CN105426619B - A kind of analysis method of determining shield tunnel longitudinal bending stiffness - Google Patents
A kind of analysis method of determining shield tunnel longitudinal bending stiffness Download PDFInfo
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- CN105426619B CN105426619B CN201510850236.9A CN201510850236A CN105426619B CN 105426619 B CN105426619 B CN 105426619B CN 201510850236 A CN201510850236 A CN 201510850236A CN 105426619 B CN105426619 B CN 105426619B
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Abstract
A kind of analysis method of determining shield tunnel longitudinal bending stiffness, suitable for the longitudinal bending stiffness of tunnel structure under the conditions of analysis different designs.There is wide application prospect in shield tunnel construction, particularly city rail construction field.The present invention has evaded the influence problem for being difficult to consider the factors such as shield tunnel erection method, lateral stiffness, bolt effect in current calculating analysis, obtain the rule of practical shield longitudinal rigidity, for in the economics analysis method or method for numerical simulation of shield tunnel, the problems of value of shield tunnel rigidity provides easy reliably determining thinking.The analysis method is using actual tunnel as analysis object, and the structural deformation monitoring data that existing running tunnel tunnel is worn based under are analyzed, than the more objective actual conditions for reflecting tunnel.And less input for reality, and it is convenient and efficient.The analysis method is suitable for analysis not to be influenced by formation condition, tunnel diameter, section of jurisdiction size and connection mode, adaptable.
Description
Technical field
The present invention relates to a kind of analysis method of determining shield tunnel longitudinal bending stiffness, suitable for analyzing different designs item
The longitudinal bending stiffness of tunnel structure under part.There is extensive use in shield tunnel construction, particularly city rail construction field
Prospect.
Background technology
The safety important rationally determined to tunnel structure of shield tunnel longitudinal rigidity, is shield tunnel knot
Important content in structure design.The problem of longitudinal design just being proposed before more than ten years in shield tunnel construction both domestic and external design,
But specific regulation is not provided to how to carry out longitudinal design related specifications, finger is also rested on to the longitudinal design of shield tunnel
It leads on the level of thinking, does not form the specific longitudinal design method of complete set.How shield tunnel is analyzed in surface subsidence
Deformation rule and its assay method under effect, then be more a lack of system research.
The theoretical research of shield tunnel vertical structure is broadly divided at present：Economics analysis method, numerical analysis method, model test
With three aspects of site-test analysis method.
Mainly with the pure longitudinal fine strain of millet-spring model for representative of Junichiro Koizumi and it is by recording with will wave in terms of theoretical analytic method
Husband is two kinds of vertical structure theories of longitudinal equivalent continuous model of representative.The axial direction of spring in fine strain of millet-spring model, shearing and
Turning effect coefficient is flexible, but value is required for determining by testing, and it is firm to tunnel not account for tunnel lateral direction erection method
The influence of degree, using receiving certain limitation.Tunnel is reduced to an isotropic body by longitudinal equivalent continuous model method, is passed through
Longitudinal Stiffness degradation embodies effect of the longitudinal bolt in section of jurisdiction.This method definite conception using conveniently, becomes
Common method in the theoretical research of tunnel structure longitudinal direction.But this method has ignored influence of the staggered joint erection to tunnel rigidity.
Follow-up study based on longitudinal equivalent continuous model finds that circumferential weld coverage is not necessarily entire section of jurisdiction, and
When analyzing tunnel longitudinal rigidity it should also be taken into account that tunnel erection method, lateral stiffness, shield bolt effect etc. factors influence,
Longitudinal equivalent continuous model is corrected.Broad sense longitudinal direction equivalent continuous model thinks that the circumferential weld in different tunnels influences model
Difference is enclosed, coefficient can be influenced with circumferential weld to represent, will wave is broad sense longitudinally equivalent company by longitudinal equivalent continuous model of discipline husband
The special case of continuousization model.In fact, the section of jurisdiction system of shield tunnel is extremely complex, influence shield tunnel longitudinal rigidity because
Element is also very much, and existing various analysis methods are difficult to consider in detail.Therefore, it has not been obtained the problem of the longitudinal rigidity in tunnel
Kind answer, this is but also make this method obtain certain limitation in practical application.
Numerical Analysis methods are powerful, theoretically it can be considered that structure, the various influence factors of medium and parameter,
It is one of main method for studying shield tunnel Longitudinal Settlement.Commonly assume that tunnel is spelled in the longitudinal direction for homogeneous without consideration section of jurisdiction
The influence of joint.This longitudinal rigidity value for allowing for tunnel structure in calculating lacks foundation, and result of calculation and reality are often
It is not consistent.
The longitudinal rigidity most reliable method for studying shield tunnel should be prototype test.But to be found in prototype test can open
The tunnel of exhibition test is a problem, and in addition to this, the condition for testing loading is also limited by tunnel environment, experimental scale
Greatly, experiment input is high, is actually difficult development, only finds that wild three, Jitian and the Fu etc. of being good in Japan west passes through shield tunnel at present
The longitudinal rigidity of live load test shield tunnel this example report.In fact, it is carried out mostly using indoor model test at present
Research, for model test method based on the theory of similarity, the experiment likelihood ratio is flexible and changeable, is the efficient research means of comparison, but
Since layer during similar model test is limited by various factors, it can not accomplish that all physical quantitys are completely similar, it can only be according to test objective
Meet that Main physical amount is similar, this can undoubtedly influence the reliability of layer during similar model test result to a certain extent.
Invention content
The object of the present invention is to provide a kind of determining method of shield tunnel longitudinal bending stiffness, to solve calculating shield
The problem of tunnel longitudinal rigidity is difficult to determine during tunnel linear deformation.To achieve the above object, shield tunnel provided by the invention
The determining method of longitudinal bending stiffness includes the following steps：
(1) collection and arrangement of data.It obtains to calculate and analyzes required monitoring data and design data, it is existing including obtaining
The designing scheme of the deformation measurement data and monitoring scheme in tunnel, existing tunnel and newly built tunnels, newly built tunnels arrangement and method for construction and
Construction speed.The arrangement and deformation monitoring frequency of existing tunnel distortion monitoring points need to meet specification regulation with monitoring accuracy will
It asks.
(2) morphological feature of existing tunnel malformation curve under newly built tunnels execution conditions is analyzed.To existing tunnel knot
Structure deformation measurement data carries out analysis calculating, obtains the largest settlement S of existing tunnel structural deformation monitoring curvemaxWith sedimentation
The Stratum Loss coefficient of curveThe two typical curvilinear characteristic indexs.The Stratum Loss coefficient of existing tunnel subsidence curveFor the percentage of area A that both area of wired subsider and newly built tunnels excavate caused by subway work.
(3) the area A=π r that newly built tunnels excavate2, r is the excavation radius of newly built tunnels.Calculate both wired subsiders
Area needs first to be fitted to obtain the parameter of both wired subsider deformation curve formula according to existing tunnel structural deformation monitoring data,
Then sedimentation groove area is asked according to subsider curve equation.Both wired subsider deformation curve is public when wearing construction under newly built tunnels
FormulaCarry out prediction calculating.A is the area that newly built tunnels excavate in formula；For
The Stratum Loss coefficient of existing tunnel subsidence curve；KtFor both wired subsider spread factors；Z is buried for existing tunnel central point
It is deep；z0For newly built tunnels central point buried depth；X by from subsidence curve center to calculating point horizontal distance.
(4) from formulaIt is found that under the influence of under-traverse tunnel construction, it is existing
The sedimentation and deformation curve in threaded list road is main related with its buried depth, Stratum Loss coefficient and its own rigidity of structure, i.e.,：That is, when the buried depth in tunnel determines, one timing of Stratum Loss coefficient, the sedimentation of haved project lawer becomes
Shape rule is only related with its own rigidity.
(5) practical stiffness of reality both wired shield tunnel is assumed for M, under the effect of some extraneous factor (such as it is outer
Load) under the sedimentation (curve) of actual measurement that generates be sMe.It is assumed that there are one the tubular tunnel of equivalent uniform rigidity, material,
Thickness is identical with actual tunnel, and the original curved rigidity of structure is M0(M0>M).By reducing the rigidity in the imagination tunnel, i.e.,
By M0It is reduced to ηiM0(ηiFor reduction coefficient, ηi<1) subsidence curve in the equivalent uniform tunnel of a hypothesis, then can be calculated,
It is denoted as sEqu.Adjust ηi, make sMe=sEqu, M=η at this timeiM0, thus can obtain the practical longitudinal bending stiffness of shield tunnel.
(6) numerical analysis model that the construction of structure newly built tunnels influences existing tunnel.Including stratigraphic model and tunnel knot
Structure model.Determine model boundary condition and tunnel excavation sequential construction analysis step.
(7) physical and mechanical parameter of soil body-shield machine system and model is determined.The constitutive model of the soil body is using amendment Cambridge mould
Type, stratigraphic model parameter is reported according to the geotechnical engineering investigation of newly built tunnels carries out value.Tunnel structure uses homogeneous texture list
Member is simulated and (is simulated in FLAC 3D softwares using shell structural units), and physical and mechanical parameter is according to the examination of material
It tests report and carries out value.
(8) the excavation construction process of newly built tunnels is simulated, calculates different excavation stage constructing tunnels to existing tunnel structure
Deformation effect.Tunnel excavation construction progress simulation will practice of construction progress corresponding with tunnel deformation monitoring time it is opposite
It should.
(9) deformation data of tunnel structure distortion monitoring points position in computation model is extracted, described in (1), (2)
Analysis method obtains the largest settlement S of existing tunnelmaxWith the Stratum Loss coefficient of subsidence curveAnd it is applied with identical excavation
Measured curve is compared under the conditions of work.
(10) actual measurement of comparison tunnel deformation and simulation result of calculation, analysis existing tunnel largest settlement SmaxIt is bent with sedimentation
Line Stratum Loss coefficientMeasured value and calculated value error.The relative error of the two indexs is controlled within 10%.
If the relative error of this two indexs has one more than 10%, the longitudinal rigidity reduction system by adjusting existing tunnel is needed
Number ηiIt is recalculated.
(11) as existing tunnel largest settlement SmaxWith subsidence curve Stratum Loss coefficientMeasured value and calculated value
Error when being respectively less than 10%, it is believed that the subsider curve being calculated coincide preferably with measured curve.Mould is calculated at this time
Longitudinal equivalent bending stiffness in tunnel is approximate with the longitudinal bending stiffness in true tunnel in type.
The analysis method of the present invention has following advantage：
(1) a kind of quantitative analysis method of shield tunnel longitudinal direction equivalent bending stiffness is proposed, has evaded current calculating point
It is difficult to consider the influence problem of the factors such as shield tunnel erection method, lateral stiffness, bolt effect in analysis, obtains
The rule of practical shield longitudinal rigidity, in the economics analysis method or method for numerical simulation of shield tunnel, shield tunnel is longitudinal
The problems of value of rigidity provides easy reliably determining thinking.
(2) analysis method wears the structural deformation monitoring in existing running tunnel tunnel using actual tunnel as analysis object based under
Data are analyzed, than the more objective actual conditions for reflecting tunnel.And less input for reality, and it is convenient and efficient.
(3) analysis method is suitable for analysis not by the shadow of formation condition, tunnel diameter, section of jurisdiction size and connection mode
It rings, it is adaptable.
Description of the drawings
Attached drawing described herein is used to provide further understanding of the present invention, and forms the part of the application, this hair
Bright illustrative example and its explanation do not constitute improper limitations of the present invention for explaining the present invention.
Fig. 1 is the principle of shield tunnel longitudinal direction equivalent bending stiffness analysis method.Wherein a actual tunnels, the equivalent homogeneous tunnels of b
Road
Fig. 2 is that newly built tunnels cause existing tunnel and earth's surface to deform schematic diagram.
Fig. 3 is to seek sedimentation groove area schematic diagram according to subsider curve.
Fig. 4 is tunnel deformation actual measurement and analog result comparison diagram
Specific embodiment
The present invention utilizes existing tunnel sedimentation and deformation by providing a kind of determining method of shield tunnel longitudinal bending stiffness
The longitudinal bending stiffness in monitoring data back analysis tunnel, gives corresponding analysis principle and calculation formula, has good
Application value.
To achieve the above object, technical solution of the invention includes the following steps：
(1) collection and arrangement of data.It obtains to calculate and analyzes required monitoring data and design data, it is existing including obtaining
The designing scheme of the deformation measurement data and monitoring scheme in tunnel, existing tunnel and newly built tunnels, newly built tunnels arrangement and method for construction and
Construction speed.The arrangement and deformation monitoring frequency of existing tunnel distortion monitoring points need to meet specification regulation with monitoring accuracy will
It asks.
(2) to the arrangement of existing tunnel structural deformation monitoring data, statistics existing tunnel structural deformation monitoring curve is most
Big settling amount Smax.Calculate the area A=π r that newly built tunnels excavate2, r is the excavation radius of newly built tunnels.
(3) according to the parameter of existing tunnel structural deformation monitoring data fitting both wired subsider deformation curve formulaWith
Kt, obtain both wired subsider deformation curve fitting formulas.Both wired subsider deformation curve fitting formula wasA is the area that newly built tunnels excavate in formula；It is settled for existing tunnel bent
The Stratum Loss coefficient of line；KtFor both wired subsider spread factors；Z is existing tunnel central point buried depth；z0For in newly built tunnels
Heart point buried depth；X by from subsidence curve center to calculating point horizontal distance.
(4) sedimentation groove area is asked according to subsider curve equation.Settling amount s=0 is enabled first, is become according to both wired subsiders
Shape curve equationCalculate the coverage (- x, x) of newly built tunnels.Then it calculates
The sedimentation value s, x of different x positions in coverageiIt can be by the spacing value of 1m or so.Then s is sought respectivelyiWith si+1Between
Average value and xiWith xi+1The distance between, so as to acquire xiWith xi+1Between the area that is surrounded of subsider curve, by subsider
The area accumulation that curve is surrounded obtains subsider area.
(5) the area A excavated according to the newly built tunnels acquired in (2) and the area of both wired subsider acquired in (5)
Seek the Stratum Loss coefficient of existing tunnel subsidence curveThe Stratum Loss coefficient of existing tunnel subsidence curveIt is applied for subway
The percentage of area A that both area of wired subsider and newly built tunnels excavate caused by work.
(6) numerical analysis model that the construction of structure newly built tunnels influences existing tunnel, including stratigraphic model and tunnel knot
Structure model.The structure of numerical analysis model uses geotechnical engineering numerical analysis software, such as FLAC 3D, Z-Soil softwares.It is different
Geotechnical engineering numerical analysis software have different modeling tools and flow, can be modeled according to the service manual of software.This
Invention establishes numerical analysis model using the FLAC 3D numerical analysis softwares of ITASCA companies of the U.S..
(7) boundary of numerical analysis model is determined.In order to avoid model boundary effect is to meter when establishing numerical analysis model
Calculate the influence of result, horizontal and vertical model boundary by 3~5 times of values that construction tunnel bottom buried depth is worn under newly-built, i.e., with
Centered on existing tunnel and newly built tunnels intersection newly built tunnels bottom, model level takes to both sides boundary and model bottom boundary
(z0+ r) 3~5 times of distances.
(8) physical and mechanical parameter of soil body-shield machine system and model is determined.The constitutive model of the soil body is using amendment Cambridge mould
Type, stratigraphic model parameter is reported according to the geotechnical engineering investigation of newly built tunnels carries out value.Tunnel structure uses homogeneous texture list
Member is simulated and (is simulated in FLAC 3D softwares using shell structural units), and physical and mechanical parameter is according to the examination of material
It tests report and carries out value.
(9) assume the practical stiffness of reality both wired shield tunnel for M, it is lower under the effect of some extraneous factor to generate
The sedimentation (curve) of actual measurement is sMe.It is assumed that there are one the tubular tunnel of equivalent uniform rigidity, material, thickness and actual tunnel
Identical, the original curved rigidity of structure is M0(M0>M).By reducing the rigidity in the imagination tunnel, i.e., by M0It is reduced to ηiM0
(ηiFor reduction coefficient, ηi<1) subsidence curve in the equivalent uniform tunnel of a hypothesis, then can be calculated, be denoted as sEqu。
(10) the excavation construction process of newly built tunnels is simulated, calculates different excavation stage constructing tunnels to existing tunnel structure
Deformation effect.Tunnel excavation construction progress simulation will practice of construction progress corresponding with tunnel deformation monitoring time it is opposite
It should.
(11) deformation data of tunnel structure distortion monitoring points position in computation model is extracted, described in (2)-(5)
Analysis method obtain existing tunnel largest settlement SmaxWith the Stratum Loss coefficient of subsidence curve
(12) actual measurement of comparison tunnel deformation and simulation result of calculation, analysis existing tunnel largest settlement SmaxIt is bent with sedimentation
Line Stratum Loss coefficientMeasured value and calculated value error.The relative error of the two indexs is controlled within 10%.
If the relative error of this two indexs has one more than 10%, the longitudinal rigidity reduction system by adjusting existing tunnel is needed
Number ηiIt is recalculated.
(13) as existing tunnel largest settlement SmaxWith subsidence curve Stratum Loss coefficientMeasured value and calculated value
Error when being respectively less than 10%, it is believed that the subsider curve being calculated coincide preferably with measured curve.Mould is calculated at this time
Longitudinal equivalent bending stiffness in tunnel is approximate with the longitudinal bending stiffness in true tunnel in type.
Claims (1)
1. a kind of analysis method of determining shield tunnel longitudinal bending stiffness, which is characterized in that include the following steps：
(1) collection and arrangement of data；It obtains to calculate and analyzes required monitoring data and design data, including obtaining existing tunnel
Deformation measurement data and monitoring scheme, the designing scheme of existing tunnel and newly built tunnels, newly built tunnels arrangement and method for construction and construction
Progress；The arrangement and deformation monitoring frequency of existing tunnel distortion monitoring points need to meet the requirement of specification regulation with monitoring accuracy；
(2) morphological feature of existing tunnel malformation curve under newly built tunnels execution conditions is analyzed；Existing tunnel structure is become
Shape monitoring data carry out analysis calculating, obtain the largest settlement S of existing tunnel structural deformation monitoring curvemaxWith subsidence curve
Stratum Loss coefficientThe two typical curvilinear characteristic indexs；The Stratum Loss coefficient of existing tunnel subsidence curveFor
The percentage of area A that both area of wired subsider and newly built tunnels excavate caused by subway work；
(3) the area A=π r that newly built tunnels excavate2, r is the excavation radius of newly built tunnels；Calculating the area of both wired subsiders needs
First to be fitted to obtain the parameter of both wired subsider deformation curve formula, Ran Hougen according to existing tunnel structural deformation monitoring data
Sedimentation groove area is sought according to subsider curve equation；Both wired subsider deformation curve formula when wearing construction under newly built tunnelsCarry out prediction calculating；A is the area that newly built tunnels excavate in formula；For both
There is the Stratum Loss coefficient of tunnel subsidence curve；KtFor both wired subsider spread factors；Z is existing tunnel central point buried depth；z0
For newly built tunnels central point buried depth；X by from subsidence curve center to calculating point horizontal distance；
(4) from formulaIt is found that under the influence of under-traverse tunnel construction, existing threaded list
The sedimentation and deformation curve in road is main related with its buried depth, Stratum Loss coefficient and its own rigidity of structure, i.e.,：That is, when the buried depth in tunnel determines, one timing of Stratum Loss coefficient, the sedimentation of haved project lawer becomes
Shape rule is only related with its own rigidity；
(5) practical stiffness of reality both wired shield tunnel is assumed for M, the lower actual measurement generated under the effect of some extraneous factor
Subsidence curve be sMe；It is assumed that there are one the tubular tunnel of equivalent uniform rigidity, material, thickness and actual tunnel are identical,
The original curved rigidity of its structure is M0, and M0>M；By reducing the rigidity in imaginary tunnel, i.e., by M0It is reduced to ηiM0；Wherein ηi
For reduction coefficient, ηi<1；The subsidence curve in the equivalent uniform tunnel of a hypothesis can then be calculated, be denoted as sEqu；Adjust ηi, make
sMe=sEqu, M=η at this timeiM0, thus to obtain the practical longitudinal bending stiffness of shield tunnel；
(6) numerical analysis model that the construction of structure newly built tunnels influences existing tunnel；Including stratigraphic model and tunnel structure mould
Type；Determine model boundary condition and tunnel excavation sequential construction analysis step；
(7) physical and mechanical parameter of soil body-shield machine system and model is determined；The constitutive model of the soil body uses modified Cam-clay, ground
Layer model parameter is reported according to the geotechnical engineering investigation of newly built tunnels carries out value；Tunnel structure is carried out using homogeneous texture unit
Simulation, physical and mechanical parameter carry out value according to the test report of material；
(8) the excavation construction process of newly built tunnels is simulated, calculates change of the different excavation stage constructing tunnels to existing tunnel structure
Shape influences；Tunnel excavation construction progress simulation will practice of construction progress corresponding with tunnel deformation monitoring time it is corresponding；
(9) deformation data of tunnel structure distortion monitoring points position in computation model is extracted, according to analysis side in step (1), (2)
Method obtains the largest settlement S of existing tunnelmaxWith the Stratum Loss coefficient of subsidence curveAnd with identical excavation construction condition
Lower measured curve is compared；
(10) actual measurement of comparison tunnel deformation and simulation result of calculation, analysis existing tunnel largest settlement SmaxWith subsidence curve
Layer loss coefficientMeasured value and calculated value error；The relative error of the two indexs is controlled within 10%；If
The relative error of this two indexs has one more than 10%, then needs the longitudinal rigidity reduction coefficient η by adjusting existing tunneli
It is recalculated；
(11) as existing tunnel largest settlement SmaxWith subsidence curve Stratum Loss coefficientMeasured value and calculated value error
When being no more than 10%, it is believed that the subsider curve being calculated coincide preferably with measured curve；Tunnel in computation model at this time
Longitudinal equivalent bending stiffness it is approximate with the longitudinal bending stiffness in true tunnel.
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