CN110348098A - A kind of clayey loess tunnel Excavation simulation parameter assignment method - Google Patents
A kind of clayey loess tunnel Excavation simulation parameter assignment method Download PDFInfo
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Abstract
The present invention discloses a kind of clayey loess tunnel Excavation simulation parameter assignment method, it is contemplated that influence of the stress level to constitutive model Elastic Modulus parameter is primarily based on indoor consolidation test, calculates the sagging vertical compression strain of different vertical pressure PValue is fitted vertical pressure using logarithmic function and answers-pressure testing data, inverse, that is, compression modulus of matched curve slope；Elasticity modulus is calculated, and establishes the function expression of elastic modulus E Yu pressure P；In conjunction with the field monitoring data and numerical result in different buried depth tunnel, to the coefficient entry in above-mentioned expression formulakTentative calculation is carried out, determines accurate coefficient value；Based on compared with the E-P function expression after core, parameter assignment is carried out to all units using the z_prop function of FISH language in FLAC numerical software.The present invention considers influence of the stress level to ground elasticity modulus parameter in tunnel excavation numerical simulation, perfect to a certain extent current geotechnical engineering numerical computation method.
Description
Technical field
The present invention relates to Tunnel Engineering and geotechnical engineering Computer-aided Design Technology field, specially a kind of clayey loess
Tunnel excavation analog parameter assignment method.
Background technique
Northwest China and North China are covered by large area Loess Layer, fast with traffic in recent years infrastructure construction
Speed development, a large amount of highways, railway tunnel have been built in Canal in Loess Area.Loess has the characteristics that collapsibility, vertical joints, macrovoid,
Cause in Loess Layer tunneling, loess easily occurs chance water and softens, generation collapsibility or dilatancy, after tunnel excavation often
Phenomena such as will appear country rock large deformation, preliminary bracing destruction or even Tunnel Landslide.
The method of newly-built loess tunnel is all to use engineering analog method and empirical method, however pass through Construction practices and carry out at present
Verifying, theoretical research always lag behind engineering practice.In face of building for later more and more loess tunnels, loess tunnel collapses,
The disasters such as large deformation constitute significant threat, therefore correctly predicted tunnel deformation to people life property safety, construct reasonable yellow
Native tunnel deformation prediction model instructs site operation, it is ensured that Tunnel Stability and construction for analyzing tunnel excavation deformation rule
Safety has highly important real engineering significance, social effect.
Numerical value calculating is widely applied a kind of analysis method on soil deformation and settlement law after predicting tunnel excavation.
When carrying out numerical value calculating, in addition to selecting suitable software for calculation and constitutive model, suitable material of rock and soil characterisitic parameter is chosen
Logarithm precision of analysis is also particularly important.However, the rock-soil material parameter obtained from geotechnical investigation report at present
Numerical value on a usually average, cannot react the influence of earth's surface buried depth, stress level, using conventional constitutive model into
When row tunnel excavation is simulated, user wishes that the modulus of material can react the influence of minor principal stress, that is, establishes material modulus and answer
The functional relation of power level.Practical work can be more effectively simulated by using the suitable actual modulus parameter of the closer soil body
Condition guarantees safety for tunnel engineering, saves project cost.
Summary of the invention
In view of the above-mentioned problems, the purpose of the present invention is to provide one kind can be realized accurate Rock And Soil numerical simulation
The considerations of calculating, stress level was on the clayey loess tunnel Excavation simulation parameter assignment method for playing mould influence.Technical solution is as follows:
A kind of clayey loess tunnel Excavation simulation parameter assignment method, comprising the following steps:
Step 1: based on indoor consolidation test, calculating the sagging vertical compression strain stress value of different vertical pressure P, utilize logarithmic function
It is fitted εi-PiTest data, inverse, that is, Modulus of pressure E of matched curve slopes；Elastic modulus E, structure are calculated using empirical equation
Build the function expression of E Yu pressure P；
Step 2: comparative analysis tunnel excavation field monitoring data and numerical simulation result, the E-P function that upper step is obtained
Expression formula coefficient entry carries out tentative calculation, determines accurate coefficient value；
Step 3: carrying out material parameter assignment.
Further, the step 1 specifically includes:
Step 11: the ε that consolidation test is obtainedi-PiData point is fitted, and subscript i indicates i-th of data point；Fitting is bent
Line includes linear fit section and nonlinear fitting section, fitting formula are as follows:
It is the linear fit section of 0~400kPa: ε=a in pressure limit1+b1P
It is the nonlinear fitting section greater than 400kPa in pressure limit: ε=a2+b2lnP
In formula, P is pressure at right angle, and ε is vertical strain value, a1、a2、b1And b2For fitting coefficient；
Step 12: defining Modulus of pressure Es=Pi/εi, i.e., the inverse of above-mentioned matched curve slope:
It is the linear fit section of 0~400kPa in pressure limit:
It is the nonlinear fitting section greater than 400kPa in pressure limit:
Step 13: elastic modulus E is calculated using empirical equation:
E=kEs
In formula, k is proportionality coefficient, and k=2.0~5.0 are determined by multiple tentative calculation；
Step 14: obtain the function expression of elasticity modulus and pressure:
It is the linear fit section of 0~400kPa in pressure limit:
It is the nonlinear fitting section greater than 400kPa in pressure limit:
Further, the step 2 specifically includes:
Step 21: actual monitoring data in hole after collection tunnel different buried depth section is excavated are analyzed under different buried depth pressure
Each deformation value draws live deformation curve
Step 22: the mathematical calculation model in different buried depth tunnel is established, tunnel top vertical stress is calculated by following formula:
σhi=γ Hi
In formula, σhiFor tunnel top vertical stress；γ is country rock severe；HiFor edpth of tunnel；
It inputs different proportionality coefficient k and material parameter is assigned to model respectively, extract in the hole under each buried depth after tunnel excavation
Deformation data draws numerical simulation deformation curve
Step 23: by live deformation curveWith numerical simulation deformation curveIt is compared analysis, determines and closes
Suitable scale parameter k.
Further, in the step 3, using the proportionality coefficient k after check, new springform is calculated according to the following formula
Amount:
It is the linear fit section of 0~400kPa in pressure limit:
It is the nonlinear fitting section greater than 400kPa in pressure limit:
Then parameter assignment is carried out to all units using the z_prop function of FISH language in FLAC numerical software.
The beneficial effects of the present invention are: the present invention consider Geotechnical Engineering calculate in stress level to material mould
The influence of amount establishes the function expression of material modulus and stress level, and using live actual monitoring data and numerical value knot
Fruit comparative analysis is checked, and is carried out parameter assignment to all units by the z_prop function of fish language, is realized more
Accurate Rock And Soil numerical simulation calculation.
Detailed description of the invention
Fig. 1 is the flow chart of clayey loess tunnel Excavation simulation parameter assignment method of the present invention.
Fig. 2 is the ε drawn based on indoor consolidation testi-PiTest data point and matched curve.
Specific embodiment
The present invention is described in further details in the following with reference to the drawings and specific embodiments.As shown in Figure 1, a kind of consideration is answered
Power level is as follows on the implementation steps for playing the clayey loess tunnel Excavation simulation parameter assignment method that mould influences:
1. acquiring soil sample from the face in different buried depth tunnel, ε is drawn based on consolidation testi-PiTest data point, it is right
Data point is fitted to obtain εi-PiFunction expression, the inverse for defining matched curve slope is Modulus of pressure Es(Fig. 2) is utilized
Elastic modulus E is calculated in empirical equation, establishes the function expression of E Yu pressure P.
The ε that 1.1 pairs of consolidation tests obtaini-PiData point is fitted, including linear fit section and nonlinear fitting section, is intended
Close formula are as follows:
ε=a1+b1P (in smaller pressure limit)
ε=a2+b2LnP (larger pressure stage)
In formula, P is pressure at right angle, and ε is vertical strain, a1、a2、b1And b2For fitting coefficient.
1.2 define Modulus of pressure Es=Pi/εi, i.e., the inverse of above-mentioned matched curve slope:
(in smaller pressure limit)
(larger pressure stage)
1.3 calculate elastic modulus E using empirical equation:
E=kEs, wherein k=2.0~5.0
It needs to determine reasonable proportionality coefficient k by multiple tentative calculation using the formula, with what is derived according to elastic theory
The calculation formula E=E of elasticity modulus and compression moduluss[1-2v2/ (1-v)] it compares, the empirical equation scope of application is wider, meets reality
Border situation.
1.4 further, the function expression of elasticity modulus and pressure are as follows:
(in smaller pressure limit)
(larger pressure stage)
2. collecting tunnel excavation field monitoring data, and numerical modeling calculating, comparative analysis are carried out to tunneling respectively
Tunnel excavation field monitoring data and numerical simulation result carry out tentative calculation to E-P function expression coefficient entry k obtained above,
Determine accurate coefficient value.Particular content is as follows:
Actual monitoring data in hole, analyze each change under different buried depth pressure after 2.1 collection tunnel different buried depth sections are excavated
Shape magnitude draws live deformation curve
2.2 establish the mathematical calculation model in different buried depth tunnel, by formula σhi=γ HiTunnel top vertical stress is calculated,
It inputs different proportionality coefficient k and material parameter is assigned to model respectively, extract deformation data in the hole under each buried depth after tunnel excavation,
Draw numerical simulation deformation curve
2.3 by live deformation curveWith numerical simulation deformation curveIt is compared analysis, it is suitable to determine
Scale parameter k.
3. new elasticity modulus is calculated according to formula 1.4 using the proportionality coefficient k after checking, it is soft using FLAC numerical value
The z_prop function of FISH language carries out parameter assignment to all units in part.Material parameter elasticity modulus need to only be repaired
Change, other parameters such as bulk modulus and modulus of shearing are calculated automatically by FLAC3D program.
Claims (4)
1. a kind of clayey loess tunnel Excavation simulation parameter assignment method, which comprises the following steps:
Step 1: based on indoor consolidation test, calculating the sagging vertical compression strain stress value of different vertical pressure P, be fitted using logarithmic function
εi-PiTest data, inverse, that is, Modulus of pressure E of matched curve slopes；Using empirical equation calculate elastic modulus E, building E with
The function expression of pressure P；
Step 2: comparative analysis tunnel excavation field monitoring data and numerical simulation result, the E-P function representation that upper step is obtained
Formula coefficient entry carries out tentative calculation, determines accurate coefficient value；
Step 3: carrying out material parameter assignment.
2. clayey loess tunnel Excavation simulation parameter assignment method according to claim 1, which is characterized in that the step
1 specifically includes:
Step 11: the ε that consolidation test is obtainedi-PiData point is fitted, and subscript i indicates i-th of data point；Matched curve packet
Include linear fit section and nonlinear fitting section, fitting formula are as follows:
It is the linear fit section of 0~400kPa: ε=a in pressure limit1+b1P
It is the nonlinear fitting section greater than 400kPa in pressure limit: ε=a2+b2lnP
In formula, P is pressure at right angle, and ε is vertical strain value, a1、a2、b1And b2For fitting coefficient；
Step 12: defining Modulus of pressure Es=Pi/εi, i.e., the inverse of above-mentioned matched curve slope:
It is the linear fit section of 0~400kPa in pressure limit:
It is the nonlinear fitting section greater than 400kPa in pressure limit:
Step 13: elastic modulus E is calculated using empirical equation:
E=kEs
In formula, k is proportionality coefficient, and k=2.0~5.0 are determined by multiple tentative calculation；
Step 14: obtain the function expression of elasticity modulus and pressure:
It is the linear fit section of 0~400kPa in pressure limit:
It is the nonlinear fitting section greater than 400kPa in pressure limit:
3. clayey loess tunnel Excavation simulation parameter assignment method according to claim 1, which is characterized in that the step
2 specifically include:
Step 21: actual monitoring data in hole after collection tunnel different buried depth section is excavated analyze each change under different buried depth pressure
Shape magnitude draws live deformation curve
Step 22: the mathematical calculation model in different buried depth tunnel is established, tunnel top vertical stress is calculated by following formula:
σhi=γ Hi
In formula, σhiFor tunnel top vertical stress；γ is country rock severe；HiFor edpth of tunnel；
It inputs different proportionality coefficient k and material parameter is assigned to model respectively, extract in the hole under each buried depth after tunnel excavation and deform
Data draw numerical simulation deformation curve
Step 23: by live deformation curveWith numerical simulation deformation curveIt is compared analysis, determines suitable ratio
Example parameter k.
4. clayey loess tunnel Excavation simulation parameter assignment method according to claim 1, which is characterized in that the step
In 3, using the proportionality coefficient k after check, new elasticity modulus is calculated according to the following formula:
It is the linear fit section of 0~400kPa in pressure limit:
It is the nonlinear fitting section greater than 400kPa in pressure limit:
Then parameter assignment is carried out to all units using the z_prop function of FISH language in FLAC numerical software.
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN114818219A (en) * | 2022-05-09 | 2022-07-29 | 中国电建集团成都勘测设计研究院有限公司 | Numerical simulation method for hysteresis aging performance of large deformation of tunnel under water-force action |
| CN114876471A (en) * | 2022-07-05 | 2022-08-09 | 中铁四局集团有限公司北京分公司 | Pipe jacking construction method for waterless sand layer |
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| CN105160111A (en) * | 2015-09-11 | 2015-12-16 | 山西省交通科学研究院 | Simulation method for loess tunnel numerical model by considering surrounding rock structural characteristics |
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| JPH1088963A (en) * | 1996-09-12 | 1998-04-07 | Maeda Corp | Method and device for anticipating behavior of natural ground of tunnel |
| CN105160111A (en) * | 2015-09-11 | 2015-12-16 | 山西省交通科学研究院 | Simulation method for loess tunnel numerical model by considering surrounding rock structural characteristics |
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Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114818219A (en) * | 2022-05-09 | 2022-07-29 | 中国电建集团成都勘测设计研究院有限公司 | Numerical simulation method for hysteresis aging performance of large deformation of tunnel under water-force action |
| CN114818219B (en) * | 2022-05-09 | 2023-08-29 | 中国电建集团成都勘测设计研究院有限公司 | Tunnel large-deformation hysteresis timeliness numerical simulation method under water-force action |
| CN114876471A (en) * | 2022-07-05 | 2022-08-09 | 中铁四局集团有限公司北京分公司 | Pipe jacking construction method for waterless sand layer |
| CN114876471B (en) * | 2022-07-05 | 2022-09-09 | 中铁四局集团有限公司北京分公司 | Pipe jacking construction method for waterless sand layer |
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