CN110263448A - A kind of prediction technique that twin tunnel excavation influences neighbouring geographical pipeline - Google Patents
A kind of prediction technique that twin tunnel excavation influences neighbouring geographical pipeline Download PDFInfo
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Abstract
The present invention provides a kind of twin tunnels to excavate the prediction technique influenced on neighbouring geographical pipeline, comprising: the constitutive model that building pipe-soil vertically interacts, for describing the relationship of pipe-soil vertical relative displacement and pipeline surrounding soil drag；The constitutive model for constructing the horizontal interaction of pipe-soil, describes the relationship of pipe-soil horizontal relative displacement and pipeline surrounding soil drag；This structure mould for the horizontal interaction of constitutive model and the pipe-soil that the pipe-soil vertically interacts is embedded into finite element pipe-soil interaction unit, by a large amount of performance analysis, fitting obtained can Accurate Prediction twin tunnel neighbouring geographical pipeline when excavating maximum vertical displacement and maximum bending strain.A kind of twin tunnel provided by the invention excavates the prediction technique influenced on neighbouring geographical pipeline, can quickly, easily and accurately predict that twin tunnel excavates the influence to neighbouring buried pipeline.
Description
Technical field
The present invention relates to constructing tunnel electric powder prediction, in particular to a kind of twin tunnel is excavated to neighbouring geographical pipeline shadow
Loud prediction technique
Background technique
Excessive additional stress is generated because formation displacement caused by metro shield tunneling will make it close on pipeline
And strain, and then the normal service performance of buried pipeline is influenced, or even cause the breakage or explosion of buried pipeline.Related tunnel-
Pipe-soil interaction problem also attracts attention increasingly.Ground scholars have also carried out a series of research work to this problem.
Klar et al uses one kind in analyzer tube-tunnel-soil interaction problem using continuous elastic theory as base
The novel foundation model of plinth.Yu et al establish on basis herein it is a kind of more meet actual foundation model, and tied calculating
Fruit and the continuous elastic theory of Klar et al are compared.Klar et al shifts proof onto and applies without tunnel in works stratum
Volume Loss value caused by work and pipeline are equal there are resulting Volume Loss value is derived by its deformation under operating condition, based on this must
To for predicting the compact expression of pipeline moment of flexure.Wang et al, Shi Jiang are big etc. to a variety of tunnel-pipe-soil interactions
Operating condition is simulated calculating, gives a kind of expression that can be used for calculating pipeline maximum bending strain caused by single tunnel excavation
Formula.The method that Vorster et al uses linear equivalence, establishes accurate description pipe-soil relative rigidity and currently shears with the soil body
The relational expression of strain variation, but prediction result obtained by this method is overly conservative.Klar et al is proposed in Marshall et al
Soil body average equivalent shearing strain on the basis of, overcome pipe-more doubt disadvantage of soil relative displacement, rationally introduce the soil body
Influence of the nonlinearity feature to calculated result simultaneously gives specific pre- flow gauge.Saiyar et al is to different-stiffness
Pipeline is pointed out when being influenced research by the stratum changing of the relative positions, for pipe-soil interaction problem, if reasonably considers the soil body
Nonlinear characteristic is to influence the key factor of calculated result.
Above-mentioned scholar's research work focuses on the forecast analysis that single constructing metro tunnel closes on the influence of pipeline to it,
It is less to conduct a research to the construction of shield twin tunnel to the influence for closing on buried pipeline.Although Klar et al, WEI are proposed, superposition
Principle can be used for the research of this problem, but few female etc. the research conclusion of MA et al, horse is pointed out, because pipe-soil relative rigidity by
Subsequent constructing tunnel is affected, and prediction result obtained by principle of stacking and true value is made to have bigger difference.
Therefore, in order to solve the construction of twin tunnel in the prior art to the prediction result of the influence for closing on buried pipeline and true
As a result the larger problem of difference needs a kind of twin tunnel to excavate the prediction technique influenced on neighbouring geographical pipeline.
Summary of the invention
Of the invention is to provide a kind of prediction technique that twin tunnel excavation influences neighbouring geographical pipeline, the method packet
It includes:
The constitutive model that building pipe-soil vertically interacts, for describing soil around the vertical relative displacement of pipe-soil and pipeline
The relationship of body drag；
The constitutive model for constructing the horizontal interaction of pipe-soil, it is native around pipe-soil horizontal relative displacement and pipeline for describing
The relationship of body drag；
The constitutive model that the pipe-soil vertically interacts and this structure mould of the horizontal interaction of the pipe-soil are embedded into
In finite element pipe-soil interaction unit, the change in displacement of prediction twin tunnel neighbouring geographical pipeline when excavating.
It is proposed can Accurate Prediction twin tunnel excavate caused by neighbouring buried pipeline maximum vertical displacement and maximum bending strain
Relational expression.In one embodiment, the constitutive model that the pipe-soil vertically interacts include for describe pipe-soil vertically to
On relative displacement constitutive model and constitutive model for describing the relative displacement of pipe-soil straight down.
In one embodiment, for describing the constitutive model of the relative displacement of pipe-soil straight up in the following way
Statement:
δru=kuqu, qu=Nvγ HD,
Wherein, δruIndicate relative displacement of the pipeline with respect to the soil body vertically upward, kuFor related coefficient, quIndicate that pipeline is opposite
The maximum drag of pipeline surrounding soil when relative displacement, N occur vertically upward for the soil bodyvIndicate that nondimensional resistance of soil influences system
Number, γ indicate soil body severe, and H indicates the distance of earth's surface to pipe center, and D indicates pipeline diameter.
In one embodiment, constitutive model when having a relative displacement straight down for describing pipe-soil passes through as follows
Mode is stated:
δrd=kdqd
Wherein, δrdIndicate relative displacement of the pipeline with respect to the soil body vertically downwards, kdFor related coefficient, qdIndicate that pipeline is opposite
The maximum drag of pipeline surrounding soil when relative displacement occurs vertically downwards for the soil body, and Nq, N γ indicate strip footing bearing capacity system
Number, γ indicate soil body severe, and H indicates the distance of earth's surface to pipe center, and D indicates pipeline diameter.
In one embodiment, it is indicated in the following way for describing pipe-soil horizontal relative displacement constitutive model:
δra=kaqa,
Wherein, δraIndicate relative displacement of the pipeline with respect to soil body horizontal direction, kaFor related coefficient, qaIndicate that pipeline is opposite
The maximum drag of pipeline surrounding soil, K when relative displacement occur for soil body horizontal direction0Indicate soil static lateral pressure coefficient, δ table
Show pipe-soil contact face internal friction angle, γ indicates soil body severe, and piece indicates the distance of earth's surface to pipe center, and D indicates that pipeline is straight
Diameter.
Another aspect of the present invention is that a kind of twin tunnel excavates the prediction technique influenced on neighbouring geographical pipeline, described
Method includes:
Calculating analysis is carried out with pipe-soil relative rigidity variation by the pipe under multiple combinations operating condition-soil relative curvature, is passed through
It is fitted to obtain pipe-soil relative curvature with pipe-soil relative rigidity variation relationship to calculated result:
Wherein, x1For pipe-soil relative rigidity, y1For pipe-soil relative curvature；
Calculating analysis is carried out with pipe-soil relative rigidity variation by the pipe under multiple combinations operating condition-soil relative settlement, is passed through
It is fitted to obtain pipe-soil relative settlement with pipe-soil relative rigidity variation relationship to calculated result:
Wherein, x1For pipe-soil relative rigidity, y2For pipe-soil relative settlement；
Pipe-soil relative rigidity is obtained, the pipe-soil relative curvature and pipe-soil to neighbouring geographical pipeline are excavated to twin tunnel
Relative settlement is predicted.
In one embodiment, the method also includes:
Fitting obtains pipe-soil relative curvature with pipe-soil relative rigidity variation relation upper limit:
And fitting obtains pipe-soil relative curvature with pipe-soil relative rigidity variation relation lower limit:
Wherein, x1For pipe-soil relative rigidity, y1For pipe-soil relative curvature.
In one embodiment, the method also includes:
Fitting obtains pipe-soil relative settlement with pipe-soil relative rigidity variation relation upper limit:
And fitting obtains pipe-soil relative settlement with pipe-soil relative rigidity variation relation lower limit:
Wherein, x1For pipe-soil relative rigidity, y2For pipe-soil relative settlement.
In one embodiment, the pipe under multiple combinations operating condition-soil relative curvature is had with pipe-soil relative rigidity variation
Limit member simulation, using the modified Gaussian distribution curve experience proposed based on Vorster.
A kind of twin tunnel provided by the invention excavates the prediction technique influenced on neighbouring geographical pipeline, is described by building
The constitutive model of constitutive model and the horizontal interaction of description pipe-soil that pipe-soil vertically interacts, by the constitutive model of building
It is embedded into finite element structure cell cube, the change in displacement of neighbouring geographical pipeline is predicted when excavating to twin tunnel, is obtained
Pipe settlement and pipeline strain result are more nearly with legitimate reading, are efficiently solved twin tunnel and are constructed to closing on buried pipeline
The big problem of the prediction error of influence.
It should be appreciated that aforementioned description substantially and subsequent detailed description are exemplary illustration and explanation, it should not
As the limitation to the claimed content of the present invention.
Detailed description of the invention
With reference to the attached drawing of accompanying, the more purposes of the present invention, function and advantage are by the as follows of embodiment through the invention
Description is illustrated, in which:
Fig. 1 is the schematic diagram of pipe-soil of the present invention constitutive model vertically upward.
Fig. 2 is the schematic diagram of pipe-soil of the present invention constitutive model vertically downwards.
Fig. 3 is pipe of the present invention-soil vertical levels constitutive model schematic diagram.
Fig. 4 is that pipe settlement in one embodiment of the invention/soil body sedimentation prediction result and actual result comparison are illustrated
Figure.
Fig. 5 is the contrast schematic diagram of the prediction result that pipeline strains in one embodiment of the invention and actual result.
Fig. 6 is pipe of the present invention-soil relative curvature with pipe-soil relative rigidity variation tendency chart.
Fig. 7 is pipe of the present invention-soil relative settlement with pipe-soil relative rigidity variation tendency chart.
Fig. 8 shows distinct methods and excavates the contrast schematic diagram influenced on neighbouring geographical pipeline to twin tunnel.
Specific embodiment
By reference to exemplary embodiment, the purpose of the present invention and function and the side for realizing these purposes and function
Method will be illustrated.However, the present invention is not limited to exemplary embodiment as disclosed below；Can by different form come
It is realized.The essence of specification is only to aid in those skilled in the relevant arts' Integrated Understanding detail of the invention.
Hereinafter, the embodiment of the present invention will be described with reference to the drawings.In the accompanying drawings, identical appended drawing reference represents same or similar
Component or same or like step.
Embodiment one.
Excavating on a kind of twin tunnel provided by the invention below by specific embodiment influences neighbouring geographical pipeline
Prediction technique is illustrated.
The DISP subprogram of surface displacement load is write in the present embodiment with modified Gaussian distribution curve empirical equation, is led to
It crosses and establishes beam element finite element model, the strain and deformation of adjacent line caused by tunnel excavation are portrayed by beam element.
In specific embodiment, beam element finite element model is initially set up, the beam element finite element mould established as shown in Figure 1
Type, discrete to beam element is finite element pipe-soil interaction cell cube.The sheet that description pipe-soil of component is vertically interacted
Structure model and the constitutive model of the horizontal interaction of description pipe-soil are embedded into finite element finite member pipe-soil interaction cell cube
It is interior, the change in displacement of neighbouring geographical pipeline when predicting that twin tunnel excavates by FEM calculation.
Embodiment according to the present invention twin tunnel excavates the prediction technique influenced on neighbouring geographical pipeline, and building is needed to be used for
The constitutive model of constitutive model and the horizontal interaction of description pipe-soil that description pipe-soil vertically interacts.
The constitutive model that pipe-soil vertically interacts, it is anti-for describing the vertical relative displacement of pipe-soil and pipeline surrounding soil
The relationship of power；
The constitutive model of the horizontal interaction of pipe-soil, it is anti-for describing pipe-soil horizontal relative displacement and pipeline surrounding soil
The relationship of power.
According to an embodiment of the invention, the constitutive model that pipe-soil vertically interacts includes that pipe-soil has phase straight up
Constitutive model and pipe-soil when to displacement have constitutive model when relative displacement straight down.
The signal of constitutive model when description pipe-soil that the present invention as described in Figure 1 establishes has a relative displacement straight up
Figure, constitutive model are stated in the following way:
δru=kuqu, qu=Nvγ HD,
Wherein, δruIndicate maximum relative displacement of the pipeline with respect to the soil body vertically upward, kuFor related coefficient, quIndicate pipeline
The maximum drag of pipeline surrounding soil when relative displacement, N occur vertically upward for the opposite soil bodyvIndicate nondimensional resistance of soil shadow
Coefficient is rung, γ indicates soil body severe, and H indicates the distance of earth's surface to pipe center, and D indicates pipeline diameter.
The signal of constitutive model when description pipe-soil that the present invention as described in Figure 2 establishes has a relative displacement straight down
Figure, constitutive model are stated in the following way:
δrd=kdqd
Wherein, δrdIndicate maximum relative displacement of the pipeline with respect to the soil body vertically downwards, kdFor related coefficient, qdIndicate pipeline
The maximum drag of pipeline surrounding soil when relative displacement occurs vertically downwards for the opposite soil body, and Nq, N γ indicate that strip footing carries energy
Force coefficient, γ indicate soil body severe, and H indicates the distance of earth's surface to pipe center, and D indicates pipeline diameter.
The schematic diagram for the constitutive model for describing the horizontal interaction of pipe-soil that the present invention as shown in Figure 3 establishes, according to
The embodiment of the present invention, pipe-soil have constitutive model when horizontal direction relative displacement to indicate in the following way:
δra=kaqa,
Wherein, δraIndicate maximum relative displacement of the pipeline with respect to soil body horizontal direction, kaFor related coefficient, qaIndicate pipeline
The maximum drag of pipeline surrounding soil when relative displacement, K occur for opposite soil body horizontal direction0Indicate earth pressure at rest system
Number, δ indicate pipe-soil contact face internal friction angle, and γ indicates soil body severe, and H indicates the distance of earth's surface to pipe center, and D indicates pipe
Linear diameter.
According to an embodiment of the invention, constitutive model and pipe that above-mentioned pipe-soil of building is vertically interacted-soil are horizontal
The constitutive model of interaction is embedded into pipe-soil interaction unit, excavates the maximum to critical buried pipeline to twin tunnel
Vertical displacement and maximum bending strain are predicted.
In one embodiment, public with modified Gaussian distribution curve experience for the display prediction result being more clear
Formula writes the DISP subprogram of surface displacement load, and the pipeline change in displacement of calculating is fitted to the pipeline caused by twin tunnel excavates
Sedimentation/ground settlement curve.
Above-mentioned modified Gaussian distribution curve empirical equation are as follows:
Wherein, SvIt (x) is the vertical displacement of the soil body caused by tunnel excavation；I be focus to ground settlement inflection point away from；
SmaxFor the maximum vertical displacement of the soil body right above tunnel axis；N, α be for portray the soil body settle groove shape parameter, when α=
When 0.5 namely n=1, formula (1) is simplified to Gaussian distribution curve.
During FEM calculation, modified Gaussian distribution curve empirical equation is called to write surface displacement load
The pipeline change in displacement of calculating is fitted to pipe settlement/ground settlement curve caused by twin tunnel excavates by DISP subprogram.
Specifically, in embodiment, pipe settlement/ground settlement caused by tunnelling works is analyzed.In embodiment,
Selection tunnel diameter is 4.84m, buried depth 8.35m, above cover longitudinal length of steel pipeline, wall thickness, caliber difference 13.5m, 5mm,
0.165m, the elasticity modulus and Poisson's ratio of steel used in pipeline are respectively 210GPa and 0.3.Pipe center is away from distance between earth's surface
For 1.5m.The q of pipeline surrounding soilu、qdRespectively 45.4kN/m, 364.6kN/m, corresponding δru、δrdValue is respectively
0.0158m,0.0165m.In embodiment, line size is Commonly Used Size in current Practical Project, to up to 8640 kinds of operating condition groups
It closes and is calculated under operating condition.
By calling modified Gaussian distribution curve empirical equation to write the DISP subprogram of surface displacement load, sunk
Drop fitting, obtains Smax=0.04785m, i=1.6896m, α=0.08818.It is managed in one embodiment of the invention as shown in Figure 4
Line sedimentation/the soil body sedimentation prediction result and actual result contrast schematic diagram.
It is smaller that gained pipe settlement/ground settlement maximum value relatively actual measurement ground settlement value difference is calculated in Fig. 4, the present invention
A kind of twin tunnel provided excavates the prediction technique influenced on neighbouring geographical pipeline, and pipe settlement can be effectively predicted, can quickly,
Easily and accurately prediction twin tunnel excavates the influence to neighbouring buried pipeline.
In another embodiment, DISP of surface displacement load is write with modified Gaussian distribution curve empirical equation
Pipeline bending strain caused by tunnel excavation is calculated in program.
The amendment Gaussian Profile used with it is above identical, do not repeating.Specifically in embodiment, to tunnelling works
Caused pipe settlement and bending strain are analyzed.In embodiment, selection tunnel diameter is 4.84m, and buried depth 8.35m above covers steel
Longitudinal length of tubulation line, wall thickness, caliber distinguish 13.5m, 5mm, 0.165m, the elasticity modulus of steel used in pipeline and Poisson score
It Wei not 210GPa and 0.3.Pipe center is 1.5m away from distance between earth's surface.The q of pipeline surrounding soilu、qdRespectively 45.4kN/
M, 364.6kN/m, corresponding δru、δkdValue is respectively 0.0158m, 0.0165m.
By calling modified Gaussian distribution curve empirical equation to write the DISP subprogram of surface displacement load, tunnel is carried out
Road neighbouring buried pipeline bending strain caused by excavating calculates, and is illustrated in figure 5 pipeline bending strain in one embodiment of the invention
Prediction result and actual result contrast schematic diagram.Calculated value of the present invention and measured value coincide preferable as shown in Figure 5.
A kind of twin tunnel provided by the invention excavates the prediction technique influenced on neighbouring geographical pipeline, is described by building
The constitutive model of the horizontal interaction of the constitutive model and pipe that pipe-soil vertically interacts-soil, the constitutive model of building is embedded in
Into finite element structure cell cube, neighbouring geographical pipeline maximum vertical displacement and maximum bending strain are carried out when excavating to twin tunnel
Prediction, obtained pipe settlement and pipeline bending strain result and legitimate reading coincide preferable.
Embodiment two.
Another aspect of the present invention is that a kind of twin tunnel excavates the prediction technique influenced on neighbouring geographical pipeline, described
Method includes:
Calculating analysis is carried out with pipe-soil relative rigidity variation by the pipe under multiple combinations operating condition-soil relative curvature, is passed through
It is fitted to obtain pipe-soil relative curvature with pipe-soil relative rigidity variation relationship to calculated result:
Wherein, x1For pipe-soil relative rigidity, y1For pipe-soil relative curvature；
Calculating analysis is carried out with pipe-soil relative rigidity variation by the pipe under multiple combinations operating condition-soil relative settlement, is passed through
It is fitted to obtain pipe-soil relative settlement with pipe-soil relative rigidity variation relationship to calculated result:
Wherein, x1For pipe-soil relative rigidity, y2For pipe-soil relative settlement；
Pipe-soil relative rigidity is obtained, the pipe-soil relative curvature and pipe-soil to neighbouring geographical pipeline are excavated to twin tunnel
Relative settlement is predicted.
In embodiment, composite condition carries out curve fitting in use 8640, pipe of the present invention-soil relative curvature as shown in Figure 6
With pipe-soil relative rigidity variation tendency chart.
In one embodiment, the method also includes:
Fitting obtains pipe-soil relative curvature with pipe-soil relative rigidity variation relation upper limit:
And fitting obtains pipe-soil relative curvature with pipe-soil relative rigidity variation relation lower limit:
Wherein, x1For pipe-soil relative rigidity, y1For pipe-soil relative curvature.
In one embodiment, the method also includes:
Fitting obtains pipe-soil relative settlement with pipe-soil relative rigidity variation relation upper limit:
And fitting obtains pipe-soil relative settlement with pipe-soil relative rigidity variation relation lower limit:
Wherein, x1For pipe-soil relative rigidity, y2For pipe-soil relative settlement.
In one embodiment, the pipe under multiple combinations operating condition-soil relative curvature is had with pipe-soil relative rigidity variation
Limit member simulation, using the modified Gaussian distribution curve proposed based on Vorster.
It in embodiment, is carried out curve fitting using 8640 kinds of composite conditions, it is relatively heavy to be illustrated in figure 7 pipe-soil of the present invention
Drop is with pipe-soil relative rigidity variation tendency chart.
In some embodiments, in order to which more accurate prediction twin tunnel excavates the influence to buried pipeline, in Wang et
On the basis of pipe-soil relative rigidity relational expression that al is proposed, the modified Gaussian distribution curve experience proposed based on Vorster is public
Formula proposes a kind of expression formula that can be described pipe caused by single, double tunnel excavation-soil relative rigidity simultaneously and change:
Wherein Ku, Kd be pipe-soil relative displacement up and down when the soil body concrete moduli, calculation formula is as follows:
It provides simultaneously and gives pipe-soil relative curvature definition (κpmax/κgmax), wherein κpmaxFor pipeline maximum curvature,
Its expression formula is as follows:
M in formulamaxFor pipeline maximal bending moment；EpIpFor pipeline bending stiffness.
It is rightSecond order is asked to lead:
As x=0,Then κpmax/κgmaxExpression formula it is as follows:
The method used below to the present embodiment is verified, to study under different arrangement operating conditions twin tunnel excavation to closing on
The influence of existing buried pipeline, MA et al, horse are female etc. less to have carried out four groups of centrifugal model tests altogether.Test 1,2 (1 Hes of Test
Test 2) in twin tunnel buried depth it is identical, on tunnel the ratio between overburden layer thickness and tunnel diameter be respectively 4,2, test 3 (Test 3)
In two tunnels carry on the back volt formula arrangement, test 4 (Test 4) in two tunnel arranged superposeds.Four groups of test soil bodys are all made of Toyoura
Sand, critical state internal friction angle are 30 °, then K0It is 0.5.Layer of sand material parameter such as 3 institute of table after the completion of four groups of test preparations
Show, distance of the earth's surface away from pipeline central axes is 5.8m in test, then Test 1 under free field operating condition, Test 3, Test can be obtained
The average self weight effective stress of the depth soil body is 59.4kPa in 4, is 59.1kPa in Test 2.
Layer of sand material parameter after the completion of 3 four groups of test model preparations of table
Marshall is lost different-stiffness pipeline by Different Strata caused by constructing tunnel using centrifugal model test
The influence of rate conducts a research, and testing the soil body used is Leighton Buzzard Fraction E silica sand, critical
State internal friction angle is 32 °, and the bulk density of the soil body is 15.65kN/m3, relative density 91%.
Distinct methods as shown in Figure 8 excavate the contrast schematic diagram influenced on neighbouring geographical pipeline to twin tunnel, wherein (a) is
Pipe-soil relative rigidity and the comparison of pipe-soil relative curvature；It (b) is pipe-soil relative rigidity and the comparison of pipe-soil relative settlement.By
Fig. 8 is it is found that the pipe-soil relative rigidity that is gradually increased with ground loss ratio is gradually increased, i.e., with the increase of ground loss ratio,
The shearing strain of pipe Zhou Tuti is gradually increased, then pipeline surrounding soil rigidity is gradually reduced, so that pipe-soil relative rigidity then gradually increases
Greatly.Centrifugal test and field measurement acquired results are respectively positioned within the estimation range of prediction technique proposed by the invention.
Twin tunnel provided by the invention excavates the prediction technique influenced on neighbouring geographical pipeline, analyzes tunnel excavation to existing
When the influence of buried pipeline, to improve prediction result precision, answer the current shearing strain of the reasonable consideration soil body to pipe-soil relative rigidity
It influences.
Excavate the prediction technique influenced on neighbouring geographical pipeline, pipe-obtained by normalized Analysis in twin tunnel provided by the invention
Native relative rigidity expression formula has preferable correlation with pipe-soil relative curvature and pipe-soil relative settlement.When pipeclay relative rigidity is small
In 10-4When, pipeline mechanical behavior is similar to flexible pipe, and pipeline mechanical behavior is as the increase of pipeclay relative rigidity is gradually to rigid
Property direction is developed.In conjunction with the explanation and practice of the invention disclosed here, the other embodiment of the present invention is for art technology
Personnel will be readily apparent and understand.Illustrate and embodiment is regarded only as being exemplary, true scope of the invention and master
Purport is defined in the claims.
Claims (9)
1. a kind of twin tunnel excavates the prediction technique influenced on neighbouring geographical pipeline, which is characterized in that the described method includes:
The constitutive model that building pipe-soil vertically interacts, it is anti-for describing the vertical relative displacement of pipe-soil and pipeline surrounding soil
The relationship of power；
The constitutive model for constructing the horizontal interaction of pipe-soil, it is anti-for describing pipe-soil horizontal relative displacement and pipeline surrounding soil
The relationship of power；
The constitutive model that the pipe-soil vertically interacts and this structure mould of the horizontal interaction of the pipe-soil are embedded into limited
In first pipe-soil interaction unit, the change in displacement of prediction twin tunnel neighbouring geographical pipeline when excavating.
2. the method according to claim 1, wherein the constitutive model that the pipe-soil vertically interacts includes
Constitutive model when constitutive model and pipe-soil relative displacement when pipe-soil relative displacement is upward is downward.
3. according to the method described in claim 2, it is characterized in that, the constitutive model when pipe-soil relative displacement is upward is logical
Under type such as is crossed to state:
δru=kuqu, qu=Nvγ HD,
Wherein, δruIndicate relative displacement of the pipeline with respect to the soil body vertically upward, kuFor related coefficient, quIndicate pipeline with respect to the soil body
The maximum drag of pipeline surrounding soil when relative displacement, N occur vertically upwardvIndicate that nondimensional resistance of soil influences coefficient,
γ indicates soil body severe, and H indicates the distance of earth's surface to pipe center, and D indicates pipeline diameter.
4. according to the method described in claim 2, it is characterized in that, the constitutive model when pipe-soil relative displacement is downward is logical
Under type such as is crossed to state:
δrd=kdqd
Wherein, δrdIndicate relative displacement of the pipeline with respect to the soil body vertically downwards, kdFor related coefficient, qdIndicate pipeline with respect to the soil body
The maximum drag of pipeline surrounding soil when relative displacement occurs vertically downwards, Nq, N γ indicate strip footing bearing capacity coefficient,
γ indicates soil body severe, and H indicates the distance of earth's surface to pipe center, and D indicates pipeline diameter.
5. the method according to claim 1, wherein the constitutive model of the horizontal interaction of the pipe-soil passes through
As under type indicates:
δra=kaqa,
Wherein, δraIndicate relative displacement of the pipeline with respect to soil body horizontal direction, kaFor related coefficient, qaIndicate pipeline with respect to the soil body
The maximum drag of pipeline surrounding soil, K when relative displacement occur for horizontal direction0Indicate soil static lateral pressure coefficient, δ is indicated
Pipe-soil contact face internal friction angle, γ indicate soil body severe, and H indicates the distance of earth's surface to pipe center, and D indicates pipeline diameter.
6. a kind of twin tunnel excavates the prediction technique influenced on neighbouring geographical pipeline, which is characterized in that the described method includes:
Part is carried out with pipe-soil relative rigidity variation by the pipe under multiple combinations operating condition-soil relative curvature, it is quasi- by calculated result
Pipe-soil relative curvature is closed with pipe-soil relative rigidity variation relationship:
Wherein, x1For pipe-soil relative rigidity, y1For pipe-soil relative curvature；
Finite element modelling is carried out with pipe-soil relative rigidity variation by the pipe under multiple combinations operating condition-soil relative settlement, passes through mould
Quasi- calculated result fitting pipe-soil relative settlement is with pipe-soil relative rigidity variation relationship:
Wherein, x1For pipe-soil relative rigidity, y2For pipe-soil relative settlement；
Pipe-soil relative rigidity is obtained, twin tunnel is excavated opposite to the pipe-soil relative curvature and pipe-soil of neighbouring geographical pipeline
Sedimentation is predicted.
7. according to the method described in claim 6, it is characterized in that, the method also includes:
Pipe-soil relative curvature is fitted with pipe-soil relative rigidity variation relation upper limit:
And fitting pipe-soil relative curvature is with pipe-soil relative rigidity variation relation lower limit:
Wherein, x1For pipe-soil relative rigidity, y1For pipe-soil relative curvature.
8. according to the method described in claim 6, it is characterized in that, the method also includes:
Fitting obtains pipe-soil relative settlement with pipe-soil relative rigidity variation relation upper limit:
And fitting obtains pipe-soil relative settlement with pipe-soil relative rigidity variation relation lower limit:
Wherein, x1For pipe-soil relative rigidity, y2For pipe-soil relative settlement.
9. according to the method described in claim 6, it is characterized in that, pipe-soil relative curvature under multiple combinations operating condition is with pipe-soil
Relative rigidity variation carries out finite element modelling, using the modified Gaussian distribution curve experience proposed based on Vorster.
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Cited By (3)
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Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110991009A (en) * | 2019-11-11 | 2020-04-10 | 宁波大学 | Method for determining stress deformation of pipeline based on soil loss below buried pipeline under action of overlying load |
| CN110991009B (en) * | 2019-11-11 | 2023-05-23 | 宁波大学 | Method for determining stress deformation of buried pipeline by soil body loss below pipeline |
| CN111382473A (en) * | 2020-02-13 | 2020-07-07 | 浙江大学城市学院 | Method for predicting underground pipeline settlement caused by transverse crossing of shallow tunnel |
| CN113283106A (en) * | 2021-06-10 | 2021-08-20 | 中铁九局集团有限公司 | Method for predicting influence of pipe-jacking tunneling machine construction on safety of overlying pipeline |
| CN113283106B (en) * | 2021-06-10 | 2024-02-13 | 中铁九局集团有限公司 | Method for predicting influence of pipe jacking tunneling machine construction on safety of overlying pipeline |
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