CN109783924A - The Numerical Analysis methods that Groundwater iron shield tunnel construction influences - Google Patents
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Abstract
The invention discloses the Numerical Analysis methods that Groundwater iron shield tunnel construction influences, include the following steps: S1, building Three-dimensional CAD: initially setting up model and boundary condition, then it carries out constitutive model selection and calculates to assume, set material parameter, the foundation of primary stress field, the simulation of shield-tunneling construction process；S2, design simulation operating condition: test method, influence factor and level are determined.The present invention uses numerical value software for calculation, is primarily based on single-factor variable method, and analysis support pressure, grouting pressure, range of grouting settle existing railway, the affecting laws of track height difference；Based on orthogonal test method, the primary and secondary sequence that support pressure, grouting pressure, range of grouting influence existing railway sedimentation, process maximum track height difference, last turn height difference is obtained out using range analysis method, solves the problem of prior art effectively can not carry out numerical simulation analysis to constructing tunnel, not can avoid the security risk of construction.
Description
Technical field
The present invention relates to technical field of tunnel construction, the specially numerical value of Groundwater iron shield tunnel construction influence
Analog analysing method.
Background technique
The Source Of Supply of underground water be mainly artificial rainmaking Vertical Infiltration supply, secondly for surface water infiltrate supply and
Irrigate supply.On-site direction of groundwater flow is totally southwester flowed from northeast.The discharge regime of underground water is mainly man-made recovery
With natural excretion, man-made recovery is mainly based on field irrigation, industrial water, domestic water；Naturally excretion include evaporation and to
It laterally flows out in downstream.
Dynamic change is mainly controlled by seasonal climate, therefore level of ground water is affected by seasonal variety, general next
It says, winter, spring are dry season, and water level is declined, and summer, autumn are the wet season, and level of ground water is gone up, Huhehaote City
The level changing amplitude of regional dry season and wet season are between 1.5~3.0m.Due to Dewatering in recent years and it is artificial over the ground
The exploitation being lauched causes local ground watering water level decreasing to influence, and groundwater level is also on a declining curve in proposed route place.
The above soil layer of level of ground water has weak erosive to concrete structure；It is micro- to the reinforcing bar tool in reinforced concrete structure
Corrosivity；Has weak erosive to concrete structure；Has micro- corruption under the conditions of long-term immersion to the reinforcing bar in reinforced concrete structure
Erosion, has weak erosive under Wet/Dry Cyclic Conditions.The prior art effectively can not carry out numerical simulation analysis to constructing tunnel,
The security risk of construction is not can avoid, for this purpose, it is proposed that the numerical simulation point that Groundwater iron shield tunnel construction influences
Analysis method.
Summary of the invention
The purpose of the present invention is to provide Groundwater iron shield tunnel construction influence Numerical Analysis methods,
To solve the problems mentioned in the above background technology.
To achieve the above object, the invention provides the following technical scheme: what Groundwater iron shield tunnel construction influenced
Numerical Analysis methods include the following steps:
S1, building Three-dimensional CAD: model and boundary condition are initially set up, constitutive model selection and meter are then carried out
It calculates it is assumed that setting material parameter, the foundation of primary stress field, the simulation of shield-tunneling construction process；
S2, design simulation operating condition: determining test method, influence factor and level, then carries out operating condition design, finally right
Orthogonal experiments are analyzed；
The impact analysis that S3, construction parameter deform existing subway tunnel: it needs when carrying out numerical value calculating existingly
Iron tunnel structure corresponding site lays monitoring point, and passes through FLAC3DIts numerical value is exported；
The sensitivity analysis that S4, each factor deform existing subway tunnel: to orthogonal test operating condition numerical simulation result into
Row range analysis, using last turn height difference as evaluation index, is judged using Roadbed subsidence as evaluation index by range analysis result
The influence degree of each factor.
Preferably, model uses displacement boundary conditions in the step S1, and wherein bottom is fixed boundary, limited model
Horizontal and vertical direction displacement, the displacement in model periphery limit levels direction, model top be free boundary.
Preferably, it is calculated in the step S1 and assumes to carry out when carrying out numerical simulation to simplify processing, the material parameter
Including soil parameters, existing railway structural parameters and foundation pit structure parameter.
Preferably, formation condition, edpth of tunnel are chosen when determining test method in the step S2, are intersected clear distance, are intersected
One or more of angle, shield support pressure, shield grouting pressure and grouting amount factor, each factor are divided into four water
It is flat, the affecting laws that each factor deforms existing subway tunnel are on the one hand analyzed, on the other hand analyze each factor to existing subway
Enter and leave the sensibility of section line deformation.
Preferably, operating condition design includes that single-factor variable method operating condition design and orthogonal test operating condition are set in the step S2
Meter, when analyzing the affecting laws that single factor deforms existing subway tunnel using single-factor variable method, each factor presses four
Kind operating condition is designed.
Compared with prior art, the beneficial effects of the present invention are: the present invention uses numerical value software for calculation, it is primarily based on list
Variable factors method, analysis support pressure, grouting pressure, range of grouting settle existing railway, the affecting laws of track height difference,
It is then based on orthogonal test method, support pressure, grouting pressure, range of grouting are obtained out to existing using range analysis method
The primary and secondary sequence that railway sedimentation, process maximum track height difference, last turn height difference influence, solving the prior art can not be effective
Numerical simulation analysis, the problem of not can avoid the security risk of construction, are carried out to constructing tunnel.
Detailed description of the invention
Fig. 1 is computation model figure of the present invention；
Fig. 2 is power plant's railway bed schematic cross-sectional view of the present invention；
Fig. 3 is self-weight stress field schematic diagram of the present invention；
Fig. 4 is excavation of foundation pit hierarchical diagram of the present invention；
Fig. 5 is the simulation drawing of shield tunneling process of the present invention；
Fig. 6 is the flow chart of range analysis of the present invention.
Specific embodiment
Following will be combined with the drawings in the embodiments of the present invention, and technical solution in the embodiment of the present invention carries out clear, complete
Site preparation description, it is clear that described embodiments are only a part of the embodiments of the present invention, instead of all the embodiments.It is based on
Embodiment in the present invention, it is obtained by those of ordinary skill in the art without making creative efforts it is all its
His embodiment, shall fall within the protection scope of the present invention.
The present invention provides a kind of technical solution: the numerical simulation analysis side that Groundwater iron shield tunnel construction influences
Method includes the following steps:
S1, building Three-dimensional CAD: model and boundary condition are initially set up, constitutive model selection and meter are then carried out
It calculates it is assumed that setting material parameter, the foundation of primary stress field, the simulation of shield-tunneling construction process, model use displacement boundary item
Part, wherein bottom be fixed boundary, the displacement in the horizontal and vertical direction of limited model, model periphery limit levels direction
Displacement, model top are free boundary, calculate and assume to carry out when carrying out numerical simulation to simplify processing, the material parameter packet
Include soil parameters, existing railway structural parameters and foundation pit structure parameter；
S2, design simulation operating condition: determining test method, influence factor and level, then carries out operating condition design, finally right
Orthogonal experiments are analyzed, chosen when determining test method formation condition, edpth of tunnel, intersect clear distance, intersecting angle,
One or more of shield support pressure, shield grouting pressure and grouting amount factor, each factor are divided into four levels, and one
Aspect analyzes the affecting laws that each factor deforms existing subway tunnel, on the other hand analyzes each factor and enters and leaves to existing subway
The sensibility of section line deformation, operating condition design includes single-factor variable method operating condition design and orthogonal test operating condition design, using single
When variable factors method analyzes the affecting laws that single factor deforms existing subway tunnel, each factor is carried out by four kinds of operating conditions
Design；
The impact analysis that S3, construction parameter deform existing subway tunnel: it needs when carrying out numerical value calculating existingly
Iron tunnel structure corresponding site lays monitoring point, and passes through FLAC3DIn history write order it is defeated by its numerical value
Out；
The sensitivity analysis that S4, each factor deform existing subway tunnel: to orthogonal test operating condition numerical simulation result into
Row range analysis, using last turn height difference as evaluation index, is judged using Roadbed subsidence as evaluation index by range analysis result
The influence degree of each factor.
Model foundation and boundary condition:
According to the relative space position relationship of Saint Venant's principle, new built shield tunnel and existing double-arched tunnel, newly-built shield
The range of disturbance of structure construction and the needs for combining itself research, model top take to railway surface, away from earth's surface 1.6m, consider
Station pit cutting depth, lower part take 50 meters, consider the influence of excavation of foundation pit, model front take one of foundation pit end it is nonstandard
The half of quasi- section and standard paragraphs, rear portion takes the half of ventilating shaft, therefore model longitudinal extent is 76.2m, laterally takes 100m, final institute
The moulded dimension built is 76.2m × 100m × 51.6m (length × width × height), is divided into 228125 units altogether in model built
With 160564 nodes, model is as shown in Figure 1.
Model uses displacement boundary conditions, and wherein bottom is fixed boundary, the position in the horizontal and vertical direction of limited model
It moves, the displacement in model periphery limit levels direction, model top is free boundary.
Constitutive model, which is chosen and calculated, to be assumed:
1, constitutive model is chosen
So-called constitutive relation refers to the stress of certain material, strain, the relationship between the time, reacts the number of this relationship
Learn expression formula be the Ohm's law in constitutive model, such as electricity, the Hooke's law in mechanics, the darcy in seepage flow determine
Rule etc. belongs to constitutive model, and as being history, natural product, the soil body, which has the property that the soil body generally, gas phase, liquid
Phase, three phase composition of solid phase, water state therein is complicated and changeable, and in different conditions, can mutually convert between three-phase；
The same area same layer soil, variation of the soil mass property along horizontal and vertical direction is more complicated, therefore its primary stress field is difficult
Measurement；The property of the soil body and its constituent, stress history, formation condition and locating environment are closely related, extremely complex；
The stress-strain relation of the soil body and several factors are closely related, such as load loading speed, stress path, stress level, knot
Structure, state, ingredient etc., furthermore soil also has anisotropy, dilatancy etc..
It is the material that a kind of influence factor is intricate, multiphase is discrete just because of soil, although experts and scholars have ground
Study carefully to have obtained tens of kinds or even hundreds of constitutive model, such as elastic model, nonlinear elastic model, viscoelastic models, bullet
Plasticity model etc., but without any property that can be accurate and all the exhaustive reflection soil body, even deposit
In this model, also excessively and will be difficult to measure and may not apply in engineering practice one by one because of its parameter,
When carrying out numerical simulation, it should catch principal contradiction to ignore its secondary cause, for specific engineering geological condition, using ginseng
Number is less and convenient for measuring, can react the constitutive model of interested soil body main character.
Mole coulomb model joined the theory of plasticity on the basis of elastic plastic theory, it is contemplated that the plastic failure of the soil body
Effect is current geotechnical engineering circle using extensive and highly developed one of constitutive model, and a mole coulomb constitutive model can be very
Reflect the nonlinear mechanics characteristic of the soil body well, parameter needed for comparing other elastic-plastic models is less and easily from geologic prospect
It is obtained in report, especially suitable for the granular materials of the loose cementeds such as soil, rock, can be applied to underground excavation, stability of slope
The mechanical behavior research of equal Rock And Soils, therefore the technical program is with FLAC3DMole library is used to the soil body when carrying out numerical analysis
Human relations model.
2, it calculates and assumes
FLAC3DIt is difficult to accomplish the engineering processes such as continuous excavation of shield machine in practice, it must be into when carrying out numerical simulation
Row simplified processing appropriate, the technical program has made following hypothesis thus:
(1) soil body around tunnel is assumed to be isotropic elasticoplastic body, it is quasi- meets Mohr-Coulomb surrender
Then；Newly built tunnels and existing tunnel structure are line elastomer.
(2) assume that soil body horizontal layered distribution, primary stress only consider the influence of soil body self weight, ignore the shadow of underground water
It rings, and thinks that the deformation of the soil body is unrelated with the time, i.e., do not consider the consolidation and creep of the soil body.
(3) assume compatible deformation between existing subway tunnel structure and ballast bed structure.
(4) influence for considering the factors such as duct piece connector and staggered joint erection carries out section of jurisdiction rigidity according to 0.85 coefficient
Reduction.
(5) in order to improve calculating speed, when carrying out numerical simulation using a unit body length as basic unit, it is assumed that
The soil body of each unit body length instantaneously excavates completion.
Material parameter:
1, soil parameters
When carrying out numerical simulation calculation, whether the selection of constitutive model and Soil Parameters properly directly affects calculating knot
The accuracy and reliability of fruit, there are three extremely important but confusing modulus in Soil Parameters: elastic modulus E, distorted pattern
Measure E0And Modulus of pressure ES, elastic modulus E, which generally passes through three axis repeated compressions, to be tested to obtain, it refers to direct stress and can restore bullet
The ratio of property normal strain；Deformation modulus E0It is generally obtained by field load test, it is equal to the ratio of stress and overall strain；
Compression modulus Es refer to soil under the conditions of complete lateral confinement vertical stress increment and corresponding strain increment ratio, can by
Interior carries out confined compression test to live undisturbed soil and obtains.
Elastic modulus E is generally used in numerical analysis, and the often compression modulus Es provided in report, mesh are surveyed in ground
The preceding conversion about the two has following two method:
(1) assume to have obtained theory relation as follows based on linear elasticity in soil mechanics:
Es, μ that this method need to only survey ground in report, which substitute into above formula, can be obtained elastic modulus E, more convenient, but
Being due to the soil body is not perfectly elastic body and indoor confined compression test has the error being difficult to avoid that, sometimes theoretical
There are certain deviations for calculated result and actual elasticity modulus.
(2) rule of thumb formula E=2.0~5.0Es, is determined by tentative calculation repeatedly, although this method may be through
Reasonable elastic mould value can just be obtained by crossing multiple tentative calculation, but be more in line with reality compared to first method.
Soil layer locating for the engineering is from top to bottom successively are as follows: 1.1Miscellaneous fill, 3.4Flour sand, 3.5Fine sand, 3.9Circle gravel, 3.10Ovum
Stone, 3.5Fine sand, 3.2Silty clay, 3.5Fine sand, 3.2Silty clay, 3.5Fine sand, 4.2Silty clay, the springform of each soil layer
Amount is determined according to method (2), is surveyed report to other main physical parameters foundation and is chosen, finally obtains soil parameters
It is as shown in the table:
In FLAC3DIn, the category of material is not described with elastic modulus E and Poisson's ratio v directly for mole-coulomb model
Property, and being described with shear modulus G and bulk modulus K is converted as the following formula between them:
2, existing railway structural parameters
Referring to " III, IV grade of Railway Design specification ", thickness of ballast bed 0.4m, roadbed is with a thickness of 1.2m, subgrade cross section tool
Body size is as shown in Fig. 2, existing power plant's industrial siding filler parameter value is as shown in the table:
3, foundation pit structure parameter
The foundation of primary stress field:
The technical program research is influence of the shield-tunneling construction to existing railway, therefore, the state before shield-tunneling construction is equal
Belong to original state, original state includes the stress field after the soil body, the self-weight stress field of railway and station are excavated, original state
The correctness of simulation directly affects the reliability of later period research achievement.
1, initially it is self-possessed displacement field, in FLAC3DIt is middle to use the vertical of the available Gravitative Loads drag of elastic solving method
It is displaced cloud atlas, such as Fig. 3 needs to lead to more intuitively obtain formation displacement caused by existing constructing metro tunnel in next step
Inidisp000 order is crossed to be zeroed out displacement.
2, the excavation at station, as shown in figure 4, four layers of W. 2nd Ring Road station owner's body structure earthwork point is excavated to foundation pit bottom:
First layer: 1m under first of bracing members bottom, construction wall top crown beam and first of armored concrete branch are excavated to
Support；
The second layer: 1m under the absolute altitude of second bracing members center, installation second support are excavated to；
Third layer: being excavated to 1m under the absolute altitude of third layer bracing members center, installs third road bracing members；
4th layer: being excavated to hole bottom, base processing pours bed course, bottom plate.
In order to more really obtain the stress and deformation state of existing railway before shield-tunneling construction, numerical simulation station is opened
Digging is divided into 6 steps, and specific step is as follows shown in table:
The simulation of shield-tunneling construction process:
At present for shield-tunneling construction to the impact analysis method of existing tunnel mainly include theory analysis, numerical simulation and
Indoor model test, numerical simulation compared to other two kinds of analysis methods can Three-Dimensional Dynamic simulation shield tunneling cyclic process,
Data needed for quick and convenient capable of comprehensively obtaining various analyses, experts and scholars are in shield-tunneling construction process simulation side in recent years
Face achieves many valuable achievements, but still has some shortcomings:
(1) existing literature is when simulating shield-tunneling construction, by the disturbed range of the size in shield tail gap, surrounding soil and
The variables such as degree, slip casting filling extent are equivalent to the equipollent layer of one layer of homogeneous, although this method is simple, with practical feelings
Condition has certain deviation；
It (2) is when taking some typical cases mostly in terms of for shield tail synchronous grouting slurry mechanics value, in existing document
Section intensity (such as 8h intensity, initial setting strength, it is fully hardened when intensity) simulated, however the intensity of actually slurry
Be it is continually changing at any time, generally requiring 28d can be only achieved final strength, therefore take the way error of 3 scatterplots too big,
The variation characteristic of slurry intensity tunnel time cannot be really reflected, the technical program is on the basis of forefathers' achievement to shield
It is improved in terms of structure method for analog construction.
The earth pressure balance CTE6430 shield machine that this engineering is produced using middle iron Equipment Limited, digging diameter are
6.43m, host overall length 8.358m, lining cutting outer diameter 6.2m, internal diameter 5.5m, therefore shield tail gap=0.115m, shield tail is detached from section of jurisdiction
After need to synchronize slip casting, and slurries often penetrate into soil layer disturbed around, in order to which more true simulation is same
Slip casting effect is walked, grouting layer is subdivided into two layers by the technical program, and first layer is the pure slurry layer in shield tail gap, the second layer
It is the mixture layer of surrounding soil and grouting serous fluid, for the second layer when carrying out parameter value, it is considered that slip casting post-reinforcing
Body c, value consider that elasticity modulus should be between soil cement and sand, can be according to the elasticity modulus of soil cement by improving 30%
Value is carried out, and the value range of Poisson's ratio is generally little, and value, this technology can also be carried out according to the Poisson's ratio of soil cement
Scheme is as follows to slip casting mixture layer parameter value: c=12kPa,μ=0.22 E=120MPa, μ.
In design document, using with durability is good, consolidating strength is high, calculus rate is high and can prevent underground water
The features such as leaching, cement mortar was as synchronous grouting material, and cement uses the ordinary portland cement of 32.5R, to improve slip casting
The corrosion resistance of Seed harvest is in section of jurisdiction in the package of corrosion-resistant slip casting Seed harvest, reduces section of jurisdiction concrete by underground water
Corrosion, slip casting proportion considers the early strength in presetting period and initial set, and synchronous grouting material tentatively matches such as following table institute
Show:
| Cement | Flyash | Bentonite | Sand | Water | Additive |
| 75-180 | 240-740 | 35-52 | 350-710 | 405-476 | It is added as needed according to test |
Newly-built shield tunnel lining segment is the C50 concrete of 0.35m thickness, elasticity modulus 34.5GPa, it is contemplated that wrong
Section of jurisdiction rigidity is reduced by seam assembly according to 0.85 coefficient, is taken as 30GPa, Poisson's ratio 0.2, density 2500kg/
m3, section of jurisdiction material model is using elastic model.
The technical program will for simplified mathematical model in the self weight for carrying out considering shield machine when shield tunneling simulation
Shield machine host length approximation is taken as 5 element lengths, the main machine structure of shield machine mainly by cutterhead, base bearing, precursor, in
The part such as body, propelling cylinder, hinged oil cylinder, shield tail, duct piece installation machine forms, and gross mass is about 330 tons, by shield machine host
Weight be all embodied on shield shell, then convert to the density of shield shell, particularly relevant parameter is as shown in the table:
| Title | Thickness (m) | Density (kg/m3) | Elasticity modulus (MPa) | Poisson's ratio (μ) |
| Shield duct piece | 0.35 | 2500 | 3.0×104 | 0.2 |
| Shield shell | 0.115 | 19285 | 2.06×105 | 0.25 |
Such as Fig. 5, the dynamic process that existing tunnel construction is worn under new built shield tunnel can carry out mould using rigidity transfer method
Quasi-, so-called rigidity transfer method is the progradation of the Migration Simulation shield with load and rigidity, be specifically exactly shield machine to
As soon as preceding excavation ring changes the mechanics parameter of corresponding position material, while corresponding power or load (support pressure, slip casting pressure
Power etc.) also with shield machine driving and migrate, shield tunneling follow strictly the working procedure of shield tunneling when simulating,
Excavating an element length when simulation every time is an excavation circulation, and a complete shield tunneling circulation is as follows:
1, FLAC is used3DIn null order the soil body of the (n-1)th ring is removed, simulate shield tunneling；
2, apply face power of corresponding size on face, simulate support pressure；
3, the shield housing unit at the (n-1)th ring to the n-th -4 ring is activated, simulates the supporting and self weight of shield machine；
4, the section of jurisdiction n-5 Huan Chu solid element is activated, the installation of section of jurisdiction is simulated；Activate the pure slurry layer of n-5 ring and slip casting mixing
Body layer is to simulating slip casting effect, while applying radial direction synchronous grouting pressure to the soil body of pure slurry layer periphery；
5, slurry layer pure at n-6 ring behind number of rings is carried out carrying out parameter definition according to formula (5.4), to simulate slurries
Hardening process；
6, certain time step is calculated, stress release is simulated.
Design simulation operating condition:
1, the determination of test method
Wear that existing subway caused by construction constructs composition deformation and stress is multi-factor comprehensive shadow under newly-built shield subway tunnel
Loud, domestic and international bibliography is consulted it is found that influencing existing subway to construct composition deformation and the factor of stress mainly to include stratum item
Part, intersects clear distance, intersecting angle, shield support pressure, shield grouting pressure and grouting amount at edpth of tunnel, wherein support pressure
Size often affect leading sedimentation, and synchronous grouting is the important means for compensating Stratum Loss, is ground based on the technical program
To study carefully purpose and engineering experience comprehensively considers, strata condition according to this engineering is surveyed data and is determined, ignore the influence of underground water,
Final to choose shield support pressure, grouting pressure, three factor of grouting amount, each factor is divided into four levels, on the one hand analyzes
On the other hand the affecting laws that each factor deforms existing subway tunnel analyze each factor and enter and leave the deformation of section line to existing subway
Sensibility.
Using single-factor variable method when analyzing the affecting laws that each factor deforms existing subway tunnel, that is, changing certain
Ceteris paribus and equal is kept under the premise of one factor, and then the variation for analyzing the factor deforms existing subway tunnel
Affecting laws.
Comprehensive test design method usually available for the sensitivity analysis of experimental factor or orthogonal experimental design method, entirely
Interview is tested design method and is referred in experimental design, all implements once to all horizontal combinations of experimental factor, to obtain more
Comprehensive Test Information needs to carry out nm test, therefore this experimental design side in the case of horizontal for m factor n
Method is generally used in factor number and horizontal not many situation, such as single factor test or dual factors test, even for 3
More multifactor test, then can be time-consuming and laborious using comprehensive test design method, and project amount is quite huge even can not
Implement, orthogonal experiment design method should be selected at this time, Orthogonal Experiment and Design refers to from comprehensive test according to orthogonality
Principle, which is picked out, has the characteristics that the point of " neat comparable, evenly dispersed " is tested, orthogonal test have it is economical and practical, quick,
The advantages such as high efficiency are the common methods for analyzing multifactor design, are obtained at present in ground and Tunnel Engineering multiplicity
It is widely applied.
There are many factor that influence existing structure deformation in engineering is worn under, and indoor model test is time-consuming and laborious, and practical work
It is also impossible to carry out repeating test since cost is larger in journey, so utilizing when wearing certain key factors of engineering under research
" Orthogonal Experiment and Design " method, it is effective for carrying out numerical simulation.
For three factors, four level condition of the technical program, needed when using comprehensive test method to 43=64 kind work
Condition carries out sunykatuib analysis, and then only needs 16 kinds of operating conditions using orthogonal experiment design method, it is therefore apparent that Orthogonal Experiment and Design energy
The number of enough effectively reduction simulation operating conditions, will not seriously affect the precision of test, for the above reasons, this skill again at the same time
Art scheme selects orthogonal experimental design method to carry out Multifactor Sensibility Analysis.
2, influence factor and level
In Orthogonal Experiment and Design, factor refers to all kinds of factors having an impact to test index, needs to combine specific feelings
Condition is specifically chosen, and level refers to the different value conditions of above-mentioned every kind of factor.
The technical program mainly has studied in different shield support pressures and different grouting pressures and different grouting amounts three
The deformation of existing railway structure and mechanical characteristic under the kind a variety of horizontal forces of factor, the size of grouting amount can be indirectly by note
Thickness is starched to show, wherein shield tunneling support pressure includes tetra- kinds of water of 0.09MPa, 0.12MPa, 0.15MPa, 0.18MPa
Flat, back synchronous injection pressure is divided into 0.1MPa, 0.15MPa, 0.2MPa, 0.25MPa, four kinds of levels, and back synchronous injection is thick
Degree is divided into tetra- kinds of levels of 0.115m, 0.16m, 0.205m, 0.25m, to the factor level of above-mentioned quasi- consideration according to orthogonal test
Principle carries out operating condition design, and factor level table is as follows:
3, operating condition design
Single-factor variable method operating condition design: existing subway tunnel is become analyzing single factor using single-factor variable method
When the affecting laws of shape, each factor is designed by four kinds of operating conditions, below three tables list support pressure, slip casting respectively
The operating condition design result of three kinds of pressure, slip casting thickness factors.
Support pressure operating condition design
Grouting pressure operating condition design
Slip casting thickness operating condition design
Orthogonal test operating condition design: when carrying out orthogonal test operating condition design, orthogonal arrage is often used, orthogonal arrage is
Be separated into theory with equilibrium, using Combinational Mathematics as thought, established on the basis of orthogonal side and Latin square, it be into
The common tool of row Orthogonal Experiment and Design.
According to the principle of Orthogonal Experiment and Design, L16 (45) are used in the case of horizontal for three factor four of the technical program
Orthogonal arrage is designed, totally 16 kinds of operating conditions, and Orthogonal Experiment and Design scheme is as follows:
| Test row number | Support pressure (MPa) | Synchronous grouting pressure (MPa) | Slip casting thickness (m) |
| 1 | 0.09 | 0.1 | 0.115 |
| 2 | 0.09 | 0.15 | 0.16 |
| 3 | 0.09 | 0.2 | 0.205 |
| 4 | 0.09 | 0.25 | 0.25 |
| 5 | 0.12 | 0.1 | 0.16 |
| 6 | 0.12 | 0.15 | 0.115 |
| 7 | 0.12 | 0.2 | 0.25 |
| 8 | 0.12 | 0.25 | 0.205 |
| 9 | 0.15 | 0.1 | 0.205 |
| 10 | 0.15 | 0.15 | 0.25 |
| 11 | 0.15 | 0.2 | 0.115 |
| 12 | 0.15 | 0.25 | 0.16 |
| 13 | 0.18 | 0.1 | 0.25 |
| 14 | 0.18 | 0.15 | 0.205 |
| 15 | 0.18 | 0.2 | 0.16 |
| 16 | 0.18 | 0.25 | 0.115 |
Orthogonal experiments analysis method: carrying out numerical simulation to designed operating condition of test one by one, then by every kind of work
It is corresponded under condition in the result filling computational chart of test index, and carries out range analysis, it is both wired to each influence factor that you can get it
Sensibility and preferred plan combination.
L16(45) orthogonal test computational chart
The flow chart of range analysis is as shown in Figure 6, the specific steps are as follows:
(1) the sum of same level K is calculated by formula (5.5)i.By taking first row A factor as an example:
K11=y1+y2+y3+y4
(2) the average value k of each factor same level is calculated by formula (5.6)i.By taking first row A factor as an example:
k1=k11/4
(3) each factor amplitude that test index changes in its value range, i.e., very poor value R are calculated by formula (5.7)；
R=max (ki)-min(ki)
(4) according to R value size, the influence primary and secondary sequence of factor of judgment.R is bigger, indicates that the variation of the factor refers to test
Target influences bigger；
(5) make factor and index sign trend, intuitively analyze the relationship of index and the fluctuation of each factor level；
(6) it determines that excellent water is put down according to the minimum average B configuration value of each level of each factor, and then selects excellent combination.
The impact analysis that construction parameter deforms existing subway tunnel:
The deformation values of existing subway tunnel in order to obtain are needed when carrying out numerical value calculating in existing subway tunnel structure
Corresponding site lays monitoring point, and passes through FLAC3DIn history write command its numerical value is exported, in conjunction with this technology side
The research contents of case, the technical program have laid 2 surveys line in existing railway, and the distance of adjacent monitoring point is 1m, in order to more preferable
Each monitoring point of description position, now make following to assume: shield tunnel center line and the intersection point of existing subway tunnel center line are
Coordinate origin, existing subway tunnel center line are x-axis, and it is the monitoring point that each monitoring point projects corresponding numerical value in x-axis
Abscissa.
By count 16 kinds of operating condition of test test result, respectively with existing subway tunnel downlink railway roadbed final settlement,
Last turn height difference maximum value and -7 place's process maximum track height difference of section analyze construction parameter to above-mentioned as evaluation index
The sensibility of three kinds of test indexes.
1. using Roadbed subsidence as evaluation index
When using Roadbed subsidence as evaluation index, summarize orthogonal experiments and range analysis the result is as follows:
L16(45) orthogonal experiments table
Range analysis table
Support pressure, grouting pressure, slip casting thickness are to existing railway railway roadbed it can be seen from above-mentioned range analysis result
The influence degree of maximum settlement value are as follows: grouting pressure slip casting thickness support pressure, as can be seen that slip casting pressure from numerical values recited
The influence that the variation of power settles existing railway is more obvious, comparatively support pressure and slip casting thickness influence weaker.
2. using last turn height difference as evaluation index
When using last turn height difference as evaluation index, summarize shown in orthogonal experiments and range analysis result following table:
L16(45) orthogonal experiments table
Range analysis table
Support pressure, grouting pressure, slip casting thickness are final to existing railway it can be seen from above-mentioned range analysis result
The influence degree of track height difference are as follows: grouting pressure slip casting thickness support pressure, as can be seen that grouting pressure from numerical values recited
Influence of the variation to existing railway last turn height difference it is more obvious, support pressure compared with slip casting thickness influence it is weaker.
3. using -7 place's process maximum track height difference of section as evaluation index
When using -7 place's process maximum track height difference of section as evaluation index, summarize orthogonal experiments and range analysis knot
Fruit is as follows:
L16(45) orthogonal experiments table
Range analysis table
Support pressure, grouting pressure, slip casting thickness are to existing subway tunnel downlink it can be seen from range analysis result
The influence degree of process maximum track height difference at line section 2 are as follows: grouting pressure, slip casting thickness and support pressure, from numerical values recited
It above can be seen that grouting pressure and the influence to -7 place's process maximum track height difference of existing railway section be more obvious, slip casting is thick
Degree takes second place, and support pressure influences weaker compared with the above two.
The present invention uses numerical value software for calculation, is primarily based on single-factor variable method, analyzes support pressure, grouting pressure, note
Range is starched to the affecting laws of existing railway sedimentation, track height difference, orthogonal test method is then based on, using range analysis side
It is high to existing railway sedimentation, process maximum track height difference, last turn that method obtains out support pressure, grouting pressure, range of grouting
The primary and secondary sequence that difference influences, solving the prior art effectively can not carry out numerical simulation analysis to constructing tunnel, not can avoid
The problem of security risk of construction.
The foregoing is only a preferred embodiment of the present invention, but protection scope of the present invention be not limited to
This, anyone skilled in the art in the technical scope disclosed by the present invention, according to the technique and scheme of the present invention
And its inventive concept is subject to equivalent substitution or change, should be covered by the protection scope of the present invention.
Claims (5)
1. the Numerical Analysis methods that Groundwater iron shield tunnel construction influences, characterized by the following steps:
S1, building Three-dimensional CAD: initially setting up model and boundary condition, then carries out constitutive model selection and calculates false
If setting material parameter, the foundation of primary stress field, the simulation of shield-tunneling construction process；
S2, design simulation operating condition: determining test method, influence factor and level, then carries out operating condition design, finally to orthogonal examination
Result is tested to be analyzed；
The impact analysis that S3, construction parameter deform existing subway tunnel: it needs when carrying out numerical value calculating in existing subway tunnel
Road structure corresponding site lays monitoring point, and passes through FLAC3DIts numerical value is exported；
The sensitivity analysis that S4, each factor deform existing subway tunnel: pole is carried out to orthogonal test operating condition numerical simulation result
Difference analysis, using Roadbed subsidence as evaluation index, using last turn height difference as evaluation index, judges each factor by range analysis result
Influence degree.
2. the Numerical Analysis methods that Groundwater iron shield tunnel construction according to claim 1 influences, special
Sign is: in the step S1 model use displacement boundary conditions, wherein bottom be fixed boundary, limited model level and it is perpendicular
Histogram to displacement, the displacement in model periphery limit levels direction, model top be free boundary.
3. the Numerical Analysis methods that Groundwater iron shield tunnel construction according to claim 1 influences, special
Sign is: calculating in the step S1 and assumes to carry out when carrying out numerical simulation to simplify processing, the material parameter includes soil layer
Parameter, existing railway structural parameters and foundation pit structure parameter.
4. the Numerical Analysis methods that Groundwater iron shield tunnel construction according to claim 1 influences, special
Sign is: choosing formation condition when determining test method in the step S2, edpth of tunnel, intersects clear distance, intersecting angle, shield
One or more of support pressure, shield grouting pressure and grouting amount factor, each factor are divided into four levels, on the one hand divide
The affecting laws that each factor deforms existing subway tunnel are analysed, each factor is on the other hand analyzed and the deformation of section line is entered and left to existing subway
Sensibility.
5. the Numerical Analysis methods that Groundwater iron shield tunnel construction according to claim 1 influences, special
Sign is: operating condition design includes single-factor variable method operating condition design and orthogonal test operating condition design in the step S2, is being used
When single-factor variable method analyzes the affecting laws that single factor deforms existing subway tunnel, each factor is carried out by four kinds of operating conditions
Design.
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