CN107330194A - The Numerical Analysis methods that Shield Tunneling influences on neighbouring multi-column pier foundation - Google Patents

The Numerical Analysis methods that Shield Tunneling influences on neighbouring multi-column pier foundation Download PDF

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CN107330194A
CN107330194A CN201710530270.7A CN201710530270A CN107330194A CN 107330194 A CN107330194 A CN 107330194A CN 201710530270 A CN201710530270 A CN 201710530270A CN 107330194 A CN107330194 A CN 107330194A
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shield tunneling
tunnel
piles
clump
soil
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CN107330194B (en
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袁鸿
黄国军
李善倾
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Jinan University
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Abstract

The invention discloses the Numerical Analysis methods that a kind of Shield Tunneling influences on neighbouring multi-column pier foundation, methods described includes：The numerical model that Shield Tunneling influences on surrounding soil is set up, the parameter to the earth's surface soil body, the tunnel side soil body is analyzed, obtain influence situation of the tunnel excavation to surrounding soil；The numerical model that Shield Tunneling influences on neighbouring multi-column pier foundation is set up, each parameter of a clump of piles during tunnel excavation and after end is analyzed, influence situation of the position to each parameter of a clump of piles of each pile foundation is obtained；Stake by changing a clump of piles is long, stake spacing, and each parameter of a clump of piles during tunnel excavation is analyzed, and obtains that stake in a clump of piles is long and influence situation of the stake spacing to each pile foundation during tunnel excavation；Neighbouring multi-column pier foundation in actual Shield Tunneling engineering is protected.The present invention obtains influence situation of the Shield Tunneling to neighbouring multi-column pier foundation by sunykatuib analysis, can be widely applied in actual Shield Tunneling engineering.

Description

The Numerical Analysis methods that Shield Tunneling influences on neighbouring multi-column pier foundation
Technical field
The present invention relates to a kind of Numerical Analysis methods, especially a kind of Shield Tunneling is to neighbouring multi-column pier foundation shadow Loud Numerical Analysis methods, belong to the analysis field that shield-tunneling construction influences on neighbouring multi-column pier foundation.
Background technology
In the last few years, as economic is become increasingly prosperous, the Chinese level of urbanization achieves larger breakthrough.As it is new when One of the vehicles in generation, subway is improving and solved on Urban Traffic Jam Based in occupation of indispensable status.At present, Large-scale subway extension project is still carried out in national each big city in high gear.
In Metro Design and work progress, by real traffic route, municipal pipeline net and existing building basis etc. The limitation of condition, it will usually various complicated engineering problem occur, and in this great number of issues, tunnel excavation is built to closing on The influence problem for building thing multi-column pier foundation is then the most classical.
Currently, in face of the urban architecture environment become increasingly complex, the design planning of city underground circuit just becomes increasingly It is difficult, and building for subway will inevitably proximity or the pile foundation through existing building.The construction of shield tunnel is inevitable Influence can be produced on neighbouring pile foundation, while surrouding rock deformation will have influence on close to buildings clump of piles base caused by constructing tunnel Plinth.Specifically, shield tunnel proximity or during through existing building pile foundation, can cause the soil body around pile foundation to disturb, So as to cause pile foundation to produce additional internal force and additional displacement, cause pile foundation to bend and settle, and then weaken holding for pile foundation Carry power.The diseases such as inclination, the cracking of building can finally be caused, the serious building that can even make of situation topples or Collapse, seriously threaten people life property safety.
Therefore, how during construction of subway, Accurate Prediction shield tunnel construction is to close to buildings multi-column pier foundation Influence, and carries out corresponding safeguard measure in advance, and at utmost reduce that shield tunnel construction produces to Adjacent Buildings is unfavorable Influence, just into current urgent problem, while very important existing to instructing the design and construction in tunnel in future to have Sincere justice.
At present, two-phase classification is generally used on the research method of Adjacent Pile basis influence for tunnel excavation, it is so-called Two-phase classification, the exactly influence Shield Tunneling to neighboring piles are divided into two stage researchs：First stage, then First do not consider influence of the tunnel excavation to pile foundation, but grade method for numerical simulation with finite difference or empirical method is analyzed tunnel and applied Influence of the work to periphery soil layer；Second stage is then on the premise of first stage, the result obtained by first stage As the boundary condition of research, on the metamorphosis of pile foundation periphery soil layer to pile body, only considering the mutual of soil layer and pile foundation Effect, and with internal force and the deformation of analytic method, semi analytical method or other Numerical Method Study pile bodies.Although two benches Analytic approach is simple to operate, the easy left-hand seat of researcher, but this method do not account for it is mutual between the soil body, pile foundation and tunnel Effect, the result drawn does not reflect that tunnel excavation, to the dynamic effects of neighboring piles, can't be answered extensively in Practical Project Use in Practical Project.
The content of the invention
The invention aims to solve the defect of above-mentioned prior art there is provided a kind of Shield Tunneling to neighbouring The Numerical Analysis methods of multi-column pier foundation influence, this method can obtain Shield Tunneling to neighbouring group by sunykatuib analysis The influence situation of pile foundation, so as to be protected to the neighbouring multi-column pier foundation in actual Shield Tunneling engineering.
The purpose of the present invention can be reached by adopting the following technical scheme that：
The Numerical Analysis methods that Shield Tunneling influences on neighbouring multi-column pier foundation, methods described includes following step Suddenly：
S1, the numerical model that Shield Tunneling influences on surrounding soil is set up, by numerical simulation and Peck empirical equations Obtained earth's surface soil body subsider is calculated to be compared, and horizontal displacement to the earth's surface soil body, the tunnel side soil body it is vertical Displacement and horizontal displacement are analyzed, and obtain influence situation of the tunnel excavation to surrounding soil；
S2, the numerical model that Shield Tunneling influences on neighbouring multi-column pier foundation is set up, to during tunnel excavation and tunnel Clump of piles vertical displacement, clump of piles horizontal displacement, clump of piles axial stress and the clump of piles shearing stress that road excavates after terminating are analyzed, and are obtained Terminate the position of rear each pile foundation to vertical displacement, horizontal displacement, axial stress, shearing stress with tunnel excavation during tunnel excavation Influence situation；
S3, the stake by changing a clump of piles are long, stake spacing, to the clump of piles vertical displacement during tunnel excavation, clump of piles level Displacement, clump of piles axial stress and clump of piles shearing stress are analyzed, and obtain that stake in a clump of piles is long and stake spacing is opened in tunnel each pile foundation Influence situation during digging；
It is each after terminating during S4, the influence situation according to tunnel excavation to surrounding soil, tunnel excavation with tunnel excavation The position of pile foundation is to vertical displacement, horizontal displacement, axial stress, the influence situation of shearing stress, and stake is long between stake in a clump of piles Away from the influence situation to each pile foundation during tunnel excavation, the neighbouring multi-column pier foundation in actual Shield Tunneling engineering is entered Row protection.
Further, it is described to set up the numerical model that Shield Tunneling influences on surrounding soil in step S1, specific bag Include：
S11, the geological layering according to shield tunnel construction section, choose the material parameter of each soil layer；
S12, the boundary condition by the fix order restricted models in FLAC3D softwares；
S13, by set grav orders in FLAC3D softwares to stratum assignment gravity, and set inside soil model from Weight stress, makes stratum reach initial balance；
S14, using FLAC3D finite difference calculus, take the direction of advance that Y-axis positive direction is Shield Tunneling, earth's surface it is outer Normal direction is Z axis positive direction, and horizontal plane right direction is X-axis positive direction, and tunnel is simulated, soil model is set up；
S15, the material parameter according to each soil layer, the boundary condition of model and weight stress, by FLAC3D softwares Solve orders, make the original state of soil model reach balance；
S16, Shield Tunneling is simulated, obtain the numerical model that Shield Tunneling influences on surrounding soil.
Further, it is described that Shield Tunneling is simulated in step S16, specifically include：
A, using the shell unit simulation supporting units in FLAC3D softwares, advance support is carried out to shield tunneling；
B, using the null units in FLAC3D softwares progressively excavation simulation is carried out to tunnel, if y=0 is excavation face, often Step excavates forward the lining element length of 2m, i.e., two；
C, after a step has been excavated, carry out next step excavation before, equally carry out advance support；Now, previous step is removed Advance support, while watering concrete lining and grouting layer；
D, repeat step a~c, until Shield Tunneling is completed.
Further, the material parameter of each soil layer includes thickness h, bulk modulus K, shear modulus G, internal friction angle With cohesive strength C, the material of the advance support, concrete lining and grouting layer includes thickness h, bulk modulus K, shear modulus G With severe γ；The bulk modulus K and shear modulus G are converted by following formula：
Wherein, E represents modulus of elasticity, and v represents Poisson's ratio.
Further, in the soil model, the soil body is simulated using brick units, and tunnel uses cylinder units To simulate, lining cutting and grouting layer are simulated using shell units, and the soil body of tunnel perimeter is using radcylinder units come mould Intend.
Further, it is described to set up the numerical model that Shield Tunneling influences on neighbouring multi-column pier foundation, tool in step S2 Body includes：
S21, according to shield tunnel construction section, choose a clump of piles cushion cap and pile foundation material and its parameter；
S22, using FLAC3D finite difference calculus, take the direction of advance that Y-axis positive direction is Shield Tunneling, earth's surface it is outer Normal direction is Z axis positive direction, and horizontal plane right direction is X-axis positive direction, tunnel and a clump of piles is simulated, and make cushion cap top surface Flushed with earth's surface, set up soil under pile model；
S23, row constraint entered by fix orders in FLAC3D softwares；
S24, Shield Tunneling is simulated, obtain the Numerical-Mode that Shield Tunneling influences on neighbouring multi-column pier foundation Type.
Further, it is described that Shield Tunneling is simulated in step S24, specifically include：
Before a, excavation, initial field stress balance is carried out to model, i.e., by this preceding soil caused by soil layer, pile foundation self gravitation Displacement body is reset；
B, using the shell unit simulation supporting units in FLAC3D softwares, advance support is done to shield tunneling；
C, using the null units in FLAC3D softwares progressively excavation simulation is carried out to tunnel, if y=0 is excavation face, often Step excavates forward the lining element length of 2m, i.e., two；
D, after a step has been excavated, carry out next step excavation before, need to equally carry out advance support；Now, previous step is removed Advance support, while watering concrete lining and grouting layer；
E, repeat step b~d, until Shield Tunneling is completed.
Further, the cushion cap material of the clump of piles uses C40 concretes, and the pile foundation material of the clump of piles uses C30 concretes, a clump of piles Cushion cap and pile foundation material parameter include bulk modulus K, shear modulus G, Poisson's ratio υ and severe γ；The advance support, coagulation The material parameter of native lining cutting and grouting layer includes thickness h, bulk modulus K, shear modulus G and severe γ；The bulk modulus K and Shear modulus G is converted by following formula：
Wherein, E represents modulus of elasticity, and v represents Poisson's ratio.
Further, in the soil under pile model, the soil body is simulated using brick units, and tunnel and pile element are used Cylinder units are simulated, and lining cutting and grouting layer are simulated using shell units, the soil body of pile foundation support table and tunnel perimeter is adopted Simulated with radcylinder units.
Further, in the numerical model that the Shield Tunneling influences on surrounding soil, the constitutive model of the soil body is adopted With mole-coulomb model, the soil body and lining cutting are simulated using solid element；
In the numerical model that the Shield Tunneling influences on neighbouring multi-column pier foundation, the constitutive model of the soil body, which is used, to rub That-coulomb model, the constitutive model of pilework uses isotropic elastic model, and the soil body, lining cutting and pile element are using real Body unit is simulated.
The present invention has following beneficial effect relative to prior art：
The inventive method obtains tunnel after analysis by setting up the numerical model that Shield Tunneling influences on surrounding soil Road excavates the influence situation to surrounding soil, by setting up the numerical model that Shield Tunneling influences on neighbouring multi-column pier foundation, Obtain terminating the position of rear each pile foundation to vertical displacement, horizontal displacement, axle with tunnel excavation during tunnel excavation after analysis To stress, the influence situation of shearing stress, then the stake by changing a clump of piles is long, stake spacing, to the clump of piles during tunnel excavation Each parameter is analyzed, and obtains that stake in a clump of piles is long and influence situation of the stake spacing to each pile foundation during tunnel excavation；To reality Neighbouring multi-column pier foundation in the Shield Tunneling engineering of border is protected.
Brief description of the drawings
Fig. 1 is the Numerical Analysis methods flow chart of the embodiment of the present invention.
Fig. 2 is the tunnel structure schematic diagram of the embodiment of the present invention.
Fig. 3 is the soil model boundary condition schematic diagram of the embodiment of the present invention.
Fig. 4 is the soil model figure of the embodiment of the present invention.
Fig. 5 is the maximal unbalanced force convergence graph of soil model of the embodiment of the present invention.
Fig. 6 a are the schematic diagram of the step of tunnel excavation one of the embodiment of the present invention.
Fig. 6 b are the schematic diagram of the advance support of the embodiment of the present invention.
Slip castings and liner supporting schematic diagram of Fig. 6 c for the embodiment of the present invention.
Fig. 7 a are the tunnel lateral direction subsider schematic diagram after the Shield Tunneling of the embodiment of the present invention.
Fig. 7 b are the tunnel Longitudinal Settlement groove schematic diagram after the Shield Tunneling of the embodiment of the present invention.
Fig. 8 sinks for the earth's surface soil body that the numerical simulation result of the embodiment of the present invention is obtained with Peck empirical equation result of calculations The comparison diagram of groove drops.
Fig. 9 is the earth's surface soil body the drift displacement curve figure of the embodiment of the present invention.
Figure 10 is the soil body vertical displacement curve map at X=-3m of the embodiment of the present invention.
Figure 11 is the earth horizontal displacement curve map at X=-3m of the embodiment of the present invention.
Figure 12 is the soil under pile model schematic of the embodiment of the present invention.
Figure 13 a are a clump of piles in the soil under pile model of the embodiment of the present invention and the general perspective view of tunnel location relation.
Figure 13 b are a clump of piles in the soil under pile model of the embodiment of the present invention and tunnel location relation side perspective view.
Figure 14 a are the front perspective view of the soil under pile model boundary condition of the embodiment of the present invention.
Figure 14 b are the top view of the soil under pile model boundary condition of the embodiment of the present invention.
Figure 15 is a certain step digging process figure of soil under pile model of the embodiment of the present invention.
Figure 16 a are to calculate Shield Tunneling using two-phase method and method for numerical simulation to cause neighbouring multi-column pier foundation front-seat Stake A11 and the comparison diagram of rear campshed B12 vertical displacements.
Figure 16 b are to calculate Shield Tunneling using two-phase method and method for numerical simulation to cause neighbouring multi-column pier foundation front-seat Stake A11 and rear campshed B12 axial stresses comparison diagram.
Figure 17 a for the embodiment of the present invention Shield Tunneling to a half clump of piles vertical displacement figure；
Figure 17 b are the vertical displacement figure of the complete rear clump of piles of Shield Tunneling of the embodiment of the present invention.
Figure 18 a for the embodiment of the present invention Shield Tunneling to a half clump of piles horizontal displacement figure；
Figure 18 b are the horizontal displacement figure of the complete rear clump of piles of Shield Tunneling of the embodiment of the present invention.
Figure 19 a for the embodiment of the present invention Shield Tunneling to half clump of piles axial stress figure；
Figure 19 b are the complete rear clump of piles axial stress figure of Shield Tunneling of the embodiment of the present invention.
Figure 20 a for the embodiment of the present invention Shield Tunneling to half clump of piles shearing stress figure；
Figure 20 b are the complete clump of piles shearing stress figure of Shield Tunneling of the embodiment of the present invention.
Figure 21 a for the embodiment of the present invention stake it is long be 17m, 20m and 23m respectively when a clump of piles in Shield Tunneling process In before campshed A11 vertical displacement figure；
Figure 21 b for the embodiment of the present invention stake it is long be 17m, 20m and 23m respectively when a clump of piles in Shield Tunneling process In after campshed B12 vertical displacement figure.
Figure 22 a for the embodiment of the present invention stake it is long be 17m, 20m and 23m respectively when a clump of piles in Shield Tunneling process In before campshed A11 horizontal displacement figure；
Figure 22 b for the embodiment of the present invention stake it is long be 17m, 20m and 23m respectively when a clump of piles in Shield Tunneling process In after campshed B12 horizontal displacement figure.
Figure 23 a for the embodiment of the present invention stake it is long be 17m, 20m and 23m respectively when a clump of piles in Shield Tunneling process In before campshed A11 axial stress figure；
Figure 23 b for the embodiment of the present invention stake it is long be 17m, 20m and 23m respectively when a clump of piles in Shield Tunneling process In after campshed B12 axial stress figure.
Figure 24 a for the embodiment of the present invention stake it is long be 17m, 20m and 23m respectively when a clump of piles in Shield Tunneling process In before campshed A11 shearing stress figure；
Figure 24 b for the embodiment of the present invention stake it is long be 17m, 20m and 23m respectively when a clump of piles in Shield Tunneling process In after campshed B12 shearing stress figure.
Clump of piles when Figure 25 a are 3m, 4m and 5m respectively for the stake spacing of the embodiment of the present invention is in Shield Tunneling process In before campshed A11 vertical displacement figure；
Clump of piles when Figure 25 b are 3m, 4m and 5m respectively for the stake spacing of the embodiment of the present invention is in Shield Tunneling process In after campshed B12 vertical displacement figure.
Clump of piles when Figure 26 a are 3m, 4m and 5m respectively for the stake spacing of the embodiment of the present invention is in Shield Tunneling process In before campshed A11 horizontal displacement figure；
Clump of piles when Figure 26 b are 3m, 4m and 5m respectively for the stake spacing of the embodiment of the present invention is in Shield Tunneling process In after campshed B12 horizontal displacement figure.
Clump of piles when Figure 27 a are 3m, 4m and 5m respectively for the stake spacing of the embodiment of the present invention is in Shield Tunneling process In before campshed A11 axial stress figure；
Clump of piles when Figure 27 b are 3m, 4m and 5m respectively for the stake spacing of the embodiment of the present invention is in Shield Tunneling process In after campshed B12 axial stress figure.
Clump of piles when Figure 28 a are 3m, 4m and 5m respectively for the stake spacing of the embodiment of the present invention is in Shield Tunneling process In before campshed A11 axial stress figure；
Clump of piles when Figure 28 b are 3m, 4m and 5m respectively for the stake spacing of the embodiment of the present invention is in Shield Tunneling process In after campshed B12 shearing stress figure.
Embodiment
Embodiment：
The present embodiment is by taking No. three line shield tunnel construction section engineerings of Guangzhou Underground as an example, by finite difference software FLAC3D is simulated.
As shown in figure 1, the Numerical Analysis methods that the Shield Tunneling of the present embodiment influences on neighbouring multi-column pier foundation, Comprise the following steps：
1) numerical model that Shield Tunneling influences on surrounding soil is set up, by numerical simulation and Peck empirical equation meters Obtained earth's surface soil body subsider is compared, horizontal displacement, the vertical displacement of the tunnel side soil body to the earth's surface soil body and Horizontal displacement is analyzed, and obtains influence situation of the tunnel excavation to surrounding soil；
1.1) numerical model that Shield Tunneling influences on surrounding soil is set up
Shield construction causes the reason for soil body sedimentation mainly has following two aspects.During one is Shield Tunneling Disturbance is caused to tunnel surrounding soil so that Stratum Loss, surrounding soil is so as to produce sedimentation；After two are Shield Tunneling, The soil body being disturbed before is consolidated again causes the soil body to settle, so as to cause Stratum Loss.
The present embodiment sets up the numerical model that Shield Tunneling influences on surrounding soil, FLAC using FLAC3D softwares (Fast Lagrangian Analysis of Continua) 3D is former using the fast Lagrangian method iteration of continuous media The Three dimensional finite difference software calculated is managed, can preferably simulate and calculate engineering structure in three-dimensional rock mass, the soil body and other media Stress and deformation form.
FLAC3D is relative to other finite element softwares, and its operation interface is more succinct, and easily left-hand seat, main calculation features There are three, it is as follows：
A, plastic failure and Plastic Flow simulated using " mixing discrete method " (Marti and Cundall, 1982), this It is more more accurate than " the discrete Integration Method " that traditional finite element software is used and reasonable；
B, solved using dynamic motion equation, overcome the shakiness on FLAC3D analog physicals during simulation static system Obstacle when determining process numerically；
C, using application of explicit difference method solve the differential equation, especially solve large deformation problem when, small deformation sheet can be used Structure relation, then the deformation of each time step is stacked up, it just can dexterously obtain the solution of large deformation.
When carrying out numerical simulation with FLAC3D, it is necessary to specify three essential parts, i.e.,：Finite Difference Meshes；Material Characteristic and constitutive relation；Border and primary condition, each several part are described in detail as follows：
A, Finite Difference Meshes：For the geometry of defined analysis model.By mesh generator gen, can match, The Local grid generated before connection, ultimately produces required three-dimensional structure grid, grid position by global coordinate system x, Y, z are determined.Grid includes Joint Element, i.e. boundary element, and the interface between different materials can be simulated by this unit Characteristic.
B, material property and constitutive relation：For the mechanical response characteristic of characterization model under external force.In FLAC3D It is 1 excavation model (null) respectively, (isotropic model, transverse direction are each to same for 3 elastic models comprising 12 kinds of material models Property model and Orthotropic Model) and 8 moulding models (Morh-Coulomb models, Drucker-Prager models, should Become hardening/softening modulus method, bilinearity strain hardening/softening Ubiquitous-Joint model, Ubiquitous-Joint model, Double-yield model, Huo Ke- Brownian Model and the Cambridge model of amendment).
C, border and primary condition：For the original state of Definition Model.Including following level of ground water of gravity etc., and can be with Freely set variable gradient.
The numerical model that the Shield Tunneling that the present embodiment is set up influences on surrounding soil, the constitutive model of the soil body is adopted With mole-coulomb model (Mohr-Coulomb Model), the soil body and lining cutting are simulated using solid element, specifically set up Journey includes：
1.1.1) the material parameter of each soil layer
According to the related prospecting data of above-mentioned No. three line shield tunnel construction section engineerings of Guangzhou Underground, the shield tunnel is applied Workshop section's geological layering is followed successively by artificial earth fill, powder cohesive soil, completely decomposed layer, severely-weathered layer and micro- weathered layer from top to bottom.In order to It is convenient to calculate, it is assumed that each soil layer is horizontal homogeneous distribution, wherein the material parameter of each soil layer is as shown in table 1 below.
The material parameter of each soil layer of table 1
In FLAC3D finite-difference programs, main Material Physics parameter is K and G, i.e. bulk modulus and modulus of shearing, and It is not that general elastic modulus E and Poisson's ratio v represent that, so needing to convert E and v, the relation between them is as follows：
Edpth of tunnel (distance of tunnel central axis to surface of stratum) H=17 meters, i.e. tunnel is in soil layer completely decomposed layer Between severely-weathered layer, outer radius R=3 meters of tunnel, tunnel structure is as shown in Figure 2.
1.1.2) boundary condition
Because the edpth of tunnel is shallower, and for the convenience of modeling, so neglecting the tectonic stress on stratum, only considers soil The deadweight of body and the stress on stratum, so that stratum reaches poised state.
The boundary condition of soil model can enter row constraint by fix orders in FLAC3D programs, and do following setting： Normal Constraint is added on tetra- faces of X=-25m, X=25m, Y=0m and Y=50m, fixed constraint is added on Z=-33m faces, Z=17m (upper surface) is free boundary.Soil model boundary condition is as shown in Figure 3.
1.1.3) primary stress
In the process problem of reservoir stress, the present embodiment have ignored the pore water pressure of the soil body, only consider the gravity on stratum, By set grav orders in FLAC3D programs to stratum assignment gravity.If in addition, not applying primary stress, soil to soil layer Body Model can be moved in the presence of self gravitation, until model reaction force just progressivelyes reach balance, and this process is usual Compare and take time.Therefore in addition to stratum assignment gravity, the weight stress inside soil model is there is provision of, makes stratum Reach initial balance.
The primary stress on stratum includes vertical stress σzWith horizontal stress σxAnd σy, can be solved by below equation：
σz=σ0+∑γihi (3)
σx=σy=K0σz (4)
Wherein, σ0For the overload stress (KPa) of surface of stratum, γiFor the severe (KN/m of the i-th layer soil body3)；hiFor i-th layer The thickness (m) of the soil body；K0For coefficient of earth pressure of soil layer when static.
The severe of soil layer is 18~25KN/m in the soil model3, in order to simplify calculating process, take each layer of native severe For 22KN/m3, earth's surface stress is zero, takes -17m below earth's surface as origin in model, institute is in the hope of Z at the origin of coordinates The gradual change stress in direction is：
σz=σ0+ γ h=-17m × 22KN/m3=-374KPa (5)
Wherein, negative sign represents that this stress is compression.
And X and the stress of Y-direction, take K0=0.5, try to achieve X at the origin of coordinates, the gradual change stress of Y-direction is：
σx=K0σz=-0.5 × 374KPa=-187KPa (6)
σy=K0σz=-0.5 × 374KPa=-187KPa (7)
Soil pressure gradient grad calculation formula are as follows：
Wherein, σ1For stratum bottom stress (KPa)；H is the height (m) on stratum.
The stress for trying to achieve stratum bottom Z-direction by formula (3) is：
σ1=σ0+ γ h=-50m × 22KN/m3=-1100KPa (9)
Trying to achieve soil pressure gradient by formula (8) is：
1.1.4) the division of model meshes
When setting up soil model with FLAC3D finite difference calculus, the advance side that Y-axis positive direction is Shield Tunneling is taken To the length of simulation is 50m, and the exterior normal direction of earth's surface is Z axis positive direction, and the length of simulation is 50m, and horizontal right direction is X-axis positive direction, the length of simulation is 50m.Tunnel outer radius be 3m (wherein inside radius is 2.7m, and lining cutting thickness degree is 0.25m, Grouting layer thickness is 0.05m).In addition, the soil body is simulated using brick units in the soil model, tunnel uses cylinder Unit is simulated, and lining cutting and grouting layer simulated using shell units, and the soil body of tunnel perimeter uses radcylinder units To simulate；Whole soil model one has 140000 grid cells, 146931 node units, as shown in Figure 4.
1.1.5) the initial balance on stratum
After soil model is established, also according to the material parameter of the soil body before this, the boundary condition of model and initially should Power makes the original state of model reach balance, and the general solve orders by FLAC3D programs of this process are performed, by one After timing is walked, the out-of-balance force of the soil body slowly reduces, when the ratio of out-of-balance force and loading force is less than 1%, then it is assumed that system Poised state is reached；By calculating, the maximal unbalanced force convergence graph of the soil model is as shown in Figure 5.
1.1.6) shield tunnel construction simulation
This time shield tunnel construction simulation also contemplates the shield physical factor such as lining segment and grouting layer, and constructs The construction technologies such as front jacking force and advance support in journey.In order to simplify calculating, it is assumed that the size of shield cutter substantially with shield Shell external diameter is equal, and shield tail space can lose the soil body above the shield of part, cause stratum settlement.
During shield-tunneling construction, the space of shield tail generation is typically filled up using instant slip casting method, and after shield tunneling Tunnel cross sectional be generally uneven annular.During equipollent layer is shield tunneling, the soil body around tunnel is because being disturbed Move and backfill to ensure the tunnel cross sectional after excavating into uniform annular toward shield tail space automatically.In actual equipollent layer, there is water Mud, the soil body and both mixtures, physical property are more complicated, therefore, it is necessary to enter to equipollent layer in soil model foundation Row idealization, is allowed to as a homogeneous annular.
Shield support material design parameter is as shown in table 2 below.
The shield support material design parameter of table 2
Detailed shield tunneling step is as follows：
A, using the shell unit simulation supporting units in FLAC3D programs, advance support is carried out to shield tunneling；
B, using the null units in FLAC3D programs progressively excavation simulation is carried out to tunnel, if y=0 is excavation face, often Step excavates forward the lining element length of 2m, i.e., two；
C, after a step has been excavated, carry out next step excavation before, equally carry out advance support；Now, previous step is removed Advance support, while watering concrete lining and grouting layer；
D, repeat step a~c, until Shield Tunneling is completed；The schematic diagram of the step of tunnel excavation one as shown in Figure 6 a, surpasses As shown in Figure 6 b, slip casting and liner supporting schematic diagram are as fig. 6 c for the schematic diagram of preceding supporting.
1.2) earth's surface deformation analysis
Soil model sets up the Numerical-Mode that Shield Tunneling influences on surrounding soil after the completion of Shield Tunneling, that is, The schematic diagram difference of type, its tunnel lateral direction subsider and Longitudinal Settlement groove is as shown in figs. 7 a and 7b.
1.2.1) numerical simulation result is contrasted with Peck empirical equations result of calculation
Explanation is needed exist for, when being calculated using Peck empirical equations, it is most important that to determine ground loss ratio, This is very big on ground settlement result influence after prediction Shield Tunneling.With reference to the prospecting money of the present embodiment shield-tunneling construction section engineering Material and the in the past engineering experience of Shenzhen area tunnel excavation, the present embodiment take the ground loss ratio in tunnel to be=1.5%, tunnel half Footpath is 3m, and edpth of tunnel is 17m, calculates the width parameter=11.75m for obtaining subsider, ground settlement value is finally calculated again, such as Under：
Wherein, δ (x) is settles on channel section, the sedimentation value (m) of earth's surface at tunnel central axis x；VsDamaged for stratum Vector, or be sedimentation groove area (m3/m), Vs=π R2η；R is tunnel radius, and η is ground loss ratio；X is apart from tunnel center line Lateral separation (m)；I is the width parameter (m) of subsider, can be calculated and obtained by below equation：
Wherein, Z is distance (m) of the earth's surface to tunnel center, i.e. tunnel center buried depth；φ rubs for the interior of tunnel surrounding soil Wipe angle.
As shown in figure 8, being passed through for the numerical model numerical simulation result that Shield Tunneling influences on surrounding soil with Peck The comparison diagram for the earth's surface soil body subsider that formula result of calculation is obtained is tested, it can be seen that using FLAC3D finite difference softwares The result of simulation calculates obtained earth's surface soil body subsider shape closely with Peck empirical equations, and Subsidence trend is kissed substantially Close.Wherein, the tunnel excavation of numerical simulation calculation causes earth's surface maximum settlement value to be 12.91mm, and Peck empirical equations are calculated Obtained earth's surface maximum settlement value is 13.56mm.The reason for both produce difference is probably that Peck empirical equations lack theoretical base Plinth, but different parameters are chosen according to shield parameter in Practical Project and Specific construction technique；FLAC3D finite differences Software is partial to Utopian state, have ignored the error that concrete operations are produced in Practical Project.Therefore research shield tunnel is opened The result of both approaches should be combined by digging the influence to ground settlement, so just can be closer to the actual sedimentation value of engineering.
1.2.2) caused surface horizontal displacement after tunnel excavation
As shown in figure 9, the earth's surface earth horizontal displacement of the numerical model influenceed for Shield Tunneling on surrounding soil is bent Line chart, the section that earth's surface earth horizontal displacement is chosen herein is Y=25m.As seen from the figure, positioned at tunnel both sides the soil body respectively to Opposite direction is moved, i.e., the soil body on the left of tunnel is moved right, and the soil body on the right side of tunnel is to left movement；Above tunnel axis Land movement be 0, illustrate Shield Tunneling cause surface horizontal displacement show tunnel axis greatly centered on line it is symmetrical, The symmetry that mesh generation, constraint are loaded when this may be with numerical modeling is relevant；Earth's surface soil body maximum horizontal displacement value is 5.08mm, apart from tunnel axis 9m.This shows Shield Tunneling to influenceing larger away from the soil body in the range of tunnel axis 1.5D, The soil body influence for being more than 1.5D scopes away from tunnel axis is smaller.
1.3) displacement of the tunnel side soil body
1.3.1) the vertical displacement of the tunnel side soil body
Due to the symmetry of Shield Tunneling model, it is research object, i.e. tunnel side herein to take the tunnel left side soil body The section that the vertical displacement of the soil body is chosen is X=-3m；As shown in Figure 10, it is soil body vertical displacement curve map at X=-3m, from figure In understand, from earth's surface Z=17m down to Z=2m, with the increase of depth residing for landing surface, soil body sedimentation is increasing, but amplification Less, sedimentation maximum is Z=2m, and shift value is -21.5mm；But increase with the continuation of depth, the sedimentation of the soil body subtracts rapidly Small, the vertical displacement of the soil body is approximately 0 at tunnel axis plane；Now, as depth continues to increase, land movement occurs just Value, shows that the soil body starts motion upwards (swelling), protuberance maximum is Z=-2m, and shift value is 7.78mm, hereafter shift value Constantly reduce until being 0；The factor such as grouting pressure, slip casting position can produce shadow to lining segment during shield tunnel construction Ring, cause soil body rising phenomenon.
1.3.2) the horizontal displacement of the tunnel side soil body
As shown in figure 11, the horizontal displacement of the soil body is 2.84mm at X=-3m earth's surfaces, on the occasion of representing towards tunnel axis side To motion；With the increase of depth of stratum, the horizontal displacement of the soil body towards tunnel axis slowly increases, and in tunnel axis plane The shift value at place is maximum, is 13.30mm；In below Z=0, increase with the continuation of depth, earth horizontal displacement is gradually reduced, And have the trend of remote tunnel axis direction motion.
2) numerical model that Shield Tunneling influences on neighbouring multi-column pier foundation is set up, to during tunnel excavation and tunnel Excavate clump of piles vertical displacement, clump of piles horizontal displacement, clump of piles axial stress and clump of piles shearing stress after terminating to be analyzed, obtain tunnel In road digging process and tunnel excavation terminates the position of rear each pile foundation to vertical displacement, horizontal displacement, axial stress, shearing stress Influence situation；
2.1) numerical model that Shield Tunneling influences on neighbouring multi-column pier foundation is set up
The present embodiment is on the basis of the soil model parameter of foundation, and continuation sets up shield with FLAC3D finite difference softwares The model of multi-column pier foundation is worn in structure tunnel side, then by the numerical simulation analysis of Shield Tunneling process, studies tunnel excavation To the influence suffered by a neighbouring clump of piles.
In the numerical model that the Shield Tunneling that the present embodiment is set up influences on neighbouring multi-column pier foundation, this structure of the soil body Model uses isotropic elasticity using mole-coulomb model (Mohr-Coulomb Model), the constitutive model of pilework Model (Elastic Isotropic Model), the soil body, lining cutting and pile element are simulated using solid element.
2.1.1) the material parameter of a clump of piles
According to the related prospecting data of above-mentioned No. three line shield tunnel construction section engineerings of Guangzhou Underground, the present embodiment is used Cushion cap and frame sill and its parameter it is as shown in table 3 below.
The cushion cap of table 3 and frame sill and its parameter
2.1.2) the division of model meshes
When setting up soil under pile model with FLAC3D finite difference calculus, it is Shield Tunneling equally to take Y-axis positive direction Direction of advance, the length of simulation is 50m, and the exterior normal direction of earth's surface is Z axis positive direction, and the length of simulation is 50m, level to Right direction is X-axis positive direction, and the length of simulation is 50m.Tunnel outer radius is that (wherein inside radius is 2.7m, lining cutting thickness degree to 3m For 0.25m, grouting layer thickness is 0.05m).In 2 × 2 clump of piles, the horizontal range of preceding campshed to tunnel central axis is 8 Rice, the horizontal range of rear campshed to tunnel central axis is that 12 meters, i.e. stake spacing are 4 meters, Rp=0.5 meters of pile foundation radius, and stake is long L=20 meters of (pile foundation embedded depth), pile foundation support table (three-dimensional dimension is 8m × 8m × 1m) top surface is flushed with earth's surface.
In addition, in soil under pile model, the soil body is simulated using brick units, tunnel and pile element are used Cylinder units are simulated, and lining cutting and grouting layer are simulated using shell units, the soil body of pile foundation support table and tunnel perimeter is adopted Simulated with radcylinder units；Whole model one has 147808 grid cells, 153296 node units, pile foundation As shown in figure 12, the correlation between a clump of piles and tunnel location is as shown in Figure 13 a and Figure 13 b for soil model.
2.1.3) boundary condition
The boundary condition of soil under pile model enters row constraint again by fix orders in FLAC3D programs, and does following Setting：Normal Constraint is added on tetra- faces of X=-25m, X=25m, Y=0m and Y=50m, adds and fixes on Z=-33m faces Constraint, Z=17m (upper surface) is free boundary.Model boundary condition is as shown in Figure 14 a and Figure 14 b.
2.1.4) shield tunnel construction simulation
Shield tunnel construction process is simulated, following excavate need to be performed to model using FLAC3D and ordered：
Before a, excavation, initial field stress balance is carried out to model, i.e., by this preceding soil caused by soil layer, pile foundation self gravitation Displacement body is reset；
B, using the shell unit simulation supporting units in FLAC3D softwares, advance support is done to shield tunneling；
C, using the null units in FLAC3D softwares progressively excavation simulation is carried out to tunnel, if y=0 is excavation face, often Step excavates forward the lining element length of 2m, i.e., two；
D, after a step has been excavated, carry out next step excavation before, need to equally carry out advance support；Now, previous step is removed Advance support, while watering concrete lining and grouting layer；
E, repeat step b~d, until Shield Tunneling is completed；Whole process need to carry out 25 steps and excavate circulation, shield tunnel Road construction is just complete, that is, establishes the numerical model that Shield Tunneling influences on neighbouring multi-column pier foundation, be stake as shown in figure 15 The a certain step digging process figure of base soil model (model left-half).
2.2) comparative analysis of two-phase method and method for numerical simulation
The reasonability of method for numerical simulation is examined with two-phase method, Figure 16 a are shown using two-phase method and numerical value Analogy method calculates Shield Tunneling and causes the neighbouring preceding campshed A11 of multi-column pier foundation and the comparison diagram of rear campshed B12 vertical displacements, And Figure 16 b then show the comparison diagram of axial stress；From Figure 16 a, calculated using two-phase method and method for numerical simulation Maximum vertical displacement to preceding campshed A11 is respectively -4.0404mm and -3.4910mm；Utilize two-phase method and numerical simulation side The maximum vertical displacement that method calculating obtains heel row stake B12 is respectively -2.0159mm and -1.5075mm；For the vertical position of pile foundation Move, the result of calculation of method for numerical simulation is more smaller than the result of two-phase method, because method for numerical simulation considers pile foundation Interaction between the soil body, and in this angle, the displacement of the soil body is directly applied to pile foundation by two benches rule, is neglected Interaction is between the two omited；From Figure 16 b, obtained pile foundation axle is calculated using two-phase method and method for numerical simulation It is substantially similar to stress diagram shape, and axial tension stress reaches maximum to two methods above tunnel axis；Utilize two benches Method and method for numerical simulation calculate obtain front-seat stake A11 maximum axial stress be respectively -1243.69KPa and - 1205.72KPa；Calculated using two-phase method and method for numerical simulation obtain heel row stake B12 maximum axial stress be respectively- 582.37KPa and -539.23KPa.
Therefore, the influence using Numerical Method Study Shield Tunneling to neighbouring multi-column pier foundation is ratio in theory Relatively rational, the also solution for problem in Practical Project provides a kind of more convenient more scientific research method.
2.3) numerical simulation calculation interpretation of result
Cause the Numerical-Mode of neighbouring multi-column pier foundation generation deformation to Shield Tunneling according to finite difference software FLAC3D Intend result of calculation and carry out labor, including clump of piles vertical displacement, clump of piles horizontal displacement, clump of piles axial stress, clump of piles shearing stress.
2.3.1) clump of piles vertical displacement
Figure 17 a and Figure 17 b are respectively the vertical displacement figure that Shield Tunneling has excavated a rear clump of piles to half and entirety；When During tunnel excavation to half, from Figure 17 a, close to the preceding campshed A11 and A12 of tunnel axis, their vertical displacement than Rear campshed B11 and B12 away from tunnel axis will be more greatly；And the preceding campshed A12 nearer apart from shield machine direction of advance and heel row Stake B12, their vertical displacement is more slightly bigger than preceding campshed A11 and rear campshed B11；Preceding campshed A11 maximum vertical position Move as -1.5990mm, preceding campshed A12 is -2.3057mm, is 1.44 times of preceding campshed A11；Afterwards campshed B11 maximum vertical position Move as -0.4432mm, rear campshed B12 is -1.1131mm, be 2.51 times of rear campshed B11, these data explanation, tunnel excavation During, the pile foundation nearer from shield machine, its vertical displacement is bigger by being influenceed；After tunnel has finally been excavated, by scheming 17b understands that preceding campshed A11 and A12 vertical displacement almost coincides together, and rear campshed B11 and B12 is also such；But total For, the maximum vertical displacement of rear campshed is -1.5075mm, and preceding campshed is -3.5258mm, is 2.34 times of rear campshed, that is, gets over Close to the pile foundation of tunnel axis, its vertical displacement is bigger by being influenceed.
2.3.2) clump of piles horizontal displacement
Figure 18 a and Figure 18 b are respectively the horizontal displacement figure that Shield Tunneling has excavated a rear clump of piles to half and entirety；When During tunnel excavation to half, from Figure 18 a, close to the preceding campshed A11 and A12 of tunnel axis, their horizontal displacement than Rear campshed B11 and B12 away from tunnel axis will be more greatly；And the preceding campshed A12 nearer apart from shield machine direction of advance and heel row Stake B12, their horizontal displacement is more slightly bigger than preceding campshed A11 and rear campshed B11；Preceding campshed A11 maximum horizontal position Move as 2.2738mm, preceding campshed A12 is 2.4278mm, is 1.07 times of preceding campshed A11；Campshed B11 maximum horizontal displacement afterwards For 2.1575mm, rear campshed B12 is 2.3625mm, is 1.1 times of rear campshed B11, these data explanation, tunnel excavation process In, the pile foundation nearer from shield machine, its horizontal displacement is bigger by being influenceed；, can by Figure 18 b after tunnel has finally been excavated Know, preceding campshed A11 and A12 horizontal displacement almost coincides together, rear campshed B11 and B12 is also such；But generally speaking, The maximum horizontal displacement of campshed is 4.2059mm afterwards, and preceding campshed is 4.3966mm, is 1.05 times of rear campshed, i.e., closer to tunnel The pile foundation of axis, its horizontal displacement is bigger by being influenceed
2.3.3) clump of piles axial stress
Figure 19 a and Figure 19 b are respectively that Shield Tunneling to half and entirety has excavated rear clump of piles axial stress figure, by scheming Understand, when tunnel excavation to half, i.e., when shield machine is reached near preceding campshed A12, rear campshed B12, now stake A12, stake B12 Axial stress will be more greatly for comparing stake A11, stake B11；And in a clump of piles, on the horizontal plane where tunnel central axis Pile foundation, its axial stress also will be more greatly compared to pile body other positions；After the completion of tunnel excavation, preceding campshed A11 and A12 axial direction Stress diagrams almost coincide together, and rear campshed B11 and B12 is also such；And the maximum axial stress of rear campshed for- 545.6KPa, the maximum axial stress of preceding campshed is -1205.72KPa, is 2.21 times of rear campshed, and this explanation shield tunnel is opened During digging, close to the pile foundation of tunnel axis, its axial stress is by the shadow for being influenceed the pile foundation than remote tunnel axis to be subject to Ring substantially big.
2.3.4) clump of piles shearing stress
Figure 20 a and Figure 20 b are respectively that Shield Tunneling to half and entirety has excavated rear clump of piles shearing stress figure；Can by figure Know, during Shield Tunneling, clump of piles shearing stress variation tendency is substantially similar, and closer to tunnel encircle bottom, shearing stress with The overall trend increased to negative direction is presented in the buried depth increase of pile foundation；On the vertical equity face that tunnel encircles residing for bottom, a clump of piles Shearing stress value reaches maximum；After having excavated, the maximum shear stress of preceding campshed is -221.82KPa, and rear campshed is due to by preceding campshed Protection (screen effect), maximum shear stress be -225.06KPa, it is more bigger than preceding campshed.
3) stake by changing a clump of piles is long, stake spacing, to the clump of piles vertical displacement during tunnel excavation, clump of piles horizontal position Move, clump of piles axial stress and clump of piles shearing stress are analyzed, obtain stake in a clump of piles it is long with stake spacing to each pile foundation in tunnel excavation During influence situation；
During Shield Tunneling, in addition to deformation of the external factors such as shield to pile foundation and internal force have an impact, this section The factor such as the distance between a research clump of piles Single Pile length in itself, each stake is to its shadow during Shield Tunneling emphatically Ring.Stake by changing a clump of piles is long, stake spacing, and contrasts the result each drawn, influence of each factor of ultimate analysis to result Situation.
3.1) stake is changed long
In order to more preferably study a clump of piles stake it is long it is deformed and internal force influence situation, premise of the present embodiment in the long 20m of stake Under, take the long 17m of stake and the long 23m of stake to compare model (it is the embedded depth of stake that stake said herein is long), and utilize finite difference Software FLAC3D is analyzed.
3.1.1) clump of piles vertical displacement
Figure 21 a be long clump of piles when being 17m, 20m and 23m respectively of stake during Shield Tunneling before campshed A11 Vertical displacement figure, and Figure 21 b are rear campshed B12 vertical displacement figure, in figure, the stake of front and rear row, its vertical displacement is equal Change is produced with the long difference of stake, general trend is：The long clump of piles of stake, its vertical displacement is just smaller.
From FLAC3D result of calculations, as a length of 17m of stake, preceding campshed A11 maximum vertical displacement for- 4.4945mm, rear campshed B12 maximum vertical displacement are -2.2113mm, and campshed settles small 2.2832mm earlier above；When stake is a length of During 20m, preceding campshed A11 maximum vertical displacement is -3.4910mm, and rear campshed B12 maximum vertical displacement is -1.5075mm, Campshed settles small 1.9835mm earlier above；As a length of 23m of stake, preceding campshed A11 maximum vertical displacement is -2.2177mm, heel row Stake B12 maximum vertical displacement is -0.7124mm, and campshed settles small 0.2343mm earlier above.
Shield Tunneling has a certain impact region, and as a length of 17m of stake, now stake is shorter, and in influence area In the range of, the soil body around pile foundation is larger by the disturbance of shield tunnel construction, and pile foundation is just moved with the motion of the soil body, erects It is also just big to displacement；And as a length of 23m of stake, now stake is longer, because pile body lower portion is in outside the scope of influence area, by Influence to shield-tunneling construction is smaller, along with the soil body around pile foundation or settles small or produces protuberance, and the vertical displacement of stake is corresponding With regard to smaller.
3.1.2) clump of piles horizontal displacement
Figure 22 a are long clump of piles when being 17m, 20m and 23m respectively of stake its preceding campshed A11 during Shield Tunneling Horizontal displacement figure, and Figure 22 b be rear campshed B12 horizontal displacement figure, in figure, the stake of front and rear row, its horizontal displacement Change is produced with the long difference of stake, and variation tendency is substantially the same；For a clump of piles for piles with different length, in same depth Pile foundation, its horizontal displacement diminishes with a clump of piles long increase of stake.
From FLAC3D result of calculations, positioned at tunnel central axis pile foundation in the horizontal plane, as a length of 17m of stake When, its preceding campshed A11 horizontal displacement is 4.6249mm, and rear campshed B12 horizontal displacement is 4.6032mm；As a length of 20m of stake When, its preceding campshed A11 horizontal displacement is 3.1123mm, and rear campshed B12 horizontal displacement is 2.9787mm；As a length of 23m of stake When, its preceding campshed A11 horizontal displacement is 2.5228mm, and rear campshed B12 horizontal displacement is 1.9690mm；These tables of data Bright, with the long increase of the stake of a clump of piles, the horizontal displacement of its front and rear row pile foundation can reduce, and the trend reduced is more obvious.
3.1.3) clump of piles axial stress
Figure 23 a are long clump of piles when being 17m, 20m and 23m respectively of stake its preceding campshed A11 during Shield Tunneling Axial stress figure, and Figure 23 b be rear campshed B12 axial stress figure, in figure, the stake of front and rear row, its axial stress Change is produced with the long difference of stake, and variation tendency is substantially the same；For a clump of piles for piles with different length, in same depth Pile foundation, its axial stress becomes big with a clump of piles long increase of stake.
From FLAC3D result of calculations, as a length of 17m of stake, preceding campshed A11 maximum axial stress for- 975.41KPa, rear campshed B12 maximum axial stress are -470.2KPa；As a length of 20m of stake, preceding campshed A11 maximum axle It is -1205.72KPa to stress, rear campshed B12 maximum axial stress is -513.38KPa；As a length of 23m of stake, preceding campshed A11 maximum axial stress is -1657.91KPa, and rear campshed B12 maximum axial stress is -539.23KPa；And for difference The long clump of piles of stake, because preceding campshed is influenceed compared with rear campshed greatly by shield tunnel construction, stake A11 axial stress first increases After reduce, axial tension stress is maximum at tunnel vault, i.e. Z=3m, and the axial tension stress of stake below tunnel arch bottom just gradually subtracts It is small.
During Shield Tunneling, the disturbance that the tunnel vault above section soil body is subject to is larger, its intensity and shearing resistance energy Power is reduced, and now pile body is moved upwards with respect to the soil body, is produced negative friction straight down, is caused the axial stress of pile body at this Increase；And encircle the soil body below bottom and produce positive friction for pile body due to there is upward displacement, the soil body of stake side, cause stake The axial stress of body reduces.
3.1.4) clump of piles shearing stress
Figure 24 a are long clump of piles when being 17m, 20m and 23m respectively of stake its preceding campshed A11 during Shield Tunneling Shearing stress figure, and Figure 24 b be rear campshed B12 shearing stress figure, in figure, during Shield Tunneling, for not With the long clump of piles of length stake, the shearing stress change of its front and rear row pile foundation is little, and shearing stress is presented as the buried depth of pile foundation increases The overall trend increased to negative direction, and due to the protective effect of group pile cap, the shearing stress close to the pile foundation at stake top position subtracts Small trend is shallower.
3.2) stake spacing is changed
In order to study a clump of piles stake spacing it is deformed and internal force influence situation, premise of the present embodiment in stake spacing 4m Under, take a spacing 3m and stake spacing 5m to compare model, and utilize finite difference software FLAC3D analyses.
3.2.1) clump of piles vertical displacement
Figure 25 a are a clump of piles of stake spacing when being 3m, 4m and 5m respectively its preceding campshed A11 during Shield Tunneling Vertical displacement figure, and Figure 25 b are rear campshed B12 vertical displacement figure, in figure, when stake spacing is 3m, preceding campshed A11 Maximum vertical displacement be -3.2387mm, rear campshed B12 maximum vertical displacement is -1.7468mm；When stake spacing is 4m, Preceding campshed A11 maximum vertical displacement is -3.4910mm, and rear campshed B12 maximum vertical displacement is -1.5075mm；When between stake During away from for 5m, preceding campshed A11 maximum vertical displacement is -3.5659mm, rear campshed B12 maximum vertical displacement for - 1.1544mm。
Data above shows that preceding campshed A11 vertical displacement increases with the increase of stake spacing, but the speed of increase exists Diminish；Then campshed B12 vertical displacement reduces with the increase of stake spacing, but the speed reduced is becoming big.
Shield Tunneling has certain influence area, and with the continuous increase of clump of piles stake spacing, preceding campshed is constantly leaned on Nearly influence area, then vertical displacement is in increase；Campshed is constantly away from influence area afterwards, then vertical displacement is reducing；With close Or remote degree increase, pile foundation vertical displacement increase or the speed reduced just constantly reduce, are finally increased or decreased to certain Value.
3.2.2) clump of piles horizontal displacement
Figure 26 a are a clump of piles of stake spacing when being 3m, 4m and 5m respectively its preceding campshed A11 during Shield Tunneling Horizontal displacement figure, and Figure 26 b are rear campshed B12 horizontal displacement figure, as seen from the figure, during Shield Tunneling, for not With a clump of piles for stake spacing, the horizontal displacement change of its front and rear row pile foundation is little, and horizontal displacement is with the buried depth increase of pile foundation The trend of overall increase is presented.
3.2.3) clump of piles axial stress
Figure 27 a are a clump of piles of stake spacing when being 3m, 4m and 5m respectively its preceding campshed A11 during Shield Tunneling Axial stress figure, and Figure 27 b are rear campshed B12 axial stress figure, as seen from the figure, when stake spacing is 3m, preceding campshed A11's Maximum axial stress is -1045.47KPa, and rear campshed B12 maximum axial stress is -604.8KPa；When stake spacing is 4m, Preceding campshed A11 maximum axial stress is -1205.72KPa, and rear campshed B12 maximum axial stress is -539.23KPa；Work as stake When spacing is 5m, preceding campshed A11 maximum axial stress is -1335.94KPa, rear campshed B12 maximum axial stress for - 473.48KPa；
Data above shows that preceding campshed A11 axial stress increases with the increase of stake spacing, then campshed B12 Axial stress reduces with the increase of stake spacing, and this from studying the vertical displacement of stake as the different change of stake spacing is big before this Cause identical.As can be seen here, Shield Tunneling to pile foundation in shadow of Z (i.e. depth) directions compared with X, Y (i.e. transverse and longitudinal level) direction Sound is larger.
3.2.4) clump of piles shearing stress
Figure 28 a are stake spacing its preceding campshed A11 during Shield Tunneling of clump of piles when being 3m, 4m and 5m respectively, And Figure 28 b are rear campshed B12 shearing stress figure, as seen from the figure, during Shield Tunneling, for the group of piles with different spacing Stake, the shearing stress change of its front and rear row pile foundation is little, and shearing stress is substantially as the buried depth increase of pile foundation is presented overall to losing side To the trend of increase.
4) rear each stake is terminated with tunnel excavation during the influence situation according to tunnel excavation to surrounding soil, tunnel excavation To vertical displacement, horizontal displacement, axial stress, the influence situation of shearing stress, and in a clump of piles, stake is long and stake spacing for the position of base To influence situation of each pile foundation during tunnel excavation, the neighbouring multi-column pier foundation in actual Shield Tunneling engineering is carried out Protection；
Actual Shield Tunneling engineering (the present embodiment is No. three line shield tunnel construction section engineerings of Guangzhou Underground) In, when Shield Tunneling passes through neighbouring multi-column pier foundation, usually certain protection can be taken to arrange neighbouring multi-column pier foundation in advance Apply, at utmost to reduce the influence that pile foundation is suffered during shield tunnel construction.The common safeguard measure bag to pile foundation Include following three kinds：Cut-off is set between tunnel and pile foundation, the soil body around pile foundation is reinforced and pile foundation underpinning, it is as follows：
4.1) cut-off is set
Cut-off is set, it is a kind of by adding construction unit in the earth formation come the method for strengthening stratum, this construction unit with Do not contacted directly between protected pile foundation, nor in a portion of built tunnel.Common cut-off has underground continuous Wall, caisson, root pile, deep-mixed pile and steel sheet pile etc., they can not only bear negative to be rubbed by what ground relative settlement was produced Soil lateral pressure caused by resistance and underground engineering construction process, and the biography of surrouding rock stress caused by tunnel excavation can be blocked Pass, the supporting course for making stress be largely transmitted to by pile foundation in stratum, influence of the reduction tunnel excavation to Adjacent Buildings basis. But it will be clear that the construction of cut-off itself is also neighbour's construction, work progress will equally control the shadow to soil layer around Ring.
4.2) soil stabilization
Soil stabilization typically has following two modes, and tunnel surrounding soil is reinforced and structure foundation is reinforced.To tunnel It is typically the intensity for increasing tunnel surrounding soil that road surrounding soil, which is reinforced, reduces its level of disruption during constructing tunnel, Mitigate Stratum Loss；And structure foundation is reinforced and increases ground typically by methods such as structure foundation consolidation groutings Bearing capacity and rigidity, so as to reduce the influence to superstructure.
4.3) pile foundation underpinning
When pile foundation blocks the excavation in tunnel, i.e., existing pile foundation is on the construction line in tunnel, it is necessary to pile foundation Progress is blocked or even removed, and at this moment the general method by pile foundation underpinning changes the load path of existing pile foundation, with utmost Reduce influence of the constructing tunnel to close to buildings.
In summary, the present embodiment utilizes finite difference with No. three line shield-tunneling construction sections of Guangzhou Underground for engineering background Software FLAC3D sets up the numerical model that Shield Tunneling influences on neighbouring multi-column pier foundation, consider comprehensively the soil body layering, The deficient digging of frictional force and the face soil body between work progress shield tail space, grouting pressure, shield machine shell and the soil body or The factor such as backbreak, and the contact action in modeling between feasible simulation contact, lining cutting and country rock of the pile foundation with surrounding soil, Collective model material parameter, three aspects of boundary condition and primary stress, utilize the null units pair in FLAC3D programs simultaneously Tunnel carries out progressively excavation simulation, so as to show that shield tunnel construction causes the sound of earth's surface changing rule and neighbouring multi-column pier foundation Answer situation.Then on working foundation above, by changing the parameters such as long, the stake spacing of stake in a clump of piles, these parameters pair are analyzed The influence situation of block mold, finally sums up the research conclusion of correlation.By this numerical simulation analysis and theoretical solution, Conclusion is as follows：
First, influence of the Shield Tunneling to surrounding soil
1st, the result and Peck empirical equations simulated using FLAC3D finite difference softwares are calculated the obtained earth's surface soil body and sunk Groove shape drops closely, and Subsidence trend coincide substantially, the former result of calculation is less than the latter, and this is due to FLAC3D programs Inclined perfect condition, and the conventional engineering experience of Peck empirical equations weight.Therefore influence of the research Shield Tunneling to ground settlement The result of both approaches should be combined, so just can be closer to the actual sedimentation value of engineering.
2nd, after Shield Tunneling, the ground settlement above tunnel axis is maximum；Away from tunnel axis, ground settlement Constantly reduce.
3rd, Shield Tunneling is more than 1.5D to larger away from the soil body influence in the range of tunnel axis 1.5D away from tunnel axis The soil body influence of scope is smaller.
4th, after Shield Tunneling, the soil body above tunnel axis, with the increase of depth residing for landing surface, sedimentation is got over Come bigger, extreme value is being obtained at tunnel；The factor such as grouting pressure, slip casting position can be to lining segment during due to shield-tunneling construction Produce influence, the soil body below tunnel axis, it may appear that soil body rising phenomenon.
2nd, influence of the Shield Tunneling to neighbouring multi-column pier foundation
1st, for the vertical displacement of pile foundation, the result of calculation of method for numerical simulation is more smaller than the result of two-phase method, and this is Because method for numerical simulation considers the interaction between pile foundation and the soil body, and in this angle, two benches rule is straight Connect and the displacement of the soil body is applied to pile foundation, have ignored interaction between the two.
2nd, nearer from shield machine during Shield Tunneling, the vertical displacement and horizontal displacement of stake are by being influenceed just Bigger, i.e. pile foundation is closer to tunnel axis, and its vertical displacement and horizontal displacement are bigger by being influenceed.
3rd, during Shield Tunneling, close to the pile foundation of tunnel axis, its axial stress is by being influenceed than remote tunnel The pile foundation of road axis is substantially big by being influenceed.
4th, during Shield Tunneling, clump of piles shearing stress variation tendency is substantially similar, and encircles bottom closer to tunnel, and cutting should The overall trend increased to negative direction is presented with the buried depth increase of pile foundation in power；On the vertical equity face that tunnel encircles residing for bottom, The tangential stress value of a clump of piles reaches maximum.
5th, during Shield Tunneling, the long clump of piles of stake, its vertical displacement is just smaller；In same depth Pile foundation, its horizontal displacement diminishes with a clump of piles long increase of stake, and its axial stress becomes big with the long increase of clump of piles stake； Shearing stress is as the overall trend increased to negative direction is presented in the buried depth increase of pile foundation.
6th, the vertical displacement of preceding campshed and axial stress increase with the increase of stake spacing, but the speed of increase is becoming Small, the then vertical displacement of campshed reduces with the increase of stake spacing, but the speed reduced is becoming big；With changing for stake spacing Become, horizontal displacement, the tangential stress change of front and rear row pile foundation are little；
7th, Shield Tunneling is larger compared with the influence in X, Y (i.e. transverse and longitudinal level) direction in Z (i.e. depth) directions to pile foundation.
It is described above, it is only patent preferred embodiment of the present invention, but the protection domain of patent of the present invention is not limited to This, any one skilled in the art is in the scope disclosed in patent of the present invention, according to the skill of patent of the present invention Art scheme and its inventive concept are subject to equivalent substitution or change, belong to the protection domain of patent of the present invention.

Claims (10)

1. the Numerical Analysis methods that Shield Tunneling influences on neighbouring multi-column pier foundation, it is characterised in that：Methods described bag Include following steps：
S1, the numerical model that Shield Tunneling influences on surrounding soil is set up, numerical simulation and Peck empirical equations are calculated Obtained earth's surface soil body subsider is compared, and horizontal displacement, the vertical displacement of the tunnel side soil body to the earth's surface soil body Analyzed with horizontal displacement, obtain influence situation of the tunnel excavation to surrounding soil；
S2, the numerical model that Shield Tunneling influences on neighbouring multi-column pier foundation is set up, during tunnel excavation and tunnel is opened Clump of piles vertical displacement, clump of piles horizontal displacement, clump of piles axial stress and the clump of piles shearing stress dug after terminating are analyzed, and obtain tunnel In digging process and tunnel excavation terminate the position of rear each pile foundation to vertical displacement, horizontal displacement, axial stress, shearing stress shadow The situation of sound；
S3, the stake by changing a clump of piles are long, stake spacing, to the clump of piles vertical displacement during tunnel excavation, clump of piles horizontal displacement, Clump of piles axial stress and clump of piles shearing stress are analyzed, obtain that stake in a clump of piles is long and stake spacing to each pile foundation in tunnel excavation process In influence situation；
Terminate rear each pile foundation with tunnel excavation during S4, the influence situation according to tunnel excavation to surrounding soil, tunnel excavation To vertical displacement, horizontal displacement, axial stress, the influence situation of shearing stress, and in a clump of piles, stake is long and stake spacing pair for position Influence situation of each pile foundation during tunnel excavation, is protected to the neighbouring multi-column pier foundation in actual Shield Tunneling engineering Shield.
2. the Numerical Analysis methods that Shield Tunneling according to claim 1 influences on neighbouring multi-column pier foundation, its It is characterised by：It is described to set up the numerical model that Shield Tunneling influences on surrounding soil in step S1, specifically include：
S11, the geological layering according to shield tunnel construction section, choose the material parameter of each soil layer；
S12, the boundary condition by the fix order restricted models in FLAC3D softwares；
S13, by set grav orders in FLAC3D softwares to stratum assignment gravity, and set deadweight inside soil model should Power, makes stratum reach initial balance；
S14, using FLAC3D finite difference calculus, take the direction of advance that Y-axis positive direction is Shield Tunneling, the exterior normal of earth's surface Direction is Z axis positive direction, and horizontal plane right direction is X-axis positive direction, and tunnel is simulated, soil model is set up；
S15, the material parameter according to each soil layer, the boundary condition of model and weight stress, pass through the solve in FLAC3D softwares Order, makes the original state of soil model reach balance；
S16, Shield Tunneling is simulated, obtain the numerical model that Shield Tunneling influences on surrounding soil.
3. the Numerical Analysis methods that Shield Tunneling according to claim 2 influences on neighbouring multi-column pier foundation, its It is characterised by：It is described that Shield Tunneling is simulated in step S16, specifically include：
A, using the shell unit simulation supporting units in FLAC3D softwares, advance support is carried out to shield tunneling；
B, using the null units in FLAC3D softwares progressively excavation simulation is carried out to tunnel, if y=0 is excavation face, often walk to Preceding excavation 2m, i.e., two lining element length；
C, after a step has been excavated, carry out next step excavation before, equally carry out advance support；Now, the advanced of previous step is removed Supporting, while watering concrete lining and grouting layer；
D, repeat step a~c, until Shield Tunneling is completed.
4. the Numerical Analysis methods that Shield Tunneling according to claim 3 influences on neighbouring multi-column pier foundation, its It is characterised by：The material parameter of each soil layer includes thickness h, bulk modulus K, shear modulus G, internal friction angleAnd cohesive strength C, the material of the advance support, concrete lining and grouting layer includes thickness h, bulk modulus K, shear modulus G and severe γ； The bulk modulus K and shear modulus G are converted by following formula：
<mrow> <mi>K</mi> <mo>=</mo> <mfrac> <mi>E</mi> <mrow> <mn>3</mn> <mrow> <mo>(</mo> <mn>1</mn> <mo>-</mo> <mn>2</mn> <mi>v</mi> <mo>)</mo> </mrow> </mrow> </mfrac> </mrow>
<mrow> <mi>G</mi> <mo>=</mo> <mfrac> <mi>E</mi> <mrow> <mn>2</mn> <mrow> <mo>(</mo> <mn>1</mn> <mo>+</mo> <mi>v</mi> <mo>)</mo> </mrow> </mrow> </mfrac> </mrow>
Wherein, E represents modulus of elasticity, and v represents Poisson's ratio.
5. the Numerical Analysis methods that Shield Tunneling according to claim 2 influences on neighbouring multi-column pier foundation, its It is characterised by：In the soil model, the soil body is simulated using brick units, and tunnel is simulated using cylinder units, lining Build and grouting layer is simulated using shell units, the soil body of tunnel perimeter is simulated using radcylinder units.
6. the Numerical Analysis methods that Shield Tunneling according to claim 1 influences on neighbouring multi-column pier foundation, its It is characterised by：It is described to set up the numerical model that Shield Tunneling influences on neighbouring multi-column pier foundation in step S2, specifically include：
S21, according to shield tunnel construction section, choose a clump of piles cushion cap and pile foundation material and its parameter；
S22, using FLAC3D finite difference calculus, take the direction of advance that Y-axis positive direction is Shield Tunneling, the exterior normal of earth's surface Direction is Z axis positive direction, and horizontal plane right direction is X-axis positive direction, and tunnel and a clump of piles are simulated, and makes cushion cap top surface and ground Table is flushed, and sets up soil under pile model；
S23, row constraint entered by the fix orders in FLAC3D softwares；
S24, Shield Tunneling is simulated, obtain the numerical model that Shield Tunneling influences on neighbouring multi-column pier foundation.
7. the Numerical Analysis methods that Shield Tunneling according to claim 6 influences on neighbouring multi-column pier foundation, its It is characterised by：It is described that Shield Tunneling is simulated in step S24, specifically include：
Before a, excavation, initial field stress balance is carried out to model, i.e., by this preceding soil body position caused by soil layer, pile foundation self gravitation Move and reset；
B, using the shell unit simulation supporting units in FLAC3D softwares, advance support is done to shield tunneling；
C, using the null units in FLAC3D softwares progressively excavation simulation is carried out to tunnel, if y=0 is excavation face, often walk to Preceding excavation 2m, i.e., two lining element length；
D, after a step has been excavated, carry out next step excavation before, need to equally carry out advance support；Now, the super of previous step is removed Preceding supporting, while watering concrete lining and grouting layer；
E, repeat step b~d, until Shield Tunneling is completed.
8. the Numerical Analysis methods that Shield Tunneling according to claim 7 influences on neighbouring multi-column pier foundation, its It is characterised by：The cushion cap material of the clump of piles uses C40 concretes, and the pile foundation material of the clump of piles uses C30 concretes, the cushion cap of a clump of piles and Pile foundation material parameter includes bulk modulus K, shear modulus G, Poisson's ratio υ and severe γ；The advance support, concrete lining and The material parameter of grouting layer includes thickness h, bulk modulus K, shear modulus G and severe γ；The bulk modulus K and modulus of shearing G is converted by following formula：
<mrow> <mi>K</mi> <mo>=</mo> <mfrac> <mi>E</mi> <mrow> <mn>3</mn> <mrow> <mo>(</mo> <mn>1</mn> <mo>-</mo> <mn>2</mn> <mi>v</mi> <mo>)</mo> </mrow> </mrow> </mfrac> </mrow>
<mrow> <mi>G</mi> <mo>=</mo> <mfrac> <mi>E</mi> <mrow> <mn>2</mn> <mrow> <mo>(</mo> <mn>1</mn> <mo>+</mo> <mi>v</mi> <mo>)</mo> </mrow> </mrow> </mfrac> </mrow>
Wherein, E represents modulus of elasticity, and v represents Poisson's ratio.
9. the Numerical Analysis methods that Shield Tunneling according to claim 6 influences on neighbouring multi-column pier foundation, its It is characterised by：In the soil under pile model, the soil body is simulated using brick units, and tunnel and pile element use cylinder Unit is simulated, and lining cutting and grouting layer simulated using shell units, and the soil body of pile foundation support table and tunnel perimeter is used Radcylinder units are simulated.
10. the numerical simulation point that the Shield Tunneling according to claim any one of 1-9 influences on neighbouring multi-column pier foundation Analysis method, it is characterised in that：
In the numerical model that the Shield Tunneling influences on surrounding soil, the constitutive model of the soil body uses mole-coulomb mould Type, the soil body and lining cutting are simulated using solid element；
In the numerical model that the Shield Tunneling influences on neighbouring multi-column pier foundation, constitutive model use mole-storehouse of the soil body Human relations model, the constitutive model of pilework uses isotropic elastic model, and the soil body, lining cutting and pile element use solid element Simulated.
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CN113075033B (en) * 2021-03-12 2022-04-15 江南大学 Soft material deformation characterization method based on equivalent thickness bulk modulus and application thereof
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