CN107515976A - Surface subsidence Forecasting Methodology based on slurry shield construction main contral parameter - Google Patents
Surface subsidence Forecasting Methodology based on slurry shield construction main contral parameter Download PDFInfo
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Abstract
The present invention relates to a kind of surface subsidence Forecasting Methodology based on slurry shield construction main contral parameter, comprise the following steps：During setting shield-tunneling construction prediction；The otch pressure influence stage is divided into during the shield-tunneling construction is predicted, shield passes through stage and shield tail subsidence stage；Establish forecast model and obtain the ground settlement prediction curve expression formula of the corresponding three phases；And obtain initializaing variable according to design drawing, exploration report and shield tunnelling parameters, the variate-value that combined ground settlement monitoring data is corrected, and then obtain the ground settlement prediction curve during current driving ring corresponds to the shield-tunneling construction prediction further according to the ground settlement prediction curve expression formula.The present invention easy to use, programmable, is easy to engineering construction personnel to adjust shield-tunneling construction main contral parameter accordingly, in time, is effectively controlled surface subsidence using shield tunnelling parameters prediction ground settlement curve.
Description
Technical field
The present invention relates to shield-tunneling construction field, refers in particular to a kind of surface subsidence prediction based on slurry shield construction main contral parameter
Method.
Background technology
Disturbed around Stratum Loss caused by shield driving and shield tunnel or by failure by shear manipulated soil it is solid again
Knot, is the main reason for shield method tunnel construction causes surface subsidence.In shield tunneling process, Stratum Loss successively occurs for ground
Sedimentation and soil solidifying sedimentation, but both formation mechenisms and display form have essential distinction.Said in terms of speed is settled,
Compared to the consolidation settlement of disturbed soil, the development speed of Stratum Loss sedimentation is many soon.Different classes of soil layer, its stratum
The speed of loss sedimentation and consolidation settlement is also different.Said in terms of settling amount size, the size and shield tunnel of Stratum Loss sedimentation
The ground loss amount of road unit length is relevant, and the size of consolidation settlement depend on shield-tunneling construction to the level of disruption of the soil body and
The factors such as the infiltration coefficient of the soil body, modulus of compressibility.
It is existing to have horizontal surface subsidence Peck formula and longitudinally on Stratum Loss settlement prediction caused by shield driving
Face sedimentation Peck correction formulas etc., when carrying out the prediction of Stratum Loss sedimentation based on Peck formula, ground loss ratio and ground sink
Drop well width coefficient is two decisive parameters, but its value has that discrete type and region are empirical, and is difficult to directly reflect shield
Influence of the structure construction active control parameters to ground settlement.
Hyperbolic model ground settlement above research shield tunnel axis changes with time in relation using more wide
General, such as prior art literature, (" slurry shield tunnel construction caused by subsidence Analysis and prediction ", woods are deposited just etc., and building is built
Build and environmental project, the 5th phase of volume 34 in October, 2012) in subsidence Analysis caused by slurry shield tunnel construction and prediction
The hyperbola formula of ground consolidation settlement is disclosed, but hyperbolic model is used for shield and supervised by rear longitudinal ground long-term settlement
The fitting of data is surveyed, to the prediction settled for soil solidifying, then the value of hyperbola constant needs to further investigate.
(application publication number is for Chinese formerly patent：CN103195435A, invention and created name are：One kind control shield is worn
More building dense area induce surface subsidence method) in propose the shield tunnel Land-Subsidence Control side based on Stratum Loss
Method, by establishing the relational model of " shield tunnelling parameters-Stratum Loss-surface subsidence ", set using method for numerical simulation inverse
Soil cabin pressure corresponding to fixed ground loss ratio and grouting amount parameter, in this, as the target of Construction control.This method needs to build
Vertical numerical analysis model, it is unfavorable for engineering site technical staff and grasps and apply, and only analyze Stratum Loss sedimentation, does not relate to
And soil solidifying sedimentation.
In summary, the interim deformation mechanism based on stratum and its construction inducement, while consider Stratum Loss sedimentation and
The shield tunnel axis longitudinal direction ground settlement prediction of soil solidifying sedimentation, and it is easy to engineering construction personnel to grasp, the method for application
Still locate blank.
The content of the invention
The defects of it is an object of the invention to overcome prior art, there is provided a kind of based on slurry shield construction main contral parameter
Surface subsidence Forecasting Methodology, solve not relate to present in existing Peck formula, hyperbolic model and numerical simulation reverse calculation algorithmses
And soil solidifying settles and is unfavorable for the problem of engineering site technical staff grasps surface subsidence prediction, is additionally operable to fill up while examines
Consider the shield tunnel axis longitudinal direction ground settlement prediction of Stratum Loss sedimentation and soil solidifying sedimentation, and be easy to engineering construction personnel
Grasp, the blank of the method for application.
Realizing the technical scheme of above-mentioned purpose is：
The invention provides a kind of surface subsidence Forecasting Methodology based on slurry shield construction main contral parameter, including following step
Suddenly：
It is to deviate from from section of jurisdiction at the ring of shield tail 100 to shield during the shield-tunneling construction prediction during setting shield-tunneling construction prediction
In front of structure otch at a setpoint distance；
Built-in vertical ground settlement and the coordinate system of section of jurisdiction ring number during the shield-tunneling construction is predicted；
The otch pressure influence stage is divided into during the shield-tunneling construction is predicted, shield is settled by stage and shield tail
Stage；
Establish forecast model and obtain the corresponding otch pressure influence stage, the shield passes through stage and described
The ground settlement prediction curve expression formula of shield tail subsidence stage；And
Initializaing variable is obtained according to shield tunnelling parameters, the initializaing variable is input in the forecast model, and root
Ground settlement during obtaining the corresponding shield-tunneling construction prediction according to the ground settlement prediction curve expression formula is initially pre-
Survey curve.
Surface subsidence Forecasting Methodology provided by the invention based on slurry shield construction main contral parameter, according to the shield-tunneling construction phase
Between the mechanism that deforms of stratum stage type, the inducement based on shield-tunneling construction active control parameters to ground achievement, propose it is a kind of simultaneously
Consider the shield tunnel axis longitudinal direction ground settlement prediction method of Stratum Loss sedimentation and soil solidifying sedimentation.The present invention utilizes shield
The ground settlement prediction curve during shield-tunneling construction prediction at the corresponding current construction of structure construction parameter prediction, easy to use,
Programmable, it is easy to engineering construction personnel to adjust shield-tunneling construction main contral parameter accordingly, in time, effectively controls surface subsidence.
The present invention based on slurry shield construction main contral parameter surface subsidence Forecasting Methodology further improvement is that, establish
Forecast model and the ground settlement prediction curve expression formula for obtaining the corresponding otch pressure influence stage, including：
Section of jurisdiction ring number corresponding to the end points O in otch pressure influence stage is set as n0, section of jurisdiction ring number corresponding to terminal A is n1,
The ground settlement prediction curve in the otch pressure influence stage is the parabola from end points O to terminal A；
The ground settlement in the otch pressure influence stage is corresponded to according to bubble cabin calculation of pressure, and draws surface subsidence
Measuring prediction curve expression formula is：
In formula group one, S (n) is ground settlement, n corresponding to the ring number n of section of jurisdiction1≤n≤n0, S (n1) it is bubble lock pressure power
PaCorresponding surface uplift amount；Earth pressure at rest σ0=K0γ (H+D/2), coefficient of static earth pressureRankine quilt
Dynamic soil pressure σp=γ (H+D/2) Kp+2c(Kp)1/2, coefficient of passive earth pressure To be rubbed in the soil body
Wipe angle；C is soil body cohesion；H is tunnel thickness of earth covering；D is tunnel-liner outer circumference diameter；γ is soil body unit weight；n2For shield
Currently propel ring number；Shield machine otch corresponds to ring number and n2Difference to round up functionLsFor shield
Shell length；W is section of jurisdiction ring width.
The present invention based on slurry shield construction main contral parameter surface subsidence Forecasting Methodology further improvement is that, it is described
The size of the ground settlement of terminal A and bubble lock pressure power are linear, and Pa∈[σ0,σp], corresponding S (n1) ∈ [0,10],
So as to obtain the S (n in formula group one1) expression formula.
The present invention based on slurry shield construction main contral parameter surface subsidence Forecasting Methodology further improvement is that, establish
Forecast model simultaneously obtains ground settlement prediction curve expression formula of the corresponding shield by the stage, including：
The end point that the shield passes through the stage is terminal A, and setting shield passes through section of jurisdiction ring number corresponding to the terminal B in stage
For n2, the shield is the straight line from terminal A to terminal B by the ground settlement prediction curve in stage；
The ground settlement of terminal B is calculated according to the ground settlement of the terminal A：
S(n2)=S (n1)-500(Ds-Ds1)α1(formula one)
In formula one, S (n2) it is section of jurisdiction ring number n2Corresponding ground settlement, n2The section of jurisdiction ring number currentlyyed propel for shield, S
(n1) it is bubble lock pressure power PaCorresponding surface uplift amount, α1For cutterhead shield tail diameter difference reduction coefficient, DsIt is straight for shield cutter
Footpath, Ds1For shield tail diameter；
It is pre- by the ground settlement in stage that the corresponding shield is obtained according to described formula one and described formula group one
Surveying curve representation formula is：
In formula two, S (n) is ground settlement, n corresponding to the ring number n of section of jurisdiction2≤n≤n1。
The present invention based on slurry shield construction main contral parameter surface subsidence Forecasting Methodology further improvement is that, establish
Forecast model and the ground settlement prediction curve expression formula for obtaining the corresponding shield tail subsidence stage, including：
The end point of the shield tail subsidence stage is terminal B, sets the ground settlement prediction of the shield tail subsidence stage
Curve is hyperbola, and hyperbola passing point C, section of jurisdiction ring number corresponding to the point C are n3, set section of jurisdiction ring number n3To depart from shield
The section of jurisdiction ring number of tail two days later；
Point C ground settlement is calculated according to described formula one：
S(n3)=S (n2)-1000Sg(formula three)
In formula three, S (n3) it is section of jurisdiction ring number n3Corresponding ground settlement, S (n2) it is section of jurisdiction ring number n2Corresponding ground sinks
Drop amount, SgThe Stratum Loss amount in stage is filled for slurries；
The ground settlement prediction of the shield tail subsidence stage according to corresponding to obtaining described formula three and described formula one
Curve representation formula is：
In formula group two, S (n) is ground settlement, n corresponding to the ring number n of section of jurisdiction2-100≤n≤n2, a sign shield tail disengagings
Initial stage ground sinking speed, b determine ground final settlement size, VlFor the ground loss amount of shield tunnel unit length, i is
Surface subsidence well width coefficient, α2For synchronous slurries fill factor, VgIt is the every endless tube piece synchronous grouting amount of shield.
The present invention based on slurry shield construction main contral parameter surface subsidence Forecasting Methodology further improvement is that, also wrap
Include：
During shield machine tunnels, Ground Subsidence Monitoring data are obtained in real time；
Utilize acquired Ground Subsidence Monitoring data and the corresponding ground settlement initial predicted curve amendment institute
State the variable in ground settlement prediction curve expression formula；
According to the variable combination shield tunnelling parameters for the ground settlement prediction curve expression formula corrected again according to institute
State and be predicted during ground settlement prediction curve expression formula is predicted the shield-tunneling construction and obtain ground settlement prediction
Curve.
The present invention based on slurry shield construction main contral parameter surface subsidence Forecasting Methodology further improvement is that, it is described
Shield otch in front of setpoint distance to be in the ground settlement with the position in the coordinate system of section of jurisdiction ring number be corresponding section of jurisdiction
Ring number n0End points O, the ground settlement of the end points O is zero；
The setpoint distance is set as T0, obtain：
In formula four, H is tunnel thickness of earth covering；D is tunnel-liner outer circumference diameter,For soil body internal friction angle.
The present invention based on slurry shield construction main contral parameter surface subsidence Forecasting Methodology further improvement is that, it is described
Initializaing variable includes shield tunnel physical dimension parameter, formation parameter, shield-tunneling construction main contral parameter and undetermined coefficient parameter, institute
Shield tunnel physical dimension parameter, formation parameter and the shield-tunneling construction main contral parameter stated according to design drawing, exploration report and
Shield tunnelling parameters obtain；
The undetermined coefficient parameter rule of thumb obtains initial value.
The present invention based on slurry shield construction main contral parameter surface subsidence Forecasting Methodology further improvement is that, also wrap
Include：Obtain ground settlement Monitoring Data in work progress；
The initial value of the undetermined coefficient is modified so as to be corrected using the ground settlement Monitoring Data
Value；
The correction value of the undetermined coefficient, described shield tunnel physical dimension parameter, formation parameter and shield are applied
Work main contral parameter is re-entered into the forecast model, and is obtained correspondingly according to the ground settlement prediction curve expression formula
Ground settlement prediction curve during the shield-tunneling construction prediction.
The present invention based on slurry shield construction main contral parameter surface subsidence Forecasting Methodology further improvement is that, it is described
Shield tunnel physical dimension parameter include shield cutter diameter, shield tail diameter, shield shell length, tunnel-liner outer circumference diameter with
And section of jurisdiction ring width；
The formation parameter includes tunnel thickness of earth covering, soil body cohesion, soil body internal friction angle and soil body unit weight；
The shield-tunneling construction main contral parameter include shield driving speed, shield currently propel ring number, bubble lock pressure power and
Shield is per ring synchronous grouting amount.
Brief description of the drawings
Fig. 1 sinks for the ground established in surface subsidence Forecasting Methodology of the present invention based on slurry shield construction main contral parameter
Drop amount and the schematic diagram of the coordinate system of section of jurisdiction ring number.
Embodiment
The invention will be further described with specific embodiment below in conjunction with the accompanying drawings.
It is fixed the invention provides a kind of surface subsidence Forecasting Methodology based on slurry shield construction main contral parameter refering to Fig. 1
It is that during shield-tunneling construction is predicted, this is predicted between a setpoint distance to section of jurisdiction departs from the ring of shield tail 100 in front of adopted shield otch
Period is divided into three phases, and ground settlement prediction curve expression formula corresponding to each phase sets, otch therein
The stratum deformation in pressure influence stage depends on otch pressure and the magnitude relationship of front Water And Earth Pressures, and bubble lock pressure power is the rank
Section shield-tunneling construction active control parameters；Shield cutterhead rotating speed and is pushed away by the sedimentation in stage and cutterhead and shield tail diameter difference correlation
It is the parameter that the stage shield-tunneling construction is actively set to enter speed；The deformation of shield tail subsidence stage and grouting pressure, grouting amount and soil
Body discharging consolidation is related.The Forecasting Methodology of the present invention, while consider the shield tunnel of Stratum Loss sedimentation and soil solidifying sedimentation
The ground settlement prediction of axis longitudinal direction, and it is easy to engineering construction personnel to grasp and apply.Below in conjunction with the accompanying drawings to the present invention based on
The surface subsidence Forecasting Methodology of slurry shield construction main contral parameter illustrates.
The invention provides a kind of surface subsidence Forecasting Methodology based on slurry shield construction main contral parameter, including following step
Suddenly：
It is to deviate from from section of jurisdiction at the ring of shield tail 100 to shield during setting shield-tunneling construction prediction, during shield-tunneling construction prediction
In front of otch at a setpoint distance；As shown in figure 1, it is section of jurisdiction ring number n during shield-tunneling construction prediction0To section of jurisdiction ring number n4Area
Between, the tunneling construction at the certain depth in the soil body of shield machine 10, during shield machine 10 advances, in the shield of shield machine 10
Segment assembly 11 successively at tail, form section of jurisdiction ring.According to engineering experience, after the section of jurisdiction abjection ring of shield tail 100, caused by shield-tunneling construction
Stratum deformation tends towards stability, so one end selection during the shield-tunneling construction prediction of the present invention is at the section of jurisdiction abjection ring of shield tail 100.
After during selected good shield-tunneling construction prediction, built-in vertical ground settlement and section of jurisdiction ring number during shield-tunneling construction is predicted
Coordinate system, using section of jurisdiction ring number n as axis of abscissas, with ground settlement S (n) for axis of ordinates, the ground settlement S's (n)
Unit is mm.The point of intersection of axis of ordinates and axis of abscissas is ground elevation, the data on axis of ordinates above intersection point
Surface uplift amount (value of ground settlement now is just) is represented, the data below intersection point represent subsurface drop amount (this
When the value of ground settlement be negative).
Setpoint distance is in ground settlement and section of jurisdiction ring in front of shield otch during wherein setting shield-tunneling construction prediction
Number coordinate system in position be respective tube piece ring number n0End points O, end points O ground settlements are zero.The choosing of setpoint distance
Take：Using the minimum point of tunnel-liner periphery as summit, the summit is tunnel thickness of earth covering H and tunnel-liner periphery to edge lengths
Diameter D sums, the adjacent side on the summit are setpoint distance, and the angle of adjacent side and hypotenuse isTo be rubbed in the soil body
The angle of angle, adjacent side and opposite side is right angle.It is as follows so as to obtain the calculation formula of setpoint distance：
It is assumed that the setpoint distance is T0, obtain：
In formula four, H is tunnel thickness of earth covering；D is tunnel-liner outer circumference diameter,For soil body internal friction angle.
Ground settlement is established with after the coordinate system of section of jurisdiction ring number, otch pressure is divided into during shield-tunneling construction is predicted
Power influences the stage, shield passes through stage and shield tail subsidence stage；The division in above three stage considers slurry shield construction
Process and stratum deformation mechanism, otch pressure influence stage respective segments I, namely end points O is to the section of terminal A, shield
By stage respective segments II, namely terminal A is to the section of terminal B, shield tail subsidence stage respective segments III, namely terminal B is extremely
End points E section.
End points O is to the otch pressure influence stage of terminal A, and the deformation on stratum is depending on otch pressure and front Water And Earth Pressures
Magnitude relationship, the soil body is squeezed in front of excavation face or Unloading Effect triggers land upheaval or sedimentation and deformation.With regard to practice of construction
For, in order to preferably maintain excavation face to stablize and control ground final settlement, it otch pressure is slightly larger than excavation face
Front Water And Earth Pressures, the front soil body are in passive earth pressure state.Muddy water air pressure balance shield is by adjusting the air in bubble cabin
The mud hydraulic pressure in Stress control muddy water cabin, bubble lock pressure power are shield-tunneling construction active control parameters.
Terminal A to terminal B shield by the stage, due to the frictional resistance between shield shell and surrounding soil cause " back of the body soil ",
Shield correction, cutterhead such as are backbreak at the reason, this in stage stratum normally behave as sedimentation and deformation, settling amount and cutterhead and shield tail it is straight
Footpath difference is directly related.Cutterhead rotating speed and fltting speed are the parameters that the stage shield-tunneling construction is actively set.
Terminal B to end points E shield tail subsidence stage includes slurries filling and two stages of soil body discharging consolidation.The BC stages are
Slurries fill the stage, its stratum deformation is mainly relevant with grouting pressure and grouting amount, synchronous slurry pressure after the completion of slip casting by
Fade scattered, consolidation and sclerosis, volume contraction deformation cause Stratum Loss to settle to slurries therewith.Surpass caused by being disturbed with shield-tunneling construction
Pore water pressure dribbles, and the CE stage soil bodys start discharging consolidation, and then trigger surface subsidence.
Then set up forecast model and obtain the corresponding otch pressure influence stage, shield passes through stage and shield tail sedimentation
The ground settlement prediction curve expression formula in stage；Forecast model includes three sections of ground settlements prediction of corresponding three phases
Curve representation formula, when establishing forecast model, ground subsidence curve form and special point coordinates are carried out it is assumed that then drawing first
Corresponding ground settlement prediction curve expression formula；Specifically, carried out for surface subsidence curve form it is assumed that setting otch pressure
The curve form that power influences the OA sections in stage is summit in end points O, the parabola being open to terminal A；Setting shield passes through the stage
AB sections be straight line；Then to setting special point coordinates：The ground settlement size of terminal A and shield bubble lock pressure power are linear
Relation, the seat of the terminal A is (n1, S (n1)), and Pa∈[σ0,σp], corresponding S (n1) ∈ [0,10], PaFor shield bubble lock pressure
Power, unit bar, σ0For excavation face front stationary soil pressure, unit kPa, σpFor passive earth pressure in front of excavation face, unit
For kPa, so as to obtain S (n1) expression formula,S(n1) value for just, represent bubble cabin
Pressure PaCorresponding surface uplift amount, unit mm.Point C is the point on hyperbola BE, it is assumed that section of jurisdiction ring number corresponding to point C
For n3, set section of jurisdiction ring number n3To depart from the section of jurisdiction ring number of shield tail two days later, point C ground settlement fills the stage for slurries
Stratum Loss amount, equal to the maximum ground settling amount in Peck formula.Ring number n in section of jurisdiction corresponding to terminal B2Currentlyyed propel for shield
Ring number, n3=n2- 2 × v, v are shield driving speed, and unit is ring/day.
The expression formula of surface subsidence prediction curve can use three sections of function representations：
First paragraph, the ground settlement prediction curve expression formula in corresponding otch pressure influence stage, including：
Section of jurisdiction ring number corresponding to the end points O in otch pressure influence stage is set as n0, section of jurisdiction ring number corresponding to terminal A is n1,
The ground settlement prediction curve in otch pressure influence stage is the parabola from end points O to terminal A；
The ground settlement in otch pressure influence stage is corresponded to according to bubble cabin calculation of pressure, and show that ground settlement is pre-
Surveying curve representation formula is：
In formula group one, S (n) is ground settlement (unit mm), n corresponding to the ring number n of section of jurisdiction1≤n≤n0, S (n1) be
Bubble lock pressure power PaCorresponding surface uplift amount (unit mm)；Earth pressure at rest σ0=K0γ (H+D/2), earth pressure at rest system
NumberRankine passive earth pressure σp=γ (H+D/2) Kp+2c(Kp)1/2, coefficient of passive earth pressure For soil body internal friction angle (unit is °)；C is soil body cohesion (unit kPa)；H is tunnel
Thickness of earth covering (unit m)；D is tunnel-liner outer circumference diameter (unit m)；γ is soil body unit weight (unit kN/m3)；n2For
Shield currentlys propel ring number；Shield machine otch corresponds to ring number and n2Difference to round up functionLsFor
Shield shell length (unit m)；W is section of jurisdiction ring width (unit m).
Second segment, corresponding ground settlement prediction curve expression formula of the shield by the stage, including：
The end point that shield passes through the stage is terminal A, set shield by section of jurisdiction ring number corresponding to the terminal B in stage as
n2, the shield is the straight line from terminal A to terminal B by the ground settlement prediction curve in stage；
The ground settlement of terminal B is calculated according to the ground settlement of terminal A：
S(n2)=S (n1)-500(Ds-Ds1)α1(formula one)
In formula one, S (n2) it is section of jurisdiction ring number n2Corresponding ground settlement, n2The section of jurisdiction ring number currentlyyed propel for shield, S
(n1) it is bubble lock pressure power PaCorresponding surface uplift amount, α1For cutterhead shield tail diameter difference reduction coefficient, DsFor shield cutter diameter
(unit m), Ds1For shield tail diameter (unit m)；
Obtaining the ground settlement prediction curve expression formula that correspondingly shield passes through the stage according to formula one and formula group one is：
In formula two, S (n) is ground settlement, n corresponding to the ring number n of section of jurisdiction2≤n≤n1。
3rd section, the ground settlement prediction curve expression formula of corresponding shield tail subsidence stage, including：
The end point of shield tail subsidence stage is terminal B, and it is double to set the ground settlement prediction curve of shield tail subsidence stage
Curve, and hyperbola passing point C, section of jurisdiction ring number corresponding to point C are n3, set section of jurisdiction ring number n3To depart from the pipe of shield tail two days later
Piece ring number；Section of jurisdiction ring number corresponding to the end points E of shield tail subsidence stage is n4, n4=n2-100；
Point C ground settlement is calculated according to formula one：
S(n3)=S (n2)-1000Sg(formula three)
In formula three, S (n3) it is section of jurisdiction ring number n3Corresponding ground settlement, S (n2) it is section of jurisdiction ring number n2Corresponding ground sinks
Drop amount, SgStratum Loss amount (the unit m) in stage is filled for slurries；
The ground settlement prediction curve expression formula that corresponding shield tail subsidence stage is obtained according to formula three and formula one is：
In formula group two, S (n) is ground settlement, n corresponding to the ring number n of section of jurisdiction2-100≤n≤n2, a is that hyperbola is normal
Number, characterize shield tail and depart from initial stage (time is less than or equal to 10 days) surface subsidence speed (unit mm-1D), b determines that ground finally sinks
Drop amount size (unit mm-1), VlFor ground loss amount (the unit m of shield tunnel unit length3/ m), i is surface subsidence
Well width coefficient (unit m), α2For synchronous slurries fill factor, VgIt is every endless tube piece synchronous grouting amount (the unit m of shield3)。
BE sections are hyp theoretical foundation from technical literature (" subsidence Analysis caused by slurry shield tunnel construction and pre-
Survey ", woods is deposited just etc., civil construction and environmental project, the 5th phase of volume 34 in October, 2012) caused by slurry shield tunnel construction
Hyperbolic model disclosed in subsidence Analysis and prediction, by terminal B and point C coordinate so that the hyperbola be calculated
Expression formula, i.e. formula group two.
After establishing forecast model, initializaing variable is obtained according to shield tunnelling parameters, initializaing variable is input to prediction mould
In type, and the ground settlement obtained according to ground predicting subsidence curve representation formula during corresponding shield-tunneling construction is predicted is initially pre-
Survey curve.
As the better embodiment of the present invention, the forecast model of foundation is had for what is formed based on computer program
The forecasting system of forecast function, in the forecasting system provided with input module, the computing module being connected with input module and with meter
The output module of module connection is calculated, computing module therein is used for the calculating for realizing three sections of functions in forecast model, input module
Can be initializaing variable for receiving the supplemental characteristic needed for prediction, input can be using being manually entered or automatic data collection typing
Mode.Supplemental characteristic is input in computing module by the input module, and corresponding shield-tunneling construction is calculated by computing module
The value of the ground settlement of each section of jurisdiction ring number during prediction, and those values are sent to output module, output module should
The value of a little ground settlements is marked in coordinate system and forms ground settlement initial predicted curve, and then is shown.Realize
The sequencing of calculating process, the display directly perceived of result of calculation.
As another better embodiment of the present invention, in addition to：
During shield machine tunnels, Ground Subsidence Monitoring data are obtained in real time；
Sunk using acquired Ground Subsidence Monitoring data and corresponding ground settlement initial predicted curve amendment ground
Variable in drop amount prediction curve expression formula；
According to the variable for the ground settlement prediction curve expression formula corrected, with reference to current shield tunnelling parameters to shield
It is predicted during construction prediction and obtains ground settlement prediction curve.Realize during driving, become in real time
The amendment of amount, carry out the prediction of ground settlement again according to revised variable, improve the accuracy of prediction result, special energy
Enough predictions for ensureing driving ring surface subsidence current to shield.
As the another better embodiment of the present invention, initializaing variable includes shield tunnel physical dimension parameter, stratum is joined
Number, shield-tunneling construction main contral parameter and undetermined coefficient parameter, shield tunnel physical dimension parameter, formation parameter and shield-tunneling construction
Main contral parameter obtains according to design drawing, exploration report and shield tunnelling parameters；
Undetermined coefficient parameter rule of thumb obtains initial value.
Further, parameter involved in the expression formula of the ground settlement prediction curve in forecast model includes shield
Tunnel physical dimension parameter, formation parameter, shield-tunneling construction main contral parameter and undetermined coefficient parameter.
Shield tunnel physical dimension parameter therein includes shield cutter diameter, shield tail diameter, shield shell length, tunnel
Lining cutting outer circumference diameter and section of jurisdiction ring width；Formation parameter include tunnel thickness of earth covering, soil body cohesion, soil body internal friction angle and
Soil body unit weight；Shield-tunneling construction main contral parameter includes shield driving speed, shield currentlys propel ring number, bubble lock pressure power and shield
Per ring synchronous grouting amount；Undetermined coefficient parameter includes cutterhead shield tail diameter difference folding coefficient, hyperbola constant and synchronous grouting and filled out
Fill coefficient.
Further, in addition to：Obtain ground settlement Monitoring Data in work progress；
The initial value of undetermined coefficient is modified so as to obtain correction value using ground settlement Monitoring Data；
By the correction value of undetermined coefficient, shield tunnel physical dimension parameter, formation parameter and shield-tunneling construction main contral parameter
It is re-entered into forecast model, and during obtaining corresponding shield-tunneling construction prediction according to ground predicting subsidence curve representation formula
Ground settlement prediction curve.It can be obtained by ground settlement prediction curve every in during the corresponding shield-tunneling construction is predicted
The surface subsidence value of endless tube piece.
The present invention realizes a kind of function of the undetermined coefficient of amendment in real time, that is, utilizes ground settlement Monitoring Data and prediction
Predicted value in curve is compared, and levels off to Monitoring Data come prediction curve by correcting undetermined coefficient, is treated using this
Determine the table that the correction value of coefficient and the formation parameter of adjacent current driving ring, shield-tunneling construction main contral parameter etc. bring prediction curve into
Up to formula, that is, obtain corresponding tunnel axis longitudinal direction ground settlement prediction curve.
Surface subsidence Forecasting Methodology provided by the invention based on slurry shield construction main contral parameter, according to the shield-tunneling construction phase
Between the interim deformation in stratum mechanism, the inducement based on shield-tunneling construction active control parameters to surface subsidence, propose it is a kind of simultaneously
Consider the shield tunnel axis longitudinal direction ground settlement prediction method of Stratum Loss sedimentation and soil solidifying sedimentation.The present invention utilizes shield
The ground settlement prediction curve during shield-tunneling construction prediction at the current driving ring of structure construction parameter prediction, it is easy to use, can
Sequencing, can in real time, simultaneous display surface subsidence prediction curve, be easy to engineering construction personnel adjust accordingly shield-tunneling construction master control ginseng
Number, in time, effectively control surface subsidence.
The present invention is described in detail above in association with accompanying drawing embodiment, those skilled in the art can be according to upper
State and bright many variations example is made to the present invention.Thus, some details in embodiment should not form limitation of the invention, this
Invention will be used as protection scope of the present invention using the scope that appended claims define.
Claims (10)
1. a kind of surface subsidence Forecasting Methodology based on slurry shield construction main contral parameter, it is characterised in that comprise the following steps：
It is to deviate to cut to shield at the ring of shield tail 100 from section of jurisdiction during setting shield-tunneling construction prediction, during the shield-tunneling construction prediction
In front of mouthful at a setpoint distance；
Built-in vertical ground settlement and the coordinate system of section of jurisdiction ring number during the shield-tunneling construction is predicted；
The otch pressure influence stage is divided into during the shield-tunneling construction is predicted, shield settles rank by stage and shield tail
Section；
Establish forecast model and obtain correspondingly the otch pressure influence stage, the shield and pass through stage and the shield tail
The ground settlement prediction curve expression formula of subsidence stage；And
Initializaing variable is obtained according to shield tunnelling parameters, the initializaing variable is input in the forecast model, and according to institute
The ground settlement initial predicted stated during ground settlement prediction curve expression formula obtains the corresponding shield-tunneling construction prediction is bent
Line.
2. the surface subsidence Forecasting Methodology as claimed in claim 1 based on slurry shield construction main contral parameter, it is characterised in that
Establish forecast model and obtain the ground settlement prediction curve expression formula in the corresponding otch pressure influence stage, including：
Section of jurisdiction ring number corresponding to the end points O in otch pressure influence stage is set as n0, section of jurisdiction ring number corresponding to terminal A is n1, it is described
The ground settlement prediction curve in otch pressure influence stage is the parabola from end points O to terminal A；
The ground settlement in the otch pressure influence stage is corresponded to according to bubble cabin calculation of pressure, and show that ground settlement is pre-
Surveying curve representation formula is：
In formula group one, S (n) is ground settlement, n corresponding to the ring number n of section of jurisdiction1≤n≤n0, S (n1) it is bubble lock pressure power PaIt is right
The surface uplift amount answered；Earth pressure at rest σ0=K0γ (H+D/2), coefficient of static earth pressureRankine is broken ground
Pressure σp=γ (H+D/2) Kp+2c(Kp)1/2, coefficient of passive earth pressure To be rubbed in the soil body
Angle；C is soil body cohesion；H is tunnel thickness of earth covering；D is tunnel-liner outer circumference diameter；γ is soil body unit weight；n2Work as shield
Preceding propulsion ring number；Shield machine otch corresponds to ring number and n2Difference to round up functionLsFor shield shell
Body length；W is section of jurisdiction ring width.
3. the surface subsidence Forecasting Methodology as claimed in claim 2 based on slurry shield construction main contral parameter, it is characterised in that
The size of the ground settlement of the terminal A and bubble lock pressure power are linear, and Pa∈[σ0,σp], corresponding S (n1)∈[0,
10], so as to obtaining the S (n in formula group one1) expression formula.
4. the surface subsidence Forecasting Methodology as claimed in claim 2 based on slurry shield construction main contral parameter, it is characterised in that
Establish forecast model and obtain ground settlement prediction curve expression formula of the corresponding shield by the stage, including：
The end point that the shield passes through the stage is terminal A, sets shield by section of jurisdiction ring number corresponding to the terminal B in stage as n2,
The shield is the straight line from terminal A to terminal B by the ground settlement prediction curve in stage；
The ground settlement of terminal B is calculated according to the ground settlement of the terminal A：
S(n2)=S (n1)-500(Ds-Ds1)α1(formula one)
In formula one, S (n2) it is section of jurisdiction ring number n2Corresponding ground settlement, n2The section of jurisdiction ring number currentlyyed propel for shield, S (n1) be
Bubble lock pressure power PaCorresponding surface uplift amount, α1For cutterhead shield tail diameter difference reduction coefficient, DsFor shield cutter diameter, Ds1For
Shield tail diameter；
The corresponding shield is obtained according to described formula one and described formula group one song is predicted by the ground settlement in stage
Line expression formula is：
In formula two, S (n) is ground settlement, n corresponding to the ring number n of section of jurisdiction2≤n≤n1。
5. the surface subsidence Forecasting Methodology as claimed in claim 4 based on slurry shield construction main contral parameter, it is characterised in that
Establish forecast model and obtain the ground settlement prediction curve expression formula of the corresponding shield tail subsidence stage, including：
The end point of the shield tail subsidence stage is terminal B, sets the ground settlement prediction curve of the shield tail subsidence stage
For hyperbola, and hyperbola passing point C, section of jurisdiction ring number corresponding to the point C are n3, set section of jurisdiction ring number n3To depart from shield tail two
Section of jurisdiction ring number after it；
Point C ground settlement is calculated according to described formula one：
S(n3)=S (n2)-1000Sg(formula three)
In formula three, S (n3) it is section of jurisdiction ring number n3Corresponding ground settlement, S (n2) it is section of jurisdiction ring number n2Corresponding ground settlement,
SgThe Stratum Loss amount in stage is filled for slurries；
The ground settlement prediction curve of the shield tail subsidence stage according to corresponding to obtaining described formula three and described formula one
Expression formula is：
In formula group two, S (n) is ground settlement, n corresponding to the ring number n of section of jurisdiction2-100≤n≤n2, a characterize shield tail depart from initial stage
Surface subsidence speed, b determine ground final settlement size, VlFor the ground loss amount of shield tunnel unit length, i is ground
Subsider spread factor, α2For synchronous slurries fill factor, VgIt is the every endless tube piece synchronous grouting amount of shield.
6. the surface subsidence Forecasting Methodology as claimed in claim 1 based on slurry shield construction main contral parameter, it is characterised in that
Also include：
During shield machine tunnels, Ground Subsidence Monitoring data are obtained in real time；
Using described in acquired Ground Subsidence Monitoring data and the corresponding ground settlement initial predicted curve amendment
Variable in the predicting subsidence curve representation formula of face；
According to the variable combination shield tunnelling parameters for the ground settlement prediction curve expression formula corrected again according to describedly
Face predicting subsidence curve representation formula is predicted during predicting the shield-tunneling construction and obtains ground settlement prediction curve.
7. the surface subsidence Forecasting Methodology as claimed in claim 1 based on slurry shield construction main contral parameter, it is characterised in that
It is corresponding that setpoint distance, which is in the ground settlement with the position in the coordinate system of section of jurisdiction ring number, in front of described shield otch
Section of jurisdiction ring number n0End points O, the ground settlement of the end points O is zero；
The setpoint distance is set as T0, obtain：
In formula four, H is tunnel thickness of earth covering；D is tunnel-liner outer circumference diameter,For soil body internal friction angle.
8. the surface subsidence Forecasting Methodology as claimed in claim 1 based on slurry shield construction main contral parameter, it is characterised in that
The initializaing variable includes shield tunnel physical dimension parameter, formation parameter, shield-tunneling construction main contral parameter and undetermined coefficient ginseng
Number, described shield tunnel physical dimension parameter, formation parameter and shield-tunneling construction main contral parameter are reported according to design drawing, prospecting
Accuse and shield tunnelling parameters obtain；
The undetermined coefficient parameter rule of thumb obtains initial value.
9. the surface subsidence Forecasting Methodology as claimed in claim 8 based on slurry shield construction main contral parameter, it is characterised in that
Also include：Obtain ground settlement Monitoring Data in work progress；
The initial value of the undetermined coefficient is modified using the ground settlement Monitoring Data, so as to obtain correction value；
By the correction value of the undetermined coefficient, described shield tunnel physical dimension parameter, formation parameter and shield-tunneling construction master
Control parameter is re-entered into the forecast model, and according to corresponding to the ground settlement prediction curve expression formula
Ground settlement prediction curve during shield-tunneling construction prediction.
10. the surface subsidence Forecasting Methodology as claimed in claim 8 based on slurry shield construction main contral parameter, its feature exist
In, the shield tunnel physical dimension parameter include shield cutter diameter, shield tail diameter, shield shell length, outside tunnel-liner
All diameters and section of jurisdiction ring width；
The formation parameter includes tunnel thickness of earth covering, soil body cohesion, soil body internal friction angle and soil body unit weight；
The shield-tunneling construction main contral parameter includes shield driving speed, shield currentlys propel ring number, bubble lock pressure power and shield
Per ring synchronous grouting amount.
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