CN106126775B - Land movement analysis method caused by double track tunnel shield-tunneling construction - Google Patents
Land movement analysis method caused by double track tunnel shield-tunneling construction Download PDFInfo
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- CN106126775B CN106126775B CN201610417122.XA CN201610417122A CN106126775B CN 106126775 B CN106126775 B CN 106126775B CN 201610417122 A CN201610417122 A CN 201610417122A CN 106126775 B CN106126775 B CN 106126775B
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- G—PHYSICS
- G06—COMPUTING; CALCULATING OR COUNTING
- G06F—ELECTRIC DIGITAL DATA PROCESSING
- G06F30/00—Computer-aided design [CAD]
- G06F30/30—Circuit design
- G06F30/36—Circuit design at the analogue level
- G06F30/367—Design verification, e.g. using simulation, simulation program with integrated circuit emphasis [SPICE], direct methods or relaxation methods
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- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
- E21D9/06—Making by using a driving shield, i.e. advanced by pushing means bearing against the already placed lining
Abstract
The invention discloses land movement analysis methods caused by a kind of double track tunnel shield-tunneling construction, each execution conditions, engineering equipment, geological conditions are analyzed, the composition size that each factor of shield-tunneling construction is obtained based on Rankine's earth pressure theory establishes finite difference simulator using FLAC 3D software.Single tunnel excavation is carried out to model respectively in numerical model space, double track tunnel excavates simultaneously, and left line excavates right line after the completion of excavating, soil body situation of movement caused by being constructed by simulation result analysis.Consider that geological conditions is modified analytical expression caused by ground loss, the ground settlement expression formula in conjunction with caused by each factor of construction obtained based on Mindlin displacement solution, it has estimated ground settlement caused by each construction method in numerical simulation background and has been compared with numerical simulation result, verified the reliability of method for numerical simulation and expression formula estimation.The present invention compensates for the insufficient defect of industry standard, there is the directive significance and broad application prospect of reality for Shield Tunneling technology.
Description
Technical field
The present invention relates to shield tunnel construction field, land movement caused by a kind of double track tunnel shield-tunneling construction is referred in particular to
Analysis method.
Background technique
Urban rail transit in China is in the stage of a high speed development, and shield tunnel construction location is in building, ground
Phenomena such as underground pipelines, road and bridge compact district, is more and more common.Shield tunnel construction can cause surrounding soil move horizontally and
Vertical Settlement.In turn, a series of influence is generated on the environment of surrounding from many aspects, serious soil movement will be to building
Bring severe consequence.
In tunneling shield work progress, shield machine, the influence between the soil body and building is a sufficiently complex process,
The factor being directed to is numerous, thus, unavoidably there are some defects in the research of forefathers.Mainly applied in analysis tunnel
Work is used ideal boundary mostly and simplifies calculating or be fitted using empirical equation when influence on surrounding enviroment, but institute
What is obtained is often excessive with real gap.With the development of computer, numerical simulation is can to simulate to greatest extent reality to apply
The deficiencies of work factor, at the same time, numerical simulation also have not reproducible use, spend cost big.Actual engineering background is past
Toward be it is complicated, multifactor impact, how these factors in view of being that analog result is more bonded reality in numerical simulation
Border, what this problem still needed carefully to consider.
Currently, being commented for underground soil excavation close to buildings risk in the engineering practice and academic research in China
Estimate aspect, there are no the evaluation criterions of a system.China defines the ground settlement upper limit of underground excavation initiation in each area
Value, such as the ground such as Beijing are 30mm.But defined upper limit value has empirical and general.For the risk of different buildings
Assessment and reinforcement measure are not necessarily applicable in.Therefore, the control of influence and sedimentation of the constructing tunnel to ambient enviroment is carried out in a deep going way
Benchmark study processed is very important.
Summary of the invention
It is an object of the invention to overcome the deficiencies of the prior art and provide the soil bodys caused by a kind of double track tunnel shield-tunneling construction
Displacement Analysis method, the result that the method obtains goodness of fit with higher compared with Practical Project, compensates for industry standard not
The defect of foot has innovative significance, there is the directive significance and broad application prospect of reality for Shield Tunneling technology.
To achieve the above object, technical solution provided by the present invention are as follows: soil body position caused by double track tunnel shield-tunneling construction
Move analysis method, comprising the following steps:
1) double track tunnel construction earth's surface evaluated settlement
Mainly there are propelling resistance and torque resistance to the active force of surrounding soil in tunneling shield work progress, wherein promoting
Resistance mainly has the friction between face thrust, grouting pressure and shield body and surrounding soil, and torque resistance is mainly by cutterhead
Front friction and the side friction of cutterhead cause, and at the same time, shield machine self weight causes the displacement of the periphery soil body to be contemplated that
Into the construction in tunnel, by the Mindlin elementary solution of the displacement deformation of elastic half-space, to caused by double track tunnel construction
Ground settlement is estimated；
The active force for being evenly arranged on face is integrated, soil movement caused by single-track tunnel face thrust is obtained:
wh1- vertical displacement
Z=0 is substituted into available in formula (1), what face thrust caused earth's surface is settled into w1q(x, y, 0), big
In most numerical simulations and analytic expression estimation, the usual value of face additional thrust is in ± 20kpa, for soil pressure balance shielding
Structure construction, provides empirical equation in the case where comprehensively considering various construction factors:
Wherein:
The thrust that Δ p '-notch incision soil body generates, value range 10-25kpa；
Eu- the soil body does not drain elasticity modulus, and value is (36~80) Es0.1-0.2；
Es0.1-0.2- compression modulus；
V-shield machine driving speed；
W-cutterhead revolving speed；
The silent part width number of k-cutterhead；
D-cutter diameter；
ξ-cutterhead aperture opening ratio；
To integrating on shield length direction, it is as follows to the displacement expression formula of surrounding soil to obtain the friction of single line shield body:
Wherein:
wh1(x-W-l, y, z, r, θ, f)-vertical displacement
The frictional force of f-shield body and surrounding soil；
Vertical and horizontal component on any tool position is indicated by following formula:
α=φ+2k π/n (12)
Wherein:
p1The maximal friction that distalmost end is subject to above-each width cutter；
p2- cutterhead side is considered by uniformly distributed frictional force；
Pv-Vertical Concentrated Force；
The horizontal concentrated force of ph-；
φ-is cutterhead entrance angle；
N-is cutter width number；
K-is kth width cutter；
T1- cutterhead front friction torque；
T2- disk periphery friction torque；
T3Torque required for-knife cutting dregs；
Integral obtains soil body evaluated settlement expression formula caused by gravity in the longitudinal direction are as follows:
Wherein:
wv2(x-W-l, y, z, R, θ, Psin θ)-any one gravity is evenly distributed with force component PiCaused displacement component, i are certainly
So number；
Weight component at P-tunnel axis；
It is superimposed the result that Mindlin displacement calculation comes out and is greater than real data in face rear calculated value, therefore, more
Close to the soil layer in tunnel, the influence that the space between section of jurisdiction and shield settles the soil body is bigger, is calculated based on formula
As a result error is bigger between reality, therefore is settled into numerous construction factors and soil caused by being able to know that constructing tunnel in the process
Sedimentation caused by bulk diffusion and；
2) foundation of numerical model
Model carries out model using FLAC 3D finite difference software, and the soil body and slip casting are solid element, using a mole coulomb
Elastic-plastic model, shield shell and lining cutting are simulated using shell unit, are isotropic elasticity material；
Double-circuit tunnel model is established, gravity is applied to model, so that model is reached balance under the action of self-weight, obtains mould
The original self-weight stress field of type resets the stress field of model；Then tunnel is excavated, specific excavation step is as follows:
2.1) soil body within Grouting Circle is excavated out, preset even distributed force is applied to excavation face, simulates the area of shield
Face thrust is simplified to four width cutting dies and intends knife cutting torque, and applies side friction on the soft layer of backbreaking of cutterhead side,
Apply even distributed force on shield shell to simulate jacking force for overcoming the part to rub between shield shell and the soil body, applies shield in shield shell lower end
Structure self gravity, runs preset time step, and the method for determination of time step carries out runin digging before excavating, determines shield tunneling process
The displacement of the top soil body is the time step no more than tunnel surrounding soil activity gap, movable gap around tunnel at middle tunnel axis
Value UiIt is estimated by following formula:
Wherein:
For measure removal mean boundary stress after the soil body shear strength；
Eu,cu,vu- it is respectively elasticity modulus native under und rained condition, modulus of shearing, Poisson's ratio；
γ-soil bulk density；2.2) shield shield shell is installed outside Grouting Circle, is disturbed soil, the physics ginseng of soil layer outside shield shell
Number is the reduction soil layer of same layer；
2.3) shield shell and soft layer of backbreaking at face preset value, are being removed, and soil layer application is being set to
To grouting pressure, default time step is run；
2.4) grouting pressure is removed, the soil layer weakened at this time has obtained the reinforcing of slurries, gives the slip casting soil body and reduction at this time
Layer assignment generates grouting layer, runs default time step；
2.5) shield shell is detached from the grouting layer solidified, installs section of jurisdiction to tunnel at this time, section of jurisdiction is laid with cyclization can be with lining
Block bears resistance to shear of soil together, with shell unit simulation lining cutting, and runs default time step；
3) stratum deformation law-analysing
It carries out single line and two-wire respectively to tunnel while excavating, simulate what soil body sedimentation in tunnel excavating process gradually formed
Process, wherein the maximum protuberance in tunnel occurs in tunnel bottom, and maximum settlement occurs at tunnel top axis, tunnel front end without
Retaining portion simulation tunnel cutterhead is backbreak movement of the part under Earth Pressure Around, and housing parts simulate shield to the soil of movement
The support action of body, slip casting rear slurry solidify the support action that the concrete structure to be formed undertakes a part, the shell of shield end
Body is that the lining cutting in tunnel is simulated, and lining cutting is mated formation after the completion as the soil pressure around the structure division receiving tunnel in tunnel；
Asynchronous excavation is used to tunnel, tunnel subsidence is not the identical bilateral symmetry in both sides, and the left threaded list road first excavated exists
Shield machine construction is completed, and total weight mitigates in tunnel, can be swelled slightly under soil pressure, be excavated right line at this time, right line is being applied
The left line of settling ratio is more below work operating condition, and therefore, for left line compared with right line, the tunnel subsidence in construction is more heavy than the tunnel deposited
Drop is big；
4) evaluated settlement and numerical simulation compare
Sedimentation expression formula estimate and compare with the ground settlement curve of numerical simulation to surface subsidence；Using each
Sedimentation expression formula caused by construction factor is integrated and is obtained the Longitudinal Settlement and Transverse Subsidence curve of single-track tunnel earth's surface, and
It is compared with numerical simulation result, discovery both sides' curvilinear trend is coincide；It is superimposed single constructing tunnel evaluated settlement expression formula and obtains curve
It is wider as subsidence curve caused by synchronous construction and finite difference comparison subsider, it settles bigger；For the heavy of asynchronous construction
Curve drops, and formula estimation algorithm folds the subsidence curve of first construction tunnel ground loss curve and rear construction tunnel according to conservative approach
Add, finite difference modelling is the results show that in operation, and rear construction tunnel settles increase under the influence of having deposited tunnel, after superposition
Curve maximum settlement at it is mobile toward the left side.
Compared with prior art, the present invention have the following advantages that with the utility model has the advantages that
1, analytic method used in the present invention considers the additional thrust in work progress, cutter head torque, shield gravity, knife
Disk friction, grouting pressure, more system are specifically comprehensively reflected influence of the construction factor for tunnel subsidence；This method uses
Amendment ground loss the calculation method that settles with past ground loss of expression formula it is different, can effectively reflect the geology of the soil body
Influence of the condition to tunnel subsidence.
2, analytic method used in the present invention sorts out a set of evaluated settlement method related with constructing tunnel sequencing,
The sedimentation that the asynchronous construction of tunnel synchronous construction and tunnel causes can be calculated separately.
3, method for numerical simulation used in the present invention considers practice of construction geological conditions, and Suporting structure parameter was constructed
Process in journey, support conditions and various construction parameters, such as additional thrust, cutter head torque, shield gravity, cutterhead friction, note
Starch pressure.The process for more truly having reappeared constructing tunnel over time and space, result through examining the method to obtain with
Practical Project compares the goodness of fit with higher.
Detailed description of the invention
Fig. 1 is that face thrust integrates schematic diagram.
Fig. 2 is shield lateral forces schematic diagram.
Fig. 3 a is shield cutter front stress sketch.
Fig. 3 b is shield cutter lateral forces schematic diagram.
Fig. 4 is shield weight distribution schematic diagram.
Fig. 5 is that the soil layer of model divides and physical size figure.
Y=6m section Different Strata vertical displacement figure when Fig. 6 a is left line tunnel piercing 22.5m.
Y=6m section stratum horizontal displacement figure when Fig. 6 b is left line tunnel piercing 22.5m.
Y=6m section Different Strata horizontal displacement figure when Fig. 6 c is left line tunnel piercing 22.5m.
Fig. 6 d is tunnel axis section stratum vertical displacement figure when left line tunnels 22.5m.
Fig. 6 e is tunnel Y=6m section Different Strata vertical displacement figure when double track tunnel tunnels 22.5m simultaneously.
Fig. 6 f is the horizontal displacement figure of tunnel y=6m section different location when double track tunnel tunnels 22.5m simultaneously.
Fig. 6 g is the horizontal displacement figure of tunnel y=6m section Different Strata when double track tunnel tunnels 22.5m simultaneously.
Tunnel y=6m section Different Strata sedigraph when Fig. 6 h is right line tunnel piercing 22.5m after the completion of left line.
Fig. 6 i be left line at rear right line tunnel piercing 22.5m when left threaded list road y=6m section different location horizontal displacement figure.
Fig. 6 j is the horizontal displacement figure of the right tunnel line tunnel piercing 22.5m y=6m section Different Strata after the completion of left line.
Fig. 7 a is that left line tunnel piercing 16.5m construction Longitudinal Settlement numerical simulation and formula estimate comparison diagram.
Fig. 7 b is that left line construction face (y=0m) section Transverse Subsidence numerical simulation and formula estimate comparison diagram.
Y=6m section Transverse Subsidence numerical simulation and formula estimate comparison diagram when Fig. 7 c is left line construction driving 22.5m.
Fig. 7 d is amendment soil body damage sedimentation formula and Wei Gang soil body damage formula comparison diagram.
Fig. 7 e is that y=6m section Transverse Subsidence numerical simulation and formula estimate comparison diagram when two-wire synchronizes driving 22.5m.
Fig. 7 f is to have deposited y=6m section Transverse Subsidence numerical simulation and formula when 22.5m is tunneled in the left line construction of right line to estimate
Comparison diagram.
Specific embodiment
The present invention is further explained in the light of specific embodiments.
Land movement analysis method caused by double track tunnel shield-tunneling construction described in the present embodiment, comprising the following steps:
The earth's surface evaluated settlement 1. double track tunnel is constructed
Mainly there are propelling resistance and torque resistance to the active force of surrounding soil in tunneling shield work progress, wherein promoting
Resistance mainly has the friction between face thrust, grouting pressure and shield body and surrounding soil, and torque resistance is mainly by cutterhead
Front friction and the side friction of cutterhead cause.At the same time, shield machine self weight causes the displacement of the periphery soil body to be contemplated that
Into the construction in tunnel.By the Mindlin elementary solution of the displacement deformation of elastic half-space, to caused by double track tunnel construction
Ground settlement is estimated.It is as shown in Figure 1 that face thrust integrates schematic diagram.
The active force for being evenly arranged on face is integrated, soil layer position caused by available single-track tunnel face thrust
It moves:
wh1- vertical displacement
Z=0 is substituted into available in formula (1), what face thrust caused earth's surface is settled into w1q(x,y,0).Big
In most numerical simulations and analytic expression estimation, the general value of face additional thrust is in ± 20kpa.For soil pressure balance shielding
Structure construction, provides empirical equation in the case where comprehensively considering various construction factors:
Wherein:
The thrust that Δ p '-notch incision soil body generates, value range 10-25kpa；
Eu- the soil body does not drain elasticity modulus, and value is (36~80) Es0.1-0.2；
Es0.1-0.2- compression modulus (MPa)；
V-shield machine driving speed (cm/min)；
W-cutterhead revolving speed (r/min)；
The silent part width number of k-cutterhead；
D-cutter diameter；
ξ-cutterhead aperture opening ratio (%)；
Shield lateral forces schematic diagram is as shown in Figure 2.
To being integrated on shield length direction, available single line shield body friction to the displacement expression formula of surrounding soil such as
Under:
Wherein:
wh1(x-W-l, y, z, r, θ, f)-vertical displacement
The frictional force of f-shield body and surrounding soil；
Shield cutter front and lateral forces schematic diagram are as best shown in figures 3 a and 3b.
Vertical and horizontal component on any tool position can be indicated by following formula:
α=φ+2k π/n (12)
Wherein:
p1The maximal friction that distalmost end is subject to above-each width cutter；
p2- cutterhead side is considered by uniformly distributed frictional force；
Pv-Vertical Concentrated Force；
The horizontal concentrated force of ph-；
φ-is cutterhead entrance angle；
N-is cutter width number；
K-is kth width cutter；
T1- cutterhead front friction torque；
T2- disk periphery friction torque；
T3Torque required for-knife cutting dregs；
Shield weight distribution schematic diagram is as shown in Figure 4.
Soil body evaluated settlement expression formula caused by available gravity is integrated in the longitudinal direction are as follows:
Wherein:
wv2(x-W-l, y, z, R, θ, Psin θ)-any one gravity is evenly distributed with force component PiCaused displacement component, i are certainly
So number；
Weight component at P-tunnel axis；
It is superimposed the result that Mindlin displacement calculation comes out and is greater than real data in face rear calculated value, therefore, more
Close to the soil layer in tunnel, the influence that the space between section of jurisdiction and shield settles the soil body is bigger, is calculated based on formula
As a result error is bigger between reality.In conclusion it is known that constructing tunnel during caused by be settled into numerous constructions because
Element with ground loss caused by sedimentation and.
2. the foundation of numerical model
The stratum and mechanical parameters that shield section uses are as shown in the table:
Model carries out model using FLAC 3D finite difference software, and the soil body and slip casting are solid element, using a mole coulomb
Elastic-plastic model, shield shell and lining cutting are simulated using shell unit, are isotropic elasticity material.
Double-circuit tunnel model is established, gravity is applied to model, so that model is reached balance under the action of self-weight, obtains mould
The original self-weight stress field of type resets the stress field of model.Then tunnel is excavated, the every ring width in tunnel is 1.5m, tool
Body excavation step is as follows:
2.1: excavating out the soil body 1.5m within Grouting Circle and shield is simulated to the even distributed force of excavation face application -0.3Mpa
Face thrust, be simplified to four width cutting dies and intend knife cutting torque, and apply side on the soft layer of backbreaking of cutterhead side
Friction applies even distributed force on shield shell to simulate jacking force for overcoming the part to rub between shield shell and the soil body, under shield shell
End applies shield self gravity, runs certain time step.The method of determination of time step carries out runin digging before excavating, determines shield
The displacement of the top soil body is the time step no more than tunnel surrounding soil activity gap at tunnel axis in tunneling process, around tunnel
Movable gap value UiIt is estimated by following formula:
Wherein:
For measure removal mean boundary stress after the soil body shear strength；
Eu,cu,vu- it is respectively elasticity modulus native under und rained condition, modulus of shearing, Poisson's ratio；
γ-soil bulk density；2.2: shield shield shell, the disturbed soil for being thickness 7cm outside shield shell, soil are installed outside Grouting Circle
The physical parameter of layer is the reduction soil layer of same layer, promotes 3 rings thus；
2.3: at 6~7.5m of face, removing shield shell and soft layer of backbreaking, and 0.2Mpa is applied to soil layer
Grouting pressure, run certain time step；
2.4: removal grouting pressure, the soil layer weakened at this time have obtained the reinforcing of slurries, give the slip casting soil body and reduction at this time
Layer assignment generates grouting layer, runs certain time step；
2.5: shield shell is detached from the grouting layer solidified, installs section of jurisdiction to tunnel at this time, section of jurisdiction is laid with cyclization can be with lining
Block bears resistance to shear of soil together, with shell unit simulation lining cutting, and runs certain time step.
3. stratum deformation law-analysing
It carries out single line and two-wire respectively to tunnel while excavating, simulate what soil body sedimentation in tunnel excavating process gradually formed
Process.Wherein the maximum protuberance in tunnel occurs in tunnel bottom, and maximum settlement occurs at tunnel top axis.Tunnel front end without
Retaining portion simulation tunnel cutterhead is backbreak movement of the part under Earth Pressure Around, and housing parts simulate shield to the soil of movement
The support action of body, slip casting rear slurry solidify the support action that the concrete structure to be formed undertakes a part.The shell of shield end
Body is that the lining cutting in tunnel is simulated, and lining cutting is mated formation after the completion as the soil pressure around the structure division receiving tunnel in tunnel.
Asynchronous excavation is used to tunnel, tunnel subsidence is not the identical bilateral symmetry in both sides, and the left threaded list road first excavated exists
Shield machine construction is completed, and total weight mitigates in tunnel, can be swelled slightly under soil pressure.Right line is excavated at this time, and right line is being applied
The left line of settling ratio is more below work operating condition, and therefore, for left line compared with right line, the tunnel subsidence in construction is more heavy than the tunnel deposited
Drop is big.
4. evaluated settlement and numerical simulation compare
Sedimentation expression formula estimate and compare with the ground settlement curve of numerical simulation to surface subsidence.Using each
Sedimentation expression formula caused by construction factor is integrated and is obtained the Longitudinal Settlement and Transverse Subsidence curve of single-track tunnel earth's surface, and
After numerical simulation result comparison, discovery both sides' curvilinear trend is coincide, and size is almost the same.Single constructing tunnel sedimentation is superimposed to estimate
Operator expression formula obtain curve as subsidence curve caused by synchronous construction and finite difference comparison subsider it is wider, settle it is bigger.
For the subsidence curve of asynchronous construction, formula estimation algorithm is constructed according to conservative approach by first construction tunnel ground loss curve and afterwards
The subsidence curve in tunnel is superimposed, and finite difference modelling is the results show that in operation, and rear construction tunnel is under the influence of having deposited tunnel
Sedimentation increases, mobile toward the left side at superimposed curve maximum settlement.
We are using No. three mountain of the line Milky Way-five stations of Guangzhou Underground as engineering background below, to each execution conditions, engineering equipment,
Geological conditions is analyzed, and the composition size of each factor of shield-tunneling construction is obtained based on Rankine's earth pressure theory, using FLAC 3D
Software establishes finite difference simulator.Single tunnel excavation is carried out to model respectively in numerical model space, double track tunnel is opened simultaneously
It digs, left line excavates right line after the completion of excavating, soil body situation of movement caused by being constructed by simulation result analysis.Consider ground
Matter condition is modified analytical expression caused by ground loss, in conjunction with the construction obtained based on Mindlin displacement solution it is each because
Ground settlement expression formula caused by element has estimated ground settlement caused by each construction method and and Numerical-Mode in numerical simulation background
Quasi- result compares, and verifies the reliability of method for numerical simulation and expression formula estimation.It is specific as follows:
1. with classical mathematics, mechanics answer and Mindlin displacement solution to face thrust, cutter head torque, grouting pressure,
Sedimentation caused by shield body friction, shield gravity these construction factors is calculated, and is obtained to reflect and is joined between soil property and subsider
The theoretical semiempirical formula of with strong applicability half of system carrys out ground settlement caused by comprehensive analysis single line shield-tunneling construction disturbs.With
Principle of stacking takes the left line and right line of construction disturbance influence into consideration, obtains the earth's surface construction settlement expression of two-wire while driving
Formula.Ground loss is stablized into the ground settlement after the completion of ground settlement after Smax is constructed as left line, and is considered with right line
Ground settlement caused by construction disturbance is overlapped, and obtains the ground settlement field of the asynchronous driving in left and right.
2. determine shield tunnelling parameters according to engineering geological condition from Rankine's earth pressure theory, by construction parameter Lai
The soil layer of the final type selecting for determining shield machine, model divides and physical size is as shown in Figure 5.It is established based on determining construction parameter
Numerical model carries out numerical value excavation in the model space according to specific construction procedure, refines construction simulation process.
3. being analyzed based on five mountain double track tunnel engineering of Angiostrangylus cantonensis-, practice of construction geological conditions, equipment etc. are considered
Determine the load of numerical simulation, the size of structural model, the parameters for numerical simulation such as step number of excavation.By to established FLAC
3D model is analyzed, and the vertically movable and transverse shifting for obtaining each soil layer is regular, as shown in Fig. 6 a~6j.
4. studying, two-wire is synchronous to be excavated, and two-wire asynchronous excavates the land movement for causing periphery, public to estimation using Matlab
Formula carries out integral calculation, and finite difference modelling result and ground settlement estimation result are compared, and summarizes its characteristic rule,
As shown in Fig. 7 a~7f.It can be seen that single line construction, two-wire simultaneously construct, two-wire asynchronous construction formula estimation result with have
The analog result of limit difference is consistent, and also demonstrates the reliability of formula estimation algorithm and Method for Numerical.
Embodiment described above is only the preferred embodiments of the invention, and but not intended to limit the scope of the present invention, therefore
All shapes according to the present invention change made by principle, should all be included within the scope of protection of the present invention.
Claims (1)
1. land movement analysis method caused by double track tunnel shield-tunneling construction, which comprises the following steps:
1) double track tunnel construction earth's surface evaluated settlement
Mainly there are propelling resistance and torque resistance to the active force of surrounding soil in tunneling shield work progress, wherein propelling resistance
Mainly there is the friction between face thrust, grouting pressure and shield body and surrounding soil, torque resistance is mainly by cutterhead front
The friction of the side of friction and cutterhead causes, and at the same time, shield machine self weight causes the displacement of the periphery soil body to be contemplated that tunnel
In the construction in road, by the Mindlin elementary solution of the displacement deformation of elastic half-space, earth's surface caused by constructing to double track tunnel
Sedimentation is estimated；
The active force for being evenly arranged on face is integrated, soil movement caused by single-track tunnel face thrust is obtained:
wh1- vertical displacement
Z=0 is substituted into available in formula (1), what face thrust caused earth's surface is settled into w1q(x, y, 0), most of
Numerical simulation and analytic expression estimation in, the usual value of face additional thrust applies earth pressure balanced shield, EPBS in ± 20kpa
Work provides empirical equation in the case where comprehensively considering various construction factors:
Wherein:
The thrust that Δ p '-notch incision soil body generates, value range 10-25kpa；
Eu- the soil body does not drain elasticity modulus, and value is (36~80) Es0.1-0.2；
Es0.1-0.2- compression modulus；
V-shield machine driving speed；
W-cutterhead revolving speed；
The silent part width number of k-cutterhead；
D-cutter diameter；
ξ-cutterhead aperture opening ratio；
To integrating on shield length direction, it is as follows to the displacement expression formula of surrounding soil to obtain the friction of single line shield body:
Wherein:
wh1(x-W-l, y, z, r, θ, f)-vertical displacement
The frictional force of f-shield body and surrounding soil；
Vertical and horizontal component on any tool position is indicated by following formula:
α=φ+2k π/n (12)
Wherein:
p1The maximal friction that distalmost end is subject to above-each width cutter；
p2- cutterhead side is considered by uniformly distributed frictional force；
Pv-Vertical Concentrated Force；
The horizontal concentrated force of ph-；
φ-is cutterhead entrance angle；
N-is cutter width number；
K-is kth width cutter；
T1- cutterhead front friction torque；
T2- disk periphery friction torque；
T3Torque required for-knife cutting dregs；
Integral obtains soil body evaluated settlement expression formula caused by gravity in the longitudinal direction are as follows:
Wherein:
wv2(x-W-l, y, z, R, θ, Psin θ)-any one gravity is evenly distributed with force component PiCaused displacement component, i are nature
Number；
Weight component at P-tunnel axis；
It is superimposed the result that Mindlin displacement calculation comes out and is greater than real data in face rear calculated value, it is therefore, closer
The soil layer in tunnel, the influence that the space between section of jurisdiction and shield settles the soil body is bigger, the result calculated based on formula
Error is bigger between reality, therefore numerous construction factors and soil body damage are settled into caused by being able to know that constructing tunnel in the process
Lose caused by sedimentation and；
2) foundation of numerical model
Model carries out model using FLAC 3D finite difference software, and the soil body and slip casting are solid element, is moulded using mole coulomb bullet
Property model, shield shell and lining cutting are simulated using shell unit, are isotropic elasticity material；
Double-circuit tunnel model is established, gravity is applied to model, model is made to reach balance under the action of self-weight, obtains model original
Beginning self-weight stress field resets the stress field of model；Then tunnel is excavated, specific excavation step is as follows:
2.1) soil body within Grouting Circle is excavated out, preset even distributed force is applied to excavation face, simulates the face thrust of shield,
It is simplified to four width cutting dies and intends knife cutting torque, and apply side friction on the soft layer of backbreaking of cutterhead side, on shield shell
Apply even distributed force to simulate jacking force for overcoming the part to rub between shield shell and the soil body, applies shield itself in shield shell lower end
Gravity, runs preset time step, and the method for determination of time step carries out runin digging before excavating, determines tunnel in shield tunneling process
The displacement of the top soil body is the time step no more than tunnel surrounding soil activity gap, movable gap value U around tunnel at axisiBy
Formula is estimated below:
Wherein:
For measure removal mean boundary stress after the soil body shear strength；
Eu,cu,vu- it is respectively elasticity modulus native under und rained condition, modulus of shearing, Poisson's ratio；
γ-soil bulk density；
2.2) shield shield shell is installed outside Grouting Circle, is disturbed soil outside shield shell, the physical parameter of soil layer is the reduction soil of same layer
Layer；
2.3) shield shell and soft layer of backbreaking at face preset value, are being removed, and setting is applied to soil layer and is infused
Pressure is starched, default time step is run；
2.4) grouting pressure is removed, the soil layer weakened at this time has obtained the reinforcing of slurries, assigns at this time to the slip casting soil body and reduction layer
Value generates grouting layer, runs default time step；
2.5) shield shell is detached from the grouting layer solidified, installs section of jurisdiction to tunnel at this time, section of jurisdiction is laid with cyclization can be with lining cutting one
It rises and bears resistance to shear of soil, with shell unit simulation lining cutting, and run default time step；
3) stratum deformation law-analysing
It carries out single line and two-wire respectively to tunnel while excavating, simulate the soil body in tunnel excavating process and settle the mistake gradually formed
Journey, wherein the maximum protuberance in tunnel occurs in tunnel bottom, and maximum settlement occurs at tunnel top axis, and tunnel front end is without branch
Shield partial simulation tunnel cutterhead is backbreak movement of the part under Earth Pressure Around, and housing parts simulate shield to the soil body of movement
Support action, slip casting rear slurry solidify the concrete structure to be formed undertake a part support action, the shell of shield end
It is simulated for the lining cutting in tunnel, lining cutting is mated formation after the completion as the soil pressure around the structure division receiving tunnel in tunnel；
Asynchronous excavation is used to tunnel, tunnel subsidence is not the identical bilateral symmetry in both sides, and the left threaded list road first excavated is in shield
Machine construction is completed, and total weight mitigates in tunnel, can swell slightly under soil pressure, excavates right line at this time, right line is in construction work
The left line of settling ratio is more below condition, and therefore, left line is compared with right line, and the tunnel subsidence in construction is than the tunnel subsidence deposited
Greatly；
4) evaluated settlement and numerical simulation compare
Sedimentation expression formula estimate and compare with the ground settlement curve of numerical simulation to surface subsidence；Use each construction
Sedimentation expression formula caused by factor is integrated and is obtained the Longitudinal Settlement and Transverse Subsidence curve of single-track tunnel earth's surface, and with number
It is worth analog result comparison, discovery both sides' curvilinear trend is coincide；It is superimposed single constructing tunnel evaluated settlement expression formula and obtains curve conduct
Subsidence curve caused by synchronous construction and finite difference comparison subsider are wider, settle bigger；It is bent for the sedimentation of asynchronous construction
First construction tunnel ground loss curve is superimposed by line, formula estimation algorithm according to conservative approach with the subsidence curve of rear construction tunnel,
The results show that in operation, rear construction tunnel settles increase, superimposed song under the influence of having deposited tunnel for finite difference modelling
It is mobile toward the left side at line maximum settlement.
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| CN107330191B (en) * | 2017-06-30 | 2021-02-05 | 暨南大学 | Numerical simulation analysis method for influence of underground water on subway shield tunnel construction |
| CN109948303A (en) * | 2019-04-16 | 2019-06-28 | 广东华坤建设集团有限公司 | The beach such as mud shallow water location energy conservation and environmental protection pipeline laying construction analysis method |
| CN110046470A (en) * | 2019-05-13 | 2019-07-23 | 湖南大学 | A kind of shield driving causes ground settlement method for determination of amount after work |
| CN110059448B (en) * | 2019-05-22 | 2021-08-27 | 中南大学 | Shield excavation surface settlement prediction method considering cutter head extrusion stratum deformation |
| CN113361151B (en) * | 2020-03-06 | 2023-02-28 | 宏润建设集团股份有限公司 | Analysis and evaluation method for shield underpass construction |
| CN112131648B (en) * | 2020-09-27 | 2023-04-25 | 中铁十五局集团有限公司 | Surface subsider correction method based on three-dimensional mirror theory and exponential function |
| CN112800530B (en) * | 2021-03-29 | 2021-07-27 | 中国科学院武汉岩土力学研究所 | Digital data processing method for reinforcing stress strain of broken soft surrounding rock face |
| CN113255990A (en) * | 2021-05-21 | 2021-08-13 | 上海隧道工程有限公司 | Real-time prediction system and method for soil quality of excavation surface in tunnel construction by shield method |
| CN114417454B (en) * | 2021-12-17 | 2024-04-02 | 中铁十五局集团有限公司 | Method for predicting deep soil displacement field of overlapping tunnel based on different excavation paths |
| CN114876471B (en) * | 2022-07-05 | 2022-09-09 | 中铁四局集团有限公司北京分公司 | Pipe jacking construction method for waterless sand layer |
| CN115438415B (en) * | 2022-09-19 | 2023-09-08 | 中交三航局第三工程有限公司 | Construction method for shield up-span high-pressure oil pipeline |
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