CN106703842A - Calculation method of permeability coefficient of shield tunnel lining structure - Google Patents
Calculation method of permeability coefficient of shield tunnel lining structure Download PDFInfo
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- CN106703842A CN106703842A CN201611040182.0A CN201611040182A CN106703842A CN 106703842 A CN106703842 A CN 106703842A CN 201611040182 A CN201611040182 A CN 201611040182A CN 106703842 A CN106703842 A CN 106703842A
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- 238000004364 calculation method Methods 0.000 title abstract description 14
- 230000035699 permeability Effects 0.000 title abstract description 8
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims abstract description 19
- 238000000034 method Methods 0.000 claims abstract description 15
- 230000008595 infiltration Effects 0.000 claims description 34
- 238000001764 infiltration Methods 0.000 claims description 34
- 230000015572 biosynthetic process Effects 0.000 claims description 12
- 230000003204 osmotic effect Effects 0.000 claims description 12
- 239000002689 soil Substances 0.000 claims description 6
- 230000001186 cumulative effect Effects 0.000 claims description 3
- 239000003673 groundwater Substances 0.000 abstract description 2
- 238000013461 design Methods 0.000 description 4
- 238000010586 diagram Methods 0.000 description 4
- 238000004836 empirical method Methods 0.000 description 4
- 238000000205 computational method Methods 0.000 description 3
- 238000010276 construction Methods 0.000 description 2
- 201000010099 disease Diseases 0.000 description 2
- 208000037265 diseases, disorders, signs and symptoms Diseases 0.000 description 2
- 230000000149 penetrating effect Effects 0.000 description 2
- 230000008092 positive effect Effects 0.000 description 2
- 238000013459 approach Methods 0.000 description 1
- 238000011161 development Methods 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 239000000463 material Substances 0.000 description 1
- 238000005259 measurement Methods 0.000 description 1
- 238000004062 sedimentation Methods 0.000 description 1
Classifications
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/38—Waterproofing; Heat insulating; Soundproofing; Electric insulating
-
- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N13/00—Investigating surface or boundary effects, e.g. wetting power; Investigating diffusion effects; Analysing materials by determining surface, boundary, or diffusion effects
- G01N13/04—Investigating osmotic effects
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- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Structural Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- Geology (AREA)
- Chemical & Material Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Architecture (AREA)
- Physics & Mathematics (AREA)
- Health & Medical Sciences (AREA)
- Civil Engineering (AREA)
- Analytical Chemistry (AREA)
- Biochemistry (AREA)
- General Health & Medical Sciences (AREA)
- General Physics & Mathematics (AREA)
- Immunology (AREA)
- Pathology (AREA)
- Excavating Of Shafts Or Tunnels (AREA)
Abstract
Disclosed is a calculation method of permeability coefficient of a shield tunnel lining structure. The calculation method includes the steps of 1), determining geometrical features of a tunnel; 2), determining the permeability coefficient ks of surrounding strata of the tunnel; 2), determining leaking water amount of the tunnel, wherein underground water is leaked into the tunnel through a tunnel connector and is collected through a water-collecting well, and the leaking water amount V1 of the groundwater collected through the water-collecting well is measured; 3), determining exterior surface are S and water collecting time t of the tunnel in water-collecting sections of the tunnel; 4), calculating leakage Ql of the tunnel per unit area per unit time; 5), calculating height of water head HR of the interface of the tunnel and the strata; 6), calculating the average permeability coefficient kl of the tunnel. On the basis of the basic features of leakage water of the shield tunnel, the average permeability coefficient determination method capable of considering the permeability features of the shield tunnel connector is established, and force and deformation effects of tunnel leakage on surrounding environment and the shield tunnel can be analyzed more accurately according to the average shield tunnel permeability coefficient acquired in calculation.
Description
Technical field
The present invention relates to a kind tunnel structure parameter calculating field, and in particular to a kind of shield tunnel lining structure infiltration
The determination method of mean coefficient.
Background technology
Shield tunnel is formed by pipe sheet assembling, and the seam between section of jurisdiction and section of jurisdiction is called joint.Infiltration is operation tunnel
One of Major Diseases, and joint is the main portions of shield tunnel infiltration, concrete pipe sheet water percolating capacity is less compared with joint.But
In the practice for designing and constructing, in order to not make calculating become excessively complicated, tunnel-liner is generally reduced to average annulus, recognized
For lining cutting, infiltration coefficient is equal everywhere, referred to as the average infiltration coefficient of lining cutting.Therefore the average infiltration system of tunnel-liner is accurately determined
It is several significant to obtaining correct result of calculation.The current determination method on the average infiltration coefficient of lining cutting mainly have with
Lower several method：
(1) joint method is ignored
In some designs, influence of the lining joint to tunnel is have ignored, it is believed that tunnel is made up of concrete pipe sheet
Homogeneous annulus, and it is impermeable material to regard concrete, it is believed that underground water will not penetrate into tunnel by lining cutting.This method and actual feelings
Condition is not inconsistent, and tunnel is born larger external water pressure, therefore result of calculation also has certain discrepancy with actual conditions.
(2) empirical method
In engineering practice, the infiltration coefficient of tunnel surrounding formation can be obtained by early stage exploration result.Empirical method is in tunnel
In the case of road surrounding formation infiltration coefficient is known, the average infiltration coefficient of lining cutting and tunnel surrounding formation are rule of thumb artificially given
The ratio of infiltration coefficient, so as to calculate the average infiltration coefficient of lining cutting.It is rule of thumb artificial determination yet with the ratio,
With larger subjectivity, the comparing average infiltration coefficient of correct lining cutting is also more difficult to get, result of calculation also has with actual conditions
It is certain to come in and go out.
(3) numerical method
Intend that tunnel-liner is modeled as into homogeneous annulus in software in numerical modeling, artificially determine one group of average infiltration coefficient,
It is assigned to homogeneous annulus successively carries out numerical computations.If the leakage being calculated is more or less the same with actual seepage quantity, person who happens to be on hand for an errand
For currency is the average infiltration coefficient of lining cutting.The method can determine that one differs not with the average infiltration coefficient actual value of lining cutting
Big numerical solution, but its process is complicated, estimates to need experience to support during infiltration coefficient scope, is also not easy to obtain optimal solution.
Existing computational methods are primarily present the problem of following two aspects：1st, supported by experience, it is right to be needed before calculating
The scope of the average permeability coefficient of lining cutting is substantially differentiated that result of calculation has certain error with actual conditions.2nd, subjectivity
It is strong, it is necessary to artificial given parameters, and the parameter is with different having changed of joint construction and tunnel surrounding formation hydrogeologic condition
Become, be unfavorable for carrying out software calculating, it is impossible to carry out commercial software development.The determination of the average infiltration coefficient of current lining cutting is main still
Based on empirical method, the seepage of water of concrete pipe sheet and joint is directly ignored in part is designed.Obtained by both approaches
The average infiltration coefficient of lining cutting has certain error with its actual value, so as to the tunnel internal force to the design phase, deformation and operation
The tunnel durability in stage and sedimentation etc. are calculated and can all produce certain influence.Therefore it is correct to determine the average infiltration coefficient pair of lining cutting
In instruct rationally design, construct it is significant.
The content of the invention
The technical problem to be solved in the present invention is to provide a kind of side for calculating the average infiltration coefficient of shield tunnel lining structure
Method, more accurately calculates the value of the average infiltration coefficient of lining cutting.
The present invention uses following technical scheme：
A kind of computational methods of the average infiltration coefficient of shield tunnel lining structure, it is characterized in that implementing as follows：
(1) the underground water cumulative volume V that tunnel is penetrated into the section is measured using existing sumpl；
(2) tunnel unit interval unit area leakage Q is calculatedl：The external surface area S in the section tunnel that catchments is calculated first
With inlet time t, V is usedlDivided by the product of S and t, tunnel unit interval unit area leakage Q is just obtainedl；
(3) tunnel unit interval unit area leakage Q is calculateds；Because the percolating water in the soil body is by tunnel joint whole
Penetrate into tunnel, therefore QsEqual to Ql；
(4) tunnel basic geometric parameters are determined：Determine tunnel external diameter R, internal diameter r0, earth's surface to tunnel center apart from h；
(5) osmotic coefficient k of tunnel surrounding formation is determineds；
(6) the head height H in tunnel and stratum interface is calculatedR；According to tunnel external diameter R, internal diameter r0, in earth's surface to tunnel
The heart apart from h, and tunnel surrounding formation osmotic coefficient ks, calculate the head height H in tunnel and stratum interfaceR；
(7) the average osmotic coefficient k of tunnel-liner is calculatedl；According to tunnel external diameter R, internal diameter r0, earth's surface to tunnel center away from
From h, and tunnel and stratum interface head height HR, calculate the average osmotic coefficient k of tunnel-linerl.Wherein klBy connection
Following two equations are found to be calculated：
The present invention in order to set up the average Calculation Method in Penetrating Coefficient of more accurately lining cutting, to set sump in the way of obtain
The seepage discharge in tunnel, the infiltration coefficient of basic geometric parameters and tunnel surrounding formation according to tunnel, has theoretically derived lining
The computing formula of average infiltration coefficient is built, the computational methods with the average infiltration coefficient of other lining cutting compare, with following features：
(1) the average infiltration coefficient of lining cutting is calculated by mathematical formulae completely, and all parameters for calculating have visitor
The property seen, does not rely on micro-judgment, it is to avoid the subjective impact in calculating process；
(2) calculation procedure is fixed, and parameter is less and preferable acquisition, and computing formula is less, and amount of calculation is small, can be used for business soft
The secondary development of part；
(3) the average lining cutting infiltration coefficient being calculated using the method is more accurate, for be computed correctly tunnel internal force,
The disease incidence of deformation and Accurate Prediction tunnel operation stage has positive effect；
Brief description of the drawings
Fig. 1 is flow chart of the invention.
The parameter schematic diagram being related in Fig. 2 calculating process.
Fig. 3 is example schematic diagram.
Fig. 4 is tunnel duct piece staggered joint erection axonometric drawing schematic diagram.
Fig. 5 is tunnel sump schematic diagram.
Specific embodiment
Referring to Fig. 1, implementation steps are as follows：
(1) start；
(2) the underground water cumulative volume V that tunnel is penetrated into the section is measured using existing sumpl；
(3) tunnel unit interval unit area leakage Q is calculatedl：The external surface area S in the section tunnel that catchments is calculated first
With inlet time t, V is usedlDivided by the product of S and t, tunnel unit interval unit area leakage Q is just obtainedl；
(4) tunnel unit interval unit area leakage Q is calculateds；Because the percolating water in the soil body is by tunnel joint whole
Penetrate into tunnel, therefore QsEqual to Ql；
(5) tunnel basic geometric parameters are determined：Determine tunnel external diameter R, internal diameter r0, earth's surface to tunnel center apart from h；
(6) osmotic coefficient k of tunnel surrounding formation is determineds；
(7) the head height H in tunnel and stratum interface is calculatedR；According to tunnel external diameter R, internal diameter r0, in earth's surface to tunnel
The heart apart from h, and tunnel surrounding formation osmotic coefficient ks, calculate the head height H in tunnel and stratum interfaceR；
(8) the average osmotic coefficient k of tunnel-liner is calculatedl；According to tunnel external diameter R, internal diameter r0, earth's surface to tunnel center away from
From h, and tunnel and stratum interface head height HR, calculate the average osmotic coefficient k of tunnel-linerl。
Wherein klCalculated by the following two equations of simultaneous：
The present invention is based on seepage theory, the Mathematical Modeling that the average infiltration coefficient of lining cutting is calculated is established, according to tunnel geometry
Parameter and tunnel surrounding formation infiltration coefficient calculate the average infiltration coefficient of lining cutting, and the result is compared with the empirical method of current main-stream
It is more accurate, influenceed small by subjectivity, micro-judgment is not relied on, parameter is simple, amount of calculation is small, can be used for the two of business software
Secondary exploitation.There is positive effect for obtaining correct result of calculation during design and construction.
The present invention is further described below by example
Certain shield tunnel centre-to-centre spacing earth's surface 15m, external diameter and internal diameter are respectively 6.3m and 6m, are soft soil layer around tunnel,
Its infiltration coefficient is ks=3 × 10-9M/s, Young springform modulus E=10MPa, Poisson's ratio ν=0.3, level of ground water are located at ground
Table.The water percolating capacity Q of per area per time in seepage section obtained by measurementl=9.3 × 10-9m/s。
Water in tunnel is all by seepage in the soil body, therefore Qs=Ql=9.3 × 10-9m/s。
Then by formulaFinally tunnel is with the head size at the interface of the soil body：
Again by formulaFinally the average infiltration coefficient of lining cutting is：
。
Claims (1)
1. the determination method of the average infiltration coefficient of a kind of shield tunnel lining structure, it is characterized in that implementing as follows：
(1) sump for utilizing collects the underground water cumulative volume V for measuring and tunnel being penetrated into the sectionl；
(2) tunnel unit interval unit area leakage Q is calculatedl：The external surface area S and collection in the section tunnel that catchments are calculated first
Water time t, uses VlDivided by the product of S and t, tunnel unit interval unit area leakage Q is just obtainedl；
(3) tunnel unit interval unit area leakage Q is calculateds；Because the percolating water in the soil body all penetrates into tunnel by tunnel joint
In road, therefore QsEqual to Ql；
(4) tunnel basic geometric parameters are determined：Determine tunnel external diameter R, internal diameter r0, earth's surface to tunnel center apart from h；
(5) osmotic coefficient k of tunnel surrounding formation is determineds；
(6) the head height H in tunnel and stratum interface is calculatedR；According to tunnel external diameter R, internal diameter r0, earth's surface to tunnel center
Apart from h, and tunnel surrounding formation osmotic coefficient ks, calculate the head height H in tunnel and stratum interfaceR；
(7) the average osmotic coefficient k of tunnel-liner is calculatedl；According to tunnel external diameter R, internal diameter r0, earth's surface to tunnel center apart from h,
And the head height H of tunnel and stratum interfaceR, calculate the average osmotic coefficient k of tunnel-linerl。
Wherein klCalculated by the following two equations of simultaneous：
。
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
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| CN201611040182.0A CN106703842A (en) | 2016-11-11 | 2016-11-11 | Calculation method of permeability coefficient of shield tunnel lining structure |
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| Application Number | Priority Date | Filing Date | Title |
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| CN201611040182.0A CN106703842A (en) | 2016-11-11 | 2016-11-11 | Calculation method of permeability coefficient of shield tunnel lining structure |
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Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109211749A (en) * | 2018-07-16 | 2019-01-15 | 同济大学 | The laboratory testing rig of tunnel-liner infiltration coefficient and soil body pore pressure response under measurement fluctuation water level |
| CN111365039A (en) * | 2020-03-25 | 2020-07-03 | 上海同岩土木工程科技股份有限公司 | Tunnel water leakage treatment method |
| CN111551381A (en) * | 2020-05-11 | 2020-08-18 | 厦门理工学院 | Method and system for analyzing water leakage of tunnel |
Citations (3)
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| JPH10293108A (en) * | 1997-04-18 | 1998-11-04 | Hoei:Kk | Method and system for measuring clogging of pavement |
| US20120160019A1 (en) * | 2006-08-29 | 2012-06-28 | International Business Machines Corporation | Micro-fluidic test apparatus and method |
| CN103061320A (en) * | 2013-01-07 | 2013-04-24 | 上海交通大学 | Method for determining soil permeability coefficient on basis of piezocone sounding |
-
2016
- 2016-11-11 CN CN201611040182.0A patent/CN106703842A/en active Pending
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| JPH10293108A (en) * | 1997-04-18 | 1998-11-04 | Hoei:Kk | Method and system for measuring clogging of pavement |
| US20120160019A1 (en) * | 2006-08-29 | 2012-06-28 | International Business Machines Corporation | Micro-fluidic test apparatus and method |
| CN103061320A (en) * | 2013-01-07 | 2013-04-24 | 上海交通大学 | Method for determining soil permeability coefficient on basis of piezocone sounding |
Non-Patent Citations (3)
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| 张冬梅 等: "衬砌局部渗流对软土隧道地表长期沉降的影响研究", 《岩土工程学报》 * |
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Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109211749A (en) * | 2018-07-16 | 2019-01-15 | 同济大学 | The laboratory testing rig of tunnel-liner infiltration coefficient and soil body pore pressure response under measurement fluctuation water level |
| CN109211749B (en) * | 2018-07-16 | 2021-07-02 | 同济大学 | Indoor test device for measuring tunnel lining permeability coefficient and soil body pore pressure response under fluctuating water level |
| CN111365039A (en) * | 2020-03-25 | 2020-07-03 | 上海同岩土木工程科技股份有限公司 | Tunnel water leakage treatment method |
| CN111551381A (en) * | 2020-05-11 | 2020-08-18 | 厦门理工学院 | Method and system for analyzing water leakage of tunnel |
| CN111551381B (en) * | 2020-05-11 | 2022-09-27 | 厦门理工学院 | Method and system for analyzing water leakage of tunnel |
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Application publication date: 20170524 |
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