CN104252576A - Inversion method for equivalent calculation parameters of subway tunnel rock-soil body - Google Patents
Inversion method for equivalent calculation parameters of subway tunnel rock-soil body Download PDFInfo
- Publication number
- CN104252576A CN104252576A CN201410407670.5A CN201410407670A CN104252576A CN 104252576 A CN104252576 A CN 104252576A CN 201410407670 A CN201410407670 A CN 201410407670A CN 104252576 A CN104252576 A CN 104252576A
- Authority
- CN
- China
- Prior art keywords
- weighted mean
- calculate
- model
- equivalent
- calculation
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Granted
Links
Landscapes
- Management, Administration, Business Operations System, And Electronic Commerce (AREA)
Abstract
The invention relates to an inversion method for equivalent calculation parameters of a subway tunnel rock-soil body. The method includes collecting ground surface settlement monitoring data, and taking the ground surface settlement monitoring data as a target of inversion calculation after regression analysis; building a standard finite element model; extracting original surveying parameters of a soil layer, and performing weighted calculation on the original surveying parameters; under the condition that a parameter optimizing range is set, adopting a Latin hypercube sampling method to acquire a sample group in each parameter value space, putting each sample group in the standard model for calculation, fitting acquired results to generate a response surface, and acquiring soil body parameters corresponding to actual settlement values on the response surface, wherein the soil body parameters are taken as equivalent parameters and include equivalent elasticity modulus, equivalent cohesive force, equivalent inner friction angle and equivalent Poisson's ratio. In the method, the equivalent calculation parameters of the soil layer are inverted by effectively utilizing conventional monitoring data and surveying data, and the method has certain adaptability to complex soil-layer conditions of a subway underground-cut section. The method has the advantages of wide calculation range, high accuracy, small calculation quantity, high calculation speed and convenience in operation.
Description
Technical field
Patent of the present invention belongs to technical field of civil engineering, for calculating the inverting of the soil body Equivalent Calculation parameter that soil deformation uses for numerical modeling in metro tunnel excavation process.
Background technology
Along with the development of urban rail transit construction, the ground settlement that its boring construction causes is always by engineering circles is paid close attention to, and slip-stick artist is based upon on the basis of practical experience mostly to the prediction of ground settlement at present, and lacks systematicness and hand down.By theoretical or numerical simulation (no matter being finite element, finite difference or discrete element), only can reflect sedimentation distribution range and the regularity of distribution, be difficult to prediction to quantitative, parameter adjustment dispersion is comparatively large, finally still ascribes micro-judgment to.Due to the complicacy (impact of soil body skewness, urban road surfaces structure, the uncertainty of underground water, environmental baseline is complicated, construction method is different, construction team is uneven) of Geotechnical Engineering, larger by theoretical analysis, accurately predicting ground settlement value difficulty.Therefore, numerical evaluation becomes the common method of prediction Ground Sedimentation Caused by Subway Construction.But at present due to the complicacy in place and the artificial property of model construction, make practicality not high, cannot promote to engineering technical personnel, be mainly manifested in the following aspects:
(1) some hypothesis have been carried out to computation model;
In Modling model process, all done many hypothesis to the constitutive relation, boundary condition, stress and strain model etc. of model, which results in it deviates from prototype to a certain extent, causes the otherness of result of calculation.
(2) parameter that numerical evaluation needs cannot be proposed in exploration report;
In general subway construction exploration report, parameter required for the numerical simulation calculation that can provide comprises unit weight, cohesion, angle of internal friction etc., but on the Results of Settlement larger elastic modulus of impact or bulk modulus, cannot provide in exploration report, and provide in report mostly be indoor experimental data, truly cannot reflect on-the-spot complex conditions and the stress conversion state of subway work.This brings difficulty just to choosing of mathematical calculation model parameter.
(3) computation model parameter differs far away with actual Rock And Soil state.
Choose rational calculating parameter in model comparatively large on the impact of result of calculation, but in current computational analysis, how according to monitoring result Adjustable calculation parameter repeatedly, what cause final argument chooses the virtual condition deviating from Rock And Soil.
(4) model standardization shortcoming
Owing to affecting the many factors of the model calculation, comprising: the selection of the division of the choosing of computation bound, grid, the division of soil layer, constitutive relation, the choosing of physical and mechanical parameter.So the many factors of parameter adjustment.This brings many difficulties with regard to giving the determination of calculating parameter.Therefore, before parametric inversion, standardization must be carried out to set up model.
Summary of the invention
The soil body physical and mechanical parameter data that the object of patent of the present invention is to provide a kind of and utilizes subway tunnel settlement monitoring result data, conventional exploration report provides, the method of Rock And Soil Equivalent Calculation parameter in inverting excavation of subway limited element calculation model, obtains and the actual soil deformation that conforms to and ground settlement.
The present invention is achieved through the following technical solutions:
1) extraction of measured data and regretional analysis, comprising:
1.1) set monitoring point, and obtain the distance x of each monitoring point far from tunnel center line, and the sedimentation value y of monitoring point;
In order to meet the needs and the needs of regional prediction that subsider generates, the acquisition of Monitoring Data need extract the sedimentation value apart from tunnel center line different distance, refers to Fig. 1.Wherein x
irepresent the distance of monitoring point far from tunnel center line, y
irepresent the sedimentation value of monitoring point.
1.2) carry out regretional analysis to measured data (x, y), regression formula is
obtain constant term
and obtain curve equation
wherein maximum settlement value
subsider width
be horizontal ordinate with x, be that ordinate is drawn with y, subsider curve can be formed, refer to Fig. 2.
The present invention carries out regretional analysis based on Peck formula to the Monitoring Data extracted.
2) Criterion limited element calculation model, meet following standardisation requirements:
2.1) geometric model is set up:
First Modling model size:
In order to meet computing velocity needs, meet stress-distortion regularity of distribution, the border of model is chosen with following principle simultaneously:
Top, the tunnel soil body thickness of finite element model is chosen by actual buried depth, and bottom, the tunnel distance of model gets the length apart from tunnel feather edge 2D; The depth of model is taken as unit length 1; The distance of soil at both sides border, the tunnel distance tunnel edge of model is 4D; Wherein D represents the diameter in tunnel; Refer to Fig. 3.
Then Confirming model boundary limitation condition:
According to actual forced status, model bottom boundaries is fixed boundary, constraint X, Y, Z-direction displacement; Model retrains this horizontal direction displacement in two horizontal directions respectively, and as shown in Figure 4, the model left and right sides retrains the displacement of x horizontal direction respectively; Model end face is free face, does not do any constraint, and soil constitutive law adopts ideal elastic-plastic constitutive model and mole of-coulomb of criterion of strength;
2.2) confirmed standard limited element calculation model input parameter: extract the thickness h of each layer soil body within the scope of geometric model, natural density γ, cohesive strength c, angle of internal friction
modulus of pressure E, Poisson ratio v, and calculate weighted mean parameter, comprising: weighted mean severe γ
weighting, weighted mean cohesive strength c
weighting, weighted mean angle of internal friction
weighted mean Modulus of pressure E
weightingwith weighted mean Poisson ratio ν
weighting; Using these weighted mean parameters as the initial input parameter of the soil body in geometric model.
Subway tunnel surrounding soil is equivalent to the individual layer soil body, adopts ideal elastic-plastic constitutive model and mole of-coulomb of criterion of strength, the weighted mean value of each layer soil body parameter that the initial calculation parameter choose exploration report in model provides.Comprise: weighted mean severe, weighted mean cohesive strength, weighted mean angle of internal friction, weighted mean modulus in compression, weighted mean Poisson ratio.Weight computation method is such as formula (1)
In formula: wherein, s
j weightingrepresent the weighted mean value of a jth parameter, S
ijrepresent a jth parameter of the i-th layer soil body that exploration report provides, j=1,2,3,4,5, represent cohesion, angle of internal friction, modulus in compression, Poisson ratio, natural density respectively, H
irepresent the thickness of the i-th layer soil body that exploration report provides.
3) target setting calculated amount, Optimal Parameters and valued space thereof, comprising:
3.1) target setting calculated amount
y returns:
y returnsfor step 2) in maximum settlement value on regression curve, i.e. y
return=s
max;
3.2) Optimal Parameters and valued space thereof is set: the calculating parameter using mole coulomb model to need in computation process is defined as Optimal Parameters, comprise cohesive strength, angle of internal friction, elastic modulus, Poisson ratio, the span of each parameter is with step 2.2) in calculate weighted mean cohesive strength, weighted mean angle of internal friction, weighted mean Poisson ratio is that benchmark reduces respectively and increases by 20%, namely cohesive strength span is (80% weighted mean cohesive strength, 120% weighted mean cohesive strength); Angle of internal friction span is (80% weighted mean angle of internal friction, 120% weighted mean angle of internal friction); Poisson ratio span is (80% weighted mean Poisson ratio, 120% weighted mean Poisson ratio); Elastic Modulus Values scope is (300% weighted mean modulus in compression, 500% weighted mean modulus in compression);
After Optimal Parameters and the setting of target calculated amount, in the ranged space of Optimal Parameters, scanned by the Latin Hypercube Sampling methods of sampling, and with these samples of finite element solving.For each sample, model response is determined, each response model is built to their model of fit.Finally, the variance based on sensitivity indices is assessed model of fit.
4) Optimal Parameters sensitivity analysis, comprising:
4.1) in step 3.2) in the valued space of each Optimal Parameters determined, carry out scanning sampling by employing Latin Hypercube Sampling method
,
n is larger, and computing velocity is slower, but precision is higher, and brings the often group sample generated into step 2.1) and step 2.2) calculate in the standard finite meta-model set up, extraction (c respectively from each result of calculation
1, y
calculate 1) ..., (c
n, y
calculate n);
,
(E
1, y
calculate 1) ..., (E
n, y
calculate n); (ν
1, y
calculate 1) ..., (v
n, y
calculate n) form each parameter and calculated settlement y
calculatediscrete relationship, wherein y
calculatefor step 2.1) and step 2.2) the standard finite meta-model set up calculate, ground settlement value directly over tunnel axis.
Adopt Latin Hypercube Sampling method that Optimal Parameters is uniformly distributed in given scope, avoid cavity and the colonization of stochastic distribution generation, Fig. 5 is shown in by sketch.
4.2) to step 4.1) each parameter of obtaining and calculated settlement y
calculatediscrete relationship, utilize least square method to carry out linear regression, thus obtain parameter cohesive strength c, angle of internal friction respectively
elastic modulus E, Poisson ratio ν and calculated settlement y
calculaterelation curve, and then obtain parameter cohesive strength c, angle of internal friction
elastic modulus E, Poisson ratio ν and calculated settlement y
calculaterelation curved surface, Fig. 6 is shown in by sketch.Namely
The coefficient of determination (COD) is utilized to assess the fit quality of polynomial regression model.If COD levels off to 1, polynomial fitting method represents that error is minimum.But if his value equals the value of related coefficient, multinomial model is by most suitable.
5) determine equivalent parameters, for finite element simulation calculation, comprising:
5.1) in step 4.2) curved surface that obtains gets y
calculate imake y
calculate i=y
return, obtain corresponding cohesive strength c
k, angle of internal friction
elastic modulus E
k, Poisson ratio ν
k, wherein y
returnfor step 3.1) the calculating target that sets; 5.2) with step 5.1) obtain cohesive strength c
k, angle of internal friction
elastic modulus E
k, Poisson ratio ν
kfor equivalent cohesive strength, angle of equivalent internal friction, equivalent elastic modulus, equivalent Poisson ratio; With step 2.2) the weighted mean severe γ that obtains
weightingfor equivalent severe, thus obtain the Equivalent Calculation parameter of subway tunnel Rock And Soil, for finite element simulation calculation.
Beneficial effect
The present invention effectively utilizes conventional Monitoring Data and survey data, the Equivalent Calculation parameter of inverting soil layer, certain adaptive faculty is had to the complex random systems condition of Bored Section of Metro, the present invention has that computer capacity is wide, degree of accuracy is high, calculated amount is little, computing velocity is fast, easy to operate, be beneficial to the features such as engineering technical personnel's popularization.
Accompanying drawing illustrates:
Fig. 1 data of monitoring point acquisition plane figure
Fig. 2 PECK formulary regression curve map
Fig. 3 criterion calculation illustraton of model
Fig. 4 model boundary restrictive condition figure
Fig. 5 sample distribution figure
Fig. 6 Optimal Parameters and the response surface schematic diagram calculating target
Fig. 7 the inventive method process flow diagram
Specific implementation method:
Step 1: according to monitoring point plane of arrangement figure, extracts the sedimentation value (x of each monitoring point far from the Distance geometry of tunnel center line itself
i, y
i), it is m that its middle distance extracts unit, and precision is 0.1, and it is mm that unit is extracted in sedimentation, and precision is 0.1.In the leaching process of sedimentation, in case of sedimentation be on the occasion of situation be taken as 0, meeting sedimentation is that the situation of negative value gets its absolute value.
Step 2: (xi, the yi) that step 1 obtained to each point calculates, and obtains array
with the array obtained
for regression variable carries out linear regression analysis, the formula after recurrence is
Calculate constant term
according to formula
Try to achieve S
maxand i.Bring formula into
being horizontal ordinate with x, is that ordinate is drawn with y, forms subsider curve.
Step 3 is according to the actual soil layer condition of subway, and based on FLAC3D software Criterion excavation model, the restriction of moulded dimension and boundary condition refers to Fig. 3 and Fig. 4.
Step 4 extracts thickness and the initial parameter (comprising cohesive strength, angle of internal friction, modulus in compression, Poisson ratio, natural density) of each layer soil body; The weighted mean value of Soil Parameters is solved according to formula (3).Comprise: weighting cohesion, weighting angle of internal friction, weighting modulus in compression, weighting Poisson ratio, weighting unit weight.
FLAC3D model calculates, and outputs results to " .his " formatted file (as jisuan.his).By command file * .dat and autoexec * .bat and calculating and export file * .his be placed on identical file folder in.To lay equal stress on a newly-built text.
If will on the computing machine not installing Optislang software fill order, first Optislang software to be installed on computers, and the dos order of the input needed in Optislang operational process is modified according to the needs of oneself and stores (as scrip.txt).
At the newly-built project of Optislang, and save as * .opf file.By solving guide [solver wizard], enter solver wizard interface.
The Optimal Parameters that step 5 sets: comprise cohesive strength, angle of internal friction, elastic modulus, Poisson ratio.The span of each parameter is that benchmark reduces respectively and increases by 20% with the weighted mean cohesion calculated in step (8), weighted mean angle of internal friction, weighted mean modulus in compression, weighted mean Poisson ratio, namely cohesion span is (80% weighted mean cohesion, 120% weighted mean cohesion); Angle of internal friction span is (80% weighted mean angle of internal friction, 120% weighted mean angle of internal friction); Elastic Modulus Values scope is (300% weighted mean modulus in compression, 500% weighted mean modulus in compression); Poisson ratio span is (80% weighted mean Poisson ratio, 120% weighted mean Poisson ratio);
Command file * .dat is called in Optislang software.Define input parameter to be optimized.Comprise: cohesive strength, angle of internal friction, elastic modulus, Poisson ratio.Define the parameter type of parameter to be optimized, parameter values type, parameters precision, optimization range simultaneously.
Step 6: be invoked in the valued space of each Optimal Parameters of setting, carries out scanning by employing Latin Hypercube Sampling method and samples
generate N number of sample;
At Optislang software Latin hypercube sampling method, input amendment quantity, sets up N number of sample.
Step 7: the N group sample of generation is brought in the standard finite meta-model that step 3 sets up and calculate.(c is extracted respectively from each result of calculation
1, y
calculate 1), (c
2, y
calculate 2)
(E
1, y
calculate 1), (E
2, y
calculate 2) (ν
1, y
calculate 1), (ν
2, y
calculate 2) ... form each parameter and calculated settlement y
calculatediscrete relationship;
The step 8: (c that step 7 is obtained
1, y
calculate 1), (c
2, y
calculate 2)
(E
1, y
calculate 1), (E
2, y
calculate 2) (ν
1, y
calculate 1), (ν
2, y
calculate 2) ... each parameter and calculated settlement y
calculatediscrete relationship, utilize least square method to carry out polynomial regression, generate response surface;
Step 9: get y on the response surface obtained in step 8
calculate imake y
calculate i=y
return, obtain corresponding cohesive strength c
k, angle of internal friction
elastic modulus E
k, Poisson ratio ν
k, wherein y
returnfor the calculating target that step 2 sets;
Step 10: with step: 9 obtain cohesive strength c
k, angle of internal friction
elastic modulus E
k, Poisson ratio ν
kfor equivalent cohesive strength, angle of equivalent internal friction, equivalent elastic modulus, equivalent Poisson ratio; The weighted mean severe γ obtained with step 4
weightingfor equivalent severe, thus obtain the Equivalent Calculation parameter of subway tunnel Rock And Soil, for finite element simulation calculation.
Claims (1)
1. a subway tunnel Rock And Soil Equivalent Calculation parameter inversion method, is characterized in that comprising the following steps:
1) extraction of measured data and regretional analysis, comprising:
1.1) set monitoring point, and obtain the distance x of each monitoring point far from tunnel center line, and the sedimentation value y of monitoring point;
1.2) carry out regretional analysis to measured data (x, y), regression formula is
obtain constant term
and obtain curve equation
wherein maximum settlement value
subsider width
2) Criterion limited element calculation model, comprising:
2.1) set up geometric model: top, the tunnel soil body thickness of finite element model is chosen by actual buried depth, bottom, the tunnel distance of model gets the length apart from tunnel feather edge 2D; The depth of model is taken as unit length 1; The distance of soil at both sides border, the tunnel distance tunnel edge of model is 4D; Wherein D represents the diameter in tunnel; Model bottom boundaries is fixed boundary; Model retrains this horizontal direction displacement in two horizontal directions respectively; Model end face is free face, does not do any constraint, and soil constitutive law adopts ideal elastic-plastic constitutive model and mole of-coulomb of criterion of strength;
2.2) confirmed standard limited element calculation model input parameter: extract the thickness h of each layer soil body within the scope of geometric model, natural density γ, cohesive strength c, angle of internal friction
modulus of pressure E, Poisson ratio v, and calculate weighted mean parameter, comprising: weighted mean severe γ
weighting, weighted mean cohesive strength c
weighting, weighted mean angle of internal friction
weighted mean Modulus of pressure E
weightingwith weighted mean Poisson ratio ν
weighting; Using these weighted mean parameters as the initial input parameter of the soil body in geometric model;
3) target setting calculated amount, Optimal Parameters and valued space thereof, comprising:
3.1) target setting calculated amount y
return: y
returnfor step 2) in maximum settlement value on regression curve, i.e. y
return=s
max;
3.2) Optimal Parameters and valued space thereof is set: comprise cohesive strength, angle of internal friction, elastic modulus, Poisson ratio, the span of each parameter is with step 2.2) in the weighted mean cohesive strength, weighted mean angle of internal friction, the weighted mean Poisson ratio that calculate be that benchmark reduces respectively and increases by 20%, namely cohesive strength span is (80% weighted mean cohesive strength, 120% weighted mean cohesive strength); Angle of internal friction span is (80% weighted mean angle of internal friction, 120% weighted mean angle of internal friction); Poisson ratio span is (80% weighted mean Poisson ratio, 120% weighted mean Poisson ratio); Elastic Modulus Values scope is (300% weighted mean modulus in compression, 500% weighted mean modulus in compression);
4) Optimal Parameters sensitivity analysis, comprising:
4.1) in step 3.2) in the valued space of each Optimal Parameters determined, carry out scanning sampling by employing Latin Hypercube Sampling method
,
and bring the often group sample generated into step 2.1) and step 2.2) calculate in the standard finite meta-model set up, extraction (c respectively from each result of calculation
1, y
calculate 1) ..., (c
n, y
calculate n);
,
(E
1, y
calculate 1) ..., (E
n, y
calculate n); (ν
1, y
calculate 1) ..., (v
n, y
calculate n) form each parameter and calculated settlement y
calculatediscrete relationship, wherein y
calculatefor step 2.1) and step 2.2) the standard finite meta-model set up calculate, ground settlement value directly over tunnel axis;
4.2) to step 4.1) each parameter of obtaining and calculated settlement y
calculatediscrete relationship, utilize least square method to carry out linear regression, thus obtain parameter cohesive strength c, angle of internal friction respectively
elastic modulus E, Poisson ratio ν and calculated settlement y
calculaterelation curve, and then obtain parameter cohesive strength c, angle of internal friction
elastic modulus E, Poisson ratio ν and calculated settlement y
calculaterelation curved surface, namely
5) determine equivalent parameters, for finite element simulation calculation, comprising:
5.1) in step 4.2) curved surface that obtains gets y
calculate imake y
calculate i=y
return, obtain corresponding cohesive strength c
k, angle of internal friction
elastic modulus E
k, Poisson ratio ν
k, wherein y
returnfor step 3.1) the calculating target that sets;
5.2) with step 5.1) obtain cohesive strength c
k, angle of internal friction
elastic modulus E
k, Poisson ratio ν
kfor equivalent cohesive strength, angle of equivalent internal friction, equivalent elastic modulus, equivalent Poisson ratio; With step 2.2) the weighted mean severe γ that obtains
weightingfor equivalent severe, thus obtain the Equivalent Calculation parameter of subway tunnel Rock And Soil, for finite element simulation calculation.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201410407670.5A CN104252576B (en) | 2014-08-19 | 2014-08-19 | Inversion method for equivalent calculation parameters of subway tunnel rock-soil body |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201410407670.5A CN104252576B (en) | 2014-08-19 | 2014-08-19 | Inversion method for equivalent calculation parameters of subway tunnel rock-soil body |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN104252576A true CN104252576A (en) | 2014-12-31 |
| CN104252576B CN104252576B (en) | 2017-04-19 |
Family
ID=52187464
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201410407670.5A Active CN104252576B (en) | 2014-08-19 | 2014-08-19 | Inversion method for equivalent calculation parameters of subway tunnel rock-soil body |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN104252576B (en) |
Cited By (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104878785A (en) * | 2015-05-18 | 2015-09-02 | 湖北工业大学 | Pile-soil interaction and pile-end soil constitutive model and parameter determining method thereof |
| CN108804382A (en) * | 2018-05-22 | 2018-11-13 | 合肥工业大学 | A kind of automatic reverse method of parameter and device |
| CN109657422A (en) * | 2019-02-26 | 2019-04-19 | 中铁十二局集团有限公司 | The detail design method and detail design device of frost wall in tunnel |
| CN112629478A (en) * | 2020-12-21 | 2021-04-09 | 吉林大学 | Space monitoring method for deformation and deflection of existing underground structure during subway station construction |
| CN112946245A (en) * | 2021-03-11 | 2021-06-11 | 中国电建集团成都勘测设计研究院有限公司 | Method and device for determining strength parameters of weak interlayer in red zone |
| CN113221228A (en) * | 2021-06-04 | 2021-08-06 | 中国电建集团成都勘测设计研究院有限公司 | Hydropower station underground cave group surrounding rock mechanical parameter inversion method |
| CN113217104A (en) * | 2021-05-19 | 2021-08-06 | 青岛理工大学 | Method for determining tunnel displacement inverse analysis weight |
| CN115099111A (en) * | 2022-07-13 | 2022-09-23 | 广州大学 | Shield construction ground surface settlement prediction method based on machine learning and finite element |
Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2012097409A (en) * | 2010-10-29 | 2012-05-24 | Kajima Corp | Ground as countermeasure against ground surface settlement, and creation method therefor |
| CN103628920A (en) * | 2013-11-07 | 2014-03-12 | 广州市地下铁道总公司 | Early-warning and prediction method for sedimentation nearby tunnel construction working face |
| CN103810524A (en) * | 2014-03-08 | 2014-05-21 | 辽宁工程技术大学 | Method for predicting ground subsidence in underground metro construction process |
-
2014
- 2014-08-19 CN CN201410407670.5A patent/CN104252576B/en active Active
Patent Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2012097409A (en) * | 2010-10-29 | 2012-05-24 | Kajima Corp | Ground as countermeasure against ground surface settlement, and creation method therefor |
| CN103628920A (en) * | 2013-11-07 | 2014-03-12 | 广州市地下铁道总公司 | Early-warning and prediction method for sedimentation nearby tunnel construction working face |
| CN103810524A (en) * | 2014-03-08 | 2014-05-21 | 辽宁工程技术大学 | Method for predicting ground subsidence in underground metro construction process |
Cited By (11)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104878785A (en) * | 2015-05-18 | 2015-09-02 | 湖北工业大学 | Pile-soil interaction and pile-end soil constitutive model and parameter determining method thereof |
| CN104878785B (en) * | 2015-05-18 | 2017-06-30 | 卢里尔 | Pile-soil interaction and pile-end soil constitutive model and model parameter determine method |
| CN108804382A (en) * | 2018-05-22 | 2018-11-13 | 合肥工业大学 | A kind of automatic reverse method of parameter and device |
| CN108804382B (en) * | 2018-05-22 | 2022-03-29 | 合肥工业大学 | Parameter automatic reverse calculation method and device |
| CN109657422A (en) * | 2019-02-26 | 2019-04-19 | 中铁十二局集团有限公司 | The detail design method and detail design device of frost wall in tunnel |
| CN112629478A (en) * | 2020-12-21 | 2021-04-09 | 吉林大学 | Space monitoring method for deformation and deflection of existing underground structure during subway station construction |
| CN112946245A (en) * | 2021-03-11 | 2021-06-11 | 中国电建集团成都勘测设计研究院有限公司 | Method and device for determining strength parameters of weak interlayer in red zone |
| CN113217104A (en) * | 2021-05-19 | 2021-08-06 | 青岛理工大学 | Method for determining tunnel displacement inverse analysis weight |
| CN113217104B (en) * | 2021-05-19 | 2022-10-04 | 青岛理工大学 | Method for determining tunnel displacement inverse analysis weight |
| CN113221228A (en) * | 2021-06-04 | 2021-08-06 | 中国电建集团成都勘测设计研究院有限公司 | Hydropower station underground cave group surrounding rock mechanical parameter inversion method |
| CN115099111A (en) * | 2022-07-13 | 2022-09-23 | 广州大学 | Shield construction ground surface settlement prediction method based on machine learning and finite element |
Also Published As
| Publication number | Publication date |
|---|---|
| CN104252576B (en) | 2017-04-19 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN104252576A (en) | Inversion method for equivalent calculation parameters of subway tunnel rock-soil body | |
| Sloan | Geotechnical stability analysis | |
| Zhang et al. | Stability analysis of rainfall-induced slope failure: a review | |
| CN102592029B (en) | Method for analyzing and predicting settlement of constructed collapsible loess subgrade | |
| Fattah et al. | Prediction of settlement trough induced by tunneling in cohesive ground | |
| CN103150421A (en) | Method for simultaneously determining pile position and critical depth of anti-slide pile by using displacement monitoring | |
| CN104899380A (en) | Side slope stable reliability sensitivity analysis method based on Monte Carlo simulation | |
| Chen et al. | Study on the application of a comprehensive technique for geological prediction in tunneling | |
| Liu et al. | Intelligent information-based construction in tunnel engineering based on the GA and CCGPR coupled algorithm | |
| Xing et al. | Comprehensive monitoring of talus slope deformation and displacement back analysis of mechanical parameters based on back-propagation neural network | |
| Wang et al. | Undrained bearing capacity of suction caissons for offshore wind turbine foundations by numerical limit analysis | |
| Wang et al. | Evaluation of ground settlement in response to shield penetration using numerical and statistical methods: a metro tunnel construction case | |
| Wang et al. | Mechanical parameter inversion in sandstone diversion tunnel and stability analysis during operation period | |
| CN101845815A (en) | Method for calculating and processing uprush plastic failures of confined water foundation pits of soft soil strata | |
| Qian et al. | Comparative study on interface elements, thin-layer elements, and contact analysis methods in the analysis of high concrete-faced rockfill dams | |
| Wang et al. | Spatial random fields-based Bayesian method for calibrating geotechnical parameters with ground surface settlements induced by shield tunneling | |
| Wang et al. | Nonlinear analysis of laterally loaded single pile in layered soil based on conical strain wedge model | |
| Ai et al. | The use of shape accel array for deformation monitoring and parameter inversion of a 300 m ultrahigh rockfill dam | |
| Liang et al. | Displacement back analysis for a high slope of the Dagangshan hydroelectric power station based on BP neural network and particle swarm optimization | |
| Sinha | 3-D modeling of piled raft foundation | |
| Sun et al. | Reliability analysis of pile-reinforced slopes in width-limited failure mode considering three-dimensional spatial variation of soil strength | |
| CN103164624A (en) | Method for obtaining homogeneous underground pipeline state data of parallel tunnel axis | |
| Sun et al. | Back analysis for soil slope based on measuring inclination data | |
| Basile | A practical method for the non-linear analysis of piled rafts | |
| CN105005667A (en) | Equivalent elastic modulus and Poisson ratio calculation method of cleavage grouting compound soil body |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C06 | Publication | ||
| PB01 | Publication | ||
| C10 | Entry into substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant | ||
| TR01 | Transfer of patent right |
Effective date of registration: 20180307 Address after: 100088 Haidian District, North Beijing, Tai Ping Road, No. 18 Patentee after: Beijing City Building Group Co., Ltd. Address before: 100120 Haidian District, North Beijing, Tai Ping Road, No. 18 Co-patentee before: Beijing Urban Construction Exploration & Surveying Design Research Institute Co.,Ltd. Patentee before: Beijing City Building Group Co., Ltd. |
|
| TR01 | Transfer of patent right |