far field annulus rock mass, corresponding infiltration coefficient be respectively kg,
kr；It is kept between Grouting Circle annulus rock mass and far field annulus rock mass continuous；The inside radius r of Grouting Circle torus1For tunnel lining
Outer radius, the outer radius of Grouting Circle torus is rg；Far field annulus rock mass inside radius is rg, outer radius r2, r2For far field half
Diameter is equal to phreatic line to tunnel center of circle height H.
Further, boundary end circular loop body is overflowed for no blind pipe at hole axis direction both ends, no blind pipe overflows boundary
Between end circular loop body by have blind pipe overflow boundary torus and without blind pipe overflow boundary torus alternating continuous arrangement combine and
At；There is blind pipe to overflow length b of the boundary torus in hole axis direction and takes 0.5~1 times of blind pipe cross section perimeter；Blind pipe center edge
The spacing in hole axis direction is L, and it is L-b that no blind pipe, which overflows length of the boundary torus in hole axis direction,；Without blind pipe bleeding edge
Length of boundary's end circular loop body in hole axis direction is L/2-b/2.
Further, the boundary condition of the model by etc. head boundaries, overflow boundary, impervious boundary and form, wherein it is remote
It is H that annulus rock mass outer surface, which such as is at head boundaries, the head value,；Concrete lining outer surface is by impervious boundary, permeable boundary
Alternately continuous arrangement is composed；Circular spilling boundary is equivalent to rectangle and overflows boundary；Boundary is overflowed in hole axis direction
Equivalent length be b, take 0.5~1 times of blind pipe cross section perimeter；Length of the impervious boundary in hole axis direction be respectively L-b,
L/2-b/2。
The present invention is equivalent to rectangle bleeding edge by using rock space seepage flow torus, and by blind pipe circle spilling boundary
Boundary had not only been greatly reduced tunnel three dimensional seepage model complexity, but also has overflowed the valid true physical analogy in boundary to circumferential blind pipe so that
The tunnel three-dimensional seepage field solution of circumferential blind pipe, which is arranged, becomes convenient accurate, thus to obtain tunnel concrete liner outer rim is acted on
External water pressure, displacement, lining cutting periphery Wall Rock of Tunnel hydraulic gradient more tally with the actual situation.
Description of the drawings
Fig. 1 is the signal of torus tunnel blind pipe three dimensional seepage model；
Fig. 2 is torus tunnel blind pipe three dimensional seepage model boundary condition signal 1；
Fig. 3 is that torus tunnel blind pipe three dimensional seepage model boundary condition illustrates 2 (A-A sections)；
Fig. 4 be blind pipe really overflow boundary be equivalent to rectangle overflow boundary signal.
Specific implementation mode
The invention will be further described with reference to the accompanying drawings and examples, but not as any limitation of the invention.
Please refer to Fig.1-4：The torus tunnel blind pipe three dimensional seepage model of the present invention it is overall by Grouting Circle annulus rock mass, it is remote
Field annulus rock mass is constituted, and corresponding infiltration coefficient is respectively kg, kr；It is kept between Grouting Circle annulus rock mass and far field annulus rock mass
Continuously；The inside radius of Grouting Circle torus is r1(outer radius of lining cutting), outer radius rg；Far field annulus rock mass inside radius is rg,
Outer radius is r2, r2For far field radius, it is equal to phreatic line to tunnel center of circle height H, specific as shown in Figure 1, Figure 2, Fig. 3.In Fig. 1,
Body 1 overflows boundary torus for no blind pipe, and body 2 is to have blind pipe to overflow boundary torus, and body 3 overflows boundary end circle for no blind pipe
Cylinder.In Fig. 3, boundary 1 is impervious boundary, and boundary 2 is permeable boundary, and boundary 3 is impervious boundary.
By Fig. 1, which is nothing at hole axis direction (coordinate system Z-direction) both ends
Blind pipe overflows boundary end circular loop body (body 3), and no blind pipe overflows between the end circular loop body of boundary by there is blind pipe to overflow boundary annulus
Body (body 2), boundary torus (body 1) is overflowed without blind pipe, and alternately continuous arrangement is composed.There is blind pipe to overflow boundary torus to exist
The length in hole axis direction is b, takes 0.5~1 times of blind pipe cross section perimeter；Spacing of the blind pipe center along hole axis direction is L, nothing
It is (L-b) that blind pipe, which overflows length of the boundary torus in hole axis direction,；No blind pipe overflows boundary end circular loop body in hole axis
The length in direction is (L/2-b/2).
The torus tunnel blind pipe three dimensional seepage model boundary condition by etc. head boundaries, overflow boundary, impervious boundary
Composition, specific as shown in Figure 1, Figure 2, Fig. 3.
Far field annulus rock mass outer surface be etc. head boundaries, head value be H.Concrete lining outer surface (namely Grouting Circle
Torus inner surface) it is composed of impervious boundary, permeable boundary alternating continuous arrangement.Boundary 2 shown in figure is to overflow
The cross section on boundary, blind pipe is generally circular, and radius is minimum compared with huge flow model in porous media size, thus can will be circular
It overflows boundary and is equivalent to rectangle spilling boundary so that the complexity of flow model in porous media is greatly reduced, specific such as Fig. 4 overflows boundary in hole
The equivalent length of axis direction is b, takes 0.5~1 times of blind pipe cross section perimeter；Boundary 1, boundary 3 are impervious boundary, in hole axis
The length in line direction is respectively (L-b), (L/2-b/2).
The specific application example of the above only present invention, the present invention also has other embodiments, all to use equivalent replacement
Or the technical solution that equivalent transformation is formed, it all falls within protection domain of the presently claimed invention.
Claims (4)
1. a kind of torus tunnel blind pipe three dimensional seepage model, it is characterised in that the model is built by the following method：Tunnel serves as a contrast
It builds external seepage flow rock mass and uses space circle ring body, while blind pipe circle spilling boundary is equivalent to rectangle and overflows boundary.
2. torus tunnel blind pipe three dimensional seepage model according to claim 1, it is characterised in that：The model is by Grouting Circle
Annulus rock mass, far field annulus rock mass are constituted, and corresponding infiltration coefficient is respectively kg, kr；Grouting Circle annulus rock mass and far field annulus
It is kept between rock mass continuous；The inside radius r of Grouting Circle torus1For the outer radius of tunnel lining, outer the half of Grouting Circle torus
Diameter is rg；Far field annulus rock mass inside radius is rg, outer radius r2, r2For far field radius, it is equal to phreatic line to the tunnel center of circle
Height H.
3. torus tunnel blind pipe three dimensional seepage model according to claim 2, it is characterised in that：In hole axis direction two
End is that no blind pipe overflows boundary end circular loop body, and no blind pipe overflows between the end circular loop body of boundary by there is blind pipe to overflow border circle
Ring body and without blind pipe overflow boundary torus alternating continuous arrangement be composed；There is blind pipe to overflow boundary torus in hole axis side
To length b take 0.5~1 times of blind pipe cross section perimeter；Spacing of the blind pipe center along hole axis direction is L, no blind pipe bleeding edge
Length of boundary's torus in hole axis direction is L-b；No blind pipe overflows length of the boundary end circular loop body in hole axis direction
L/2-b/2。
4. torus tunnel blind pipe three dimensional seepage model according to claim 3, it is characterised in that：The perimeter strip of the model
Part by etc. head boundaries, overflow boundary, impervious boundary and form, wherein far field annulus rock mass outer surface such as is at head boundaries, the water
Header value is H；Concrete lining outer surface is composed of impervious boundary, permeable boundary alternating continuous arrangement；It overflows circular
Go out boundary and is equivalent to rectangle spilling boundary；It is b to overflow equivalent length of the boundary in hole axis direction, takes 0.5~1 times of blind pipe cross-section
Face perimeter；Length of the impervious boundary in hole axis direction is respectively L-b, L/2-b/2.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201810346904.8A CN108645773A (en) | 2018-04-18 | 2018-04-18 | A kind of torus tunnel blind pipe three dimensional seepage model |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201810346904.8A CN108645773A (en) | 2018-04-18 | 2018-04-18 | A kind of torus tunnel blind pipe three dimensional seepage model |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN108645773A true CN108645773A (en) | 2018-10-12 |
Family
ID=63746525
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201810346904.8A Pending CN108645773A (en) | 2018-04-18 | 2018-04-18 | A kind of torus tunnel blind pipe three dimensional seepage model |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN108645773A (en) |
Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101182999A (en) * | 2007-11-28 | 2008-05-21 | 中铁二院工程集团有限责任公司 | Method for confirming thickness of wall rock grouting blocking water ring |
| FR2916473A1 (en) * | 2007-05-22 | 2008-11-28 | Gilles Chatenoud | FACING SYSTEM AND METHOD FOR SEALING A VOUTED WORK |
| CN105528492A (en) * | 2015-12-26 | 2016-04-27 | 中交第一公路勘察设计研究院有限公司 | Conversion permeability coefficient-based method for controlling tunnel discharge by regions |
-
2018
- 2018-04-18 CN CN201810346904.8A patent/CN108645773A/en active Pending
Patent Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| FR2916473A1 (en) * | 2007-05-22 | 2008-11-28 | Gilles Chatenoud | FACING SYSTEM AND METHOD FOR SEALING A VOUTED WORK |
| CN101182999A (en) * | 2007-11-28 | 2008-05-21 | 中铁二院工程集团有限责任公司 | Method for confirming thickness of wall rock grouting blocking water ring |
| CN105528492A (en) * | 2015-12-26 | 2016-04-27 | 中交第一公路勘察设计研究院有限公司 | Conversion permeability coefficient-based method for controlling tunnel discharge by regions |
Non-Patent Citations (5)
| Title |
|---|
| 吴世勇: "抽水蓄能电站工程区复杂渗流场数值模拟分析及渗控设计方法研究", 《中国优秀硕士学位论文全文数据库 工程科技Ⅱ辑》 * |
| 李少龙，等: "岸坡水平排水孔的渗流场数值模拟", 《长江科学院院报》 * |
| 王建宇: "对隧道衬砌水压力荷载的讨论", 《现代隧道技术》 * |
| 王建宇: "隧道工程高水头地下水的处治", 《现代隧道技术》 * |
| 胡静: "空气单元法模拟渗流场分析中的排水孔", 《水力发电》 * |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN209145612U (en) | A kind of anti-floating type section of jurisdiction for shield tunnel | |
| CN205206838U (en) | Collapsible loess tunnel supporting construction | |
| CN104404974B (en) | The thick sand-pebble layer deep basal pit of high artesian slip casting back cover structure and construction technology thereof | |
| CN203230453U (en) | Cooling device for casting large volume hollow concrete tunnel lining structure | |
| CN103924978B (en) | The construction method of freeze-wellboring inner layer well wall | |
| CN109236367A (en) | A kind of tunnel structure and its frozen construction method with antiseepage drain function | |
| CN102134998A (en) | Construction method for wind-blown sand tunnel | |
| CN206308569U (en) | It is a kind of to reinforce the road structure for punishing the solution cavity that underlies | |
| CN110005441A (en) | Pipe-plate lining grouting system and method based on externally embedded type channel Yu extensibility pouch | |
| CN108763633A (en) | A kind of torus tunnel drainage hole three dimensional seepage model | |
| CN203362181U (en) | Mud jacking film bag for water resistance and leaking stoppage in tunnel construction | |
| CN104099946A (en) | Novel jacking pipe intersegment overhaul well | |
| CN205260042U (en) | Annular stabilization by freezing stagnant water structure when shield ventral brush is changed | |
| CN106837340A (en) | The construction method of wall clearance grouting waterproof and reinforcing shaft wall structure under frost wall protection | |
| CN108645773A (en) | A kind of torus tunnel blind pipe three dimensional seepage model | |
| CN204252148U (en) | High artesian thick sand-pebble layer deep foundation ditch slip casting back cover structure | |
| CN107313785A (en) | High dam ecology water supply hole block section liner structure | |
| CN108613908A (en) | A kind of torus tunnel composite drainage system three dimensional seepage model | |
| CN208152063U (en) | A kind of superelevation infiltration coefficient sand ovum stratum Groundwater Control system | |
| CN207212364U (en) | Composite lining structure after the empty Slag treatment in lining cutting behind | |
| CN207176666U (en) | Drainage hole structure | |
| CN206111218U (en) | Rich water sand cobble stratum buries basin shape of secretly digging station deeply and freezes stagnant water system | |
| CN103696407A (en) | Assembly-type concrete water saving groove | |
| CN105155578A (en) | Construction method for existing supporting system connected into subway in complex geology and environment | |
| CN209429054U (en) | Seepage prevention of dam founda structure in ultra-deep thick-covering |
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 | ||
| TA01 | Transfer of patent application right | ||
| TA01 | Transfer of patent application right |
Effective date of registration: 20190911 Address after: 550081 No. 187 Shilin West Road, Guanshan Lake District, Guiyang City, Guizhou Province Applicant after: Guizhou Water Resources Investment (Group) Co., Ltd. Applicant after: Guizhou Survey & Design Research Institute for Water Resources and Hydropower Address before: 550002 No. 27 South Baoshan Road, Nanming District, Guizhou, Guiyang Applicant before: Guizhou Survey & Design Research Institute for Water Resources and Hydropower |
|
| RJ01 | Rejection of invention patent application after publication | ||
| RJ01 | Rejection of invention patent application after publication |
Application publication date: 20181012 |