CN107506557A - A kind of non-linear inversion analysis method of tunnel weak surrounding rock mechanics parameter - Google Patents
A kind of non-linear inversion analysis method of tunnel weak surrounding rock mechanics parameter Download PDFInfo
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- CN107506557A CN107506557A CN201710779350.6A CN201710779350A CN107506557A CN 107506557 A CN107506557 A CN 107506557A CN 201710779350 A CN201710779350 A CN 201710779350A CN 107506557 A CN107506557 A CN 107506557A
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- G—PHYSICS
- G06—COMPUTING; CALCULATING OR COUNTING
- G06F—ELECTRIC DIGITAL DATA PROCESSING
- G06F30/00—Computer-aided design [CAD]
- G06F30/20—Design optimisation, verification or simulation
- G06F30/23—Design optimisation, verification or simulation using finite element methods [FEM] or finite difference methods [FDM]
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- G—PHYSICS
- G06—COMPUTING; CALCULATING OR COUNTING
- G06F—ELECTRIC DIGITAL DATA PROCESSING
- G06F30/00—Computer-aided design [CAD]
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- G06F30/13—Architectural design, e.g. computer-aided architectural design [CAAD] related to design of buildings, bridges, landscapes, production plants or roads
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- G06—COMPUTING; CALCULATING OR COUNTING
- G06F—ELECTRIC DIGITAL DATA PROCESSING
- G06F2119/00—Details relating to the type or aim of the analysis or the optimisation
- G06F2119/06—Power analysis or power optimisation
Abstract
The invention discloses a kind of tunnel weak surrounding rock mechanics parameter non-linear inversion analysis method, belong to Tunnel and Underground Architectural Engineering field.The present invention borrows the system monitoring data of live country rock excavation deformation displacement, UCODE and ABAQUS softwares are made mutually to call and draw result of calculation, it is successfully realized the tunnel surrounding elastic parameter (E, ν) and plastic (c, φ) make while disposable non-linear inversion, model treat inverted parameters up to 4 (E, ν, c, φ).Present invention industry category implementation first at home and abroad is simultaneously successful, has the originality of height.Uniquely truly solved advantage of this approach is that having obtained nonlinear inverse problem, and when solving its optimal solution, fast convergence rate, convergence precision is higher, it is also more preferable to the applicability of tunnel and underground engineering.
Description
Technical field
The invention belongs to Tunnel and Underground Architectural Engineering field, and in particular to a kind of tunnel weak surrounding rock mechanics parameter is non-thread
Property Back Analysis Method.
Background technology
In decades, at home and abroad tunnel and all kinds of undergrounds are built for new Austrian tunnel engineering method (NATM) informationization designing construction
Build in engineering and be widely applied, however, based on constructing tunnel phase measured data to necessarily " not knowing, do not determine
Property " all mechanics parameter of country rock carry out nonlinear displacement back analysis, can not be converged in the nonuniqueness problem of its answer
In terms of the globally optimal solution of all mechanics parameters of country rock, current industry does not still have fine solution so far.
The weak rocks soil body has been enter into the elastic-plastic deformation stage at that time, and it is non-thread that its strain-stress relation shows as material/physics
Property, cause the result of calculation using in general rock reaction force non-linear inversion program to cannot get unique actual value, i.e., without
Method converges on the globally optimal solution of rock reaction force.In addition, treat how many pairs of inverting efficiency of number and inverting knot of inverted parameters
The precision of fruit also has a major impact：The number for the treatment of inverted parameters is more, its Inversion Calculation efficiency and inversion accuracy will be lower.Therefore
This, by it is current non-linear inversion calculating is made using universal method when, treat that the number of inverted parameters is typically limited to 2, at most not
It can exceed that 3.
The content of the invention
It is an object of the invention to solve problems of the prior art, and provide a kind of (V grade of tunnel weak surrounding rock
And following) mechanics parameter non-linear inversion analysis method.
Concrete technical scheme of the present invention is as follows：
Tunnel weak surrounding rock mechanics parameter non-linear inversion analysis method, its step are as follows：
S1：FEM model is established in ABAQUS softwares for target tunnel, and presses the initial setting model of preset model
Parameter, simulated according to the actual excavation construction process in the tunnel；
S2：The non-linear expressions of inverting section part surrounding rock displacement increment are treated according to target tunnel, it is built-in in UCODE softwares
The inversion objective function of the section part Analysis of Field Geotechnical Parameters is found, and the initial value for treating inverting mechanics parameter is read in into UCODE softwares respectively
In ABAQUS softwares, treat that inverting mechanics parameter includes tunnel surrounding elastic parameter (elastic modulus E, Poisson's ratio ν) and plasticity is joined
Number (cohesive strength/cohesive force c, internalfrictionangleφ)；
S3：Call ABAQUS softwares treat the displacement of inverting cross-section monitoring point and make simulation calculating, simulation, which calculates, to be completed
Shift simulation result of calculation is read in into UCODE softwares afterwards, UCODE softwares are read in simultaneously treats inverting section part monitoring point measured displacements
Changing value, and make it compared with described shift simulation result of calculation, by iteration optimization, obtain one group make it is described
Target function value reaches the minimum solution for treating inverting mechanics parameter；
S4：According to the default condition of convergence, judgement treats whether the solution of inverting mechanics parameter is optimal value；If reach most
The figure of merit, then next round iteration is terminated, and call ABAQUS softwares to carry out last time FEM calculation；If inverted parameters do not reach yet
To optimal value, then renewal returns to S3 and carries out next round iterative calculation after the initial value of inverting mechanics parameter.
Deformation displacement from each corresponding monitoring point of leading small mutual conductance hole convergence clubs, it is above-mentioned non-linear using making by the present invention
The each of all convergence clubs of tunnel surrounding parameter that inverting obtains waits generation value, to remaking forward modeling across main tunnel cavern greatly, can just obtain
It is having been released respectively before to main hole country rock supporting in the early stage, really deform convergency value.
Preferably, setting interface routine between ABAQUS softwares and UCODE softwares, enable both result datas
Mutually called.
Preferably, described S1 is specially：
S101：In ABAQUS softwares, the FEM model that inverting section is treated in target tunnel is established, and break according to the tunnel
The installation position of surrouding rock deformation displacement actual monitoring point at face, correspondence position, which is set, in a model simulates monitoring point；
S102：Ginseng including the material properties, boundary condition, excavating sequences of model is set in ABAQUS softwares
Number, the related mechanics parameter wherein in material properties are arranged to the initial value that country rock treats inverted parameters, and model boundary condition is bottom
Portion limits the direction displacement of x, y two, both sides limitation x direction displacements；Excavating sequences are first to dig top bar, then dig down step.
Preferably, described S2 is specially：
S201：The non-linear expressions for treating inverting section part surrounding rock displacement increment are established, shown in form such as formula (1)：
Y=f (a, b)+e (1)
In formula, Y is that tunnel surrounding rock displacement surveys actual value increment；A is the known parameters vector of model；B is treating for model
Inverted parameters vector；E is error vector；F (a, b) be numerical simulation calculation obtain the displacement increment of each measuring point of country rock, be on
A, b nonlinear function；
S202：Based on formula (1), the inversion objective function s for treating inverting section part Analysis of Field Geotechnical Parameters is established in UCODE softwares
(b), shown in form such as formula (2)：
S (b)=(Y-f (a, b))Tω(Y-f(a,b)) (2)
In formula, ω is weight matrix corresponding to each monitoring point；
S203：By treat inverting section part country rock treat inverting mechanics parameter E, v, c,Initial value read in UCODE softwares,
And the initial value of each parameter is read in by FEM model by interface routine, for ABAQUS software transfers.
Preferably, described S3 is specially：
S301：Call ABAQUS softwares treat the displacement of inverting cross-section monitoring point and make simulation calculating, after the completion of calculating
Again by interface routine, result of calculation is read in UCODE softwares；
S302：The displacement that UCODE softwares receive ABAQUS softwares is made after simulating calculating, and reading treats that inverting section part is respectively supervised
The field measurement change in displacement value of measuring point, then formula (2) is called to calculate bed inversion object function；
S303：UCODE softwares calculate sensitivity matrix now using micro-disturbance method, are used for follow-up regression analysis；
S304：UCODE running software regression analyses, seek to make object function s (b) minimum using amendment Gauss-Newton method
One group of parameter value to be asked, by iterative formula (4) and formula (5), try to achieve the optimal solution of undetermined parameter；
br+1=ρrdr+br (5)
In formula：XrFor the sensitivity matrix when r takes turns iteration；br、br+1To treat inverted parameters vector in r wheels and r+
The iterative value of 1 wheel；C is diagonal scaled matrix；I is unit matrix；mrFor Marquardt coefficients；Initial value mr=0；drTo be undetermined
The iteration adjustment vector that parameter is taken turns in r；ρrFor algorithm damping coefficient, its span is 0~1.
Preferably, in described S4, if 4 initial values for treating inverted parameters can converge on same group of solution, assert
This group of solution is optimal the unique real solution of value, as Analysis of Field Geotechnical Parameters.
In the present invention, carried out in the small pilot tunnel that convergence clubs work can be leading before construction and excavation with automatic convergence instrument,
The all grades of country rock tried to achieve are used for follow-up main tunnel big cross section cavern for mechanics parameter and remake forward modeling, you can it is true to obtain main hole country rock
, the first excavation deformation displacement that has released before branch lining applies, and use it for follow-up preliminary bracing and secondary lining is set
Meter, is all indispensable (in the past due to that can not measure and calculate, and have to ignore this naked hole Free Transform displacement not
Meter, but it by the correctness for seriously affecting above-mentioned design and is in partially dangerous aspect).
And the present invention borrows the system monitoring data of live country rock excavation deformation displacement, make UCODE and ABAQUS software phases
Intermodulation result of calculation, is successfully realized the tunnel surrounding elastic parameter (E, ν) and plastic (c, φ) work is simultaneously disposable
Non-linear inversion, model treat inverted parameters up to 4 (E, ν, c, φ).The present invention at home and abroad implement and obtain first by industry category
Success, there is the originality of height.Advantage of this approach is that unique true solution has been obtained, and when solving its optimal solution,
Fast convergence rate, convergence precision is higher, also more preferable to the applicability of tunnel and underground engineering.
Brief description of the drawings
Fig. 1 is tunnel surrounding undetermined parameter non-linear inversion analysis process figure；
Fig. 2 is tunnel geology profile；
Fig. 3 is displacement monitoring section measuring point artwork；
Fig. 4 is FEM model after ZK8+537 section excavations；
Fig. 5 is ZK8+537 section surrouding rock deformation Monitoring Datas；
Fig. 6 is that ZK8+537 cross-section monitorings point displacement calculated value is contrasted with monitor value.
Embodiment
The present invention is further elaborated and illustrated with specific embodiment below in conjunction with the accompanying drawings.
On the left of certain Mountain Tunnels exemplified by the back analysis of all mechanics parameters of main hole ZK8+537 section country rocks, to this hair
The specific running of bright method and embodiment elaborate.
In the present embodiment, naked hole country rock obtained with leading pilot tunnel through " inverting " analysis etc. is treated for all parameters of geotechnical mechanics
The parameter of inverting includes elastic parameter (E, ν) and plastic (c, φ).Tunnel weak surrounding rock mechanics parameter non-linear inversion point
The basic procedure of analysis method is as shown in Figure 1.
In the present embodiment, UCODE Inversion Softwares and ABAQUS finite element softwares (2014) they are existing business software, in order to
Facilitate mutual calling, can be achieved to work out the interface between UCODE softwares and ABAQUS finite element softwares by Fortran language
Program, then gone here and there respectively with interface routine and tie general program, and then realize calling of the UCODE softwares to ABAQUS softwares.Its
Specific implementation process is：By working out Fortran language, the result of calculation of ABAQUS softwares is changed into UCODE softwares first
The formatted file that can be identified, for UCODE software transfers；Thereafter, the subprogram then by Fortran language write makes ABAQUS
Software reads in the back analysis result of UCODE softwares.So continuous recursive call, can be all to weak tunnel country rock with satisfactory realization
Relevant nonlinearity in parameters back analysis, and finally converge on its unique true solution.Certainly, it should be pointed out that the present invention
It is not necessarily to set the interface routine called automatically between two software, it belongs to a kind of preferred implementation of the present invention,
The algorithm speed of service can be accelerated, improve inverting efficiency.
For ease of understanding, arranged successively by priority calculating step sequence write each implementation step sequence below：
1st, first, according to the tunnel geology profile, selection needs to carry out the typical geology section of Analysis of Field Geotechnical Parameters inverting, such as
Shown in Fig. 2, ZK8+537 sections are selected to make computation paradigm as the typical inverting section of Analysis of Field Geotechnical Parameters herein.
2nd, it is the initial value for treating inverting mechanics parameter E, ν, c, φ of this section part country rock of the assessment Tunnel Engineering, first temporarily
Meal with wine choosing can be carried out according to exploration data or engineering experience, its value should be within the scope of conventional reasonable interval.
3rd, according to design data, the laying of each specific monitoring point of surrouding rock deformation displacement at the tunnel cross-section is determined, such as Fig. 3 institutes
Show.
4th, using ABAQUS softwares, tunnel ZK8+537 section FEM models are established, and according to the cloth of actual monitoring point
If each simulation monitoring point in a model corresponding to relative set, as shown in Figure 4.
5th, according to Tunnel Engineering design, construction drawing and related data, according to actual geology and condition of construction,
Set in ABAQUS softwares：The material properties of model, boundary condition, excavating sequences etc..In material properties, related mechanics ginseng
Number is arranged to the initial value that country rock treats inverted parameters, and model boundary condition is that bottom limits the direction displacement of x, y two, both sides limitation x
Direction displacement.Excavating sequences are first to dig top bar, then dig down step.
6th, the field measurement monitor value of the leading pilot tunnel monitoring point of tunnel ZK8+537 sections is gathered, and carries out corresponding data
Processing, as shown in Figure 5.
7th, the non-linear expressions of tunnel ZK8+537 section part surrounding rock displacement increments are established, as shown in formula (1)：
Y=f (a, b)+e (1)
In formula, Y is that tunnel surrounding rock displacement surveys actual value increment；A is the known parameters vector of model；B is treating for model
Determine parameter vector；E is error vector；F is the nonlinear function on a, b, you can obtains country rock from numerical simulation calculation and respectively surveys
The displacement increment of point.
8th, by formula (1), in UCODE softwares, the inversion objective function of ZK8+537 section part Analysis of Field Geotechnical Parameters is established, such as formula
(2) shown in：
S (b)=(Y-f (a, b))Tω(Y-f(a,b)) (2)
In formula, ω is weight matrix corresponding to each measuring point.
9th, by tunnel ZK8+537 section part country rocks treat inverting mechanics parameter E, v, c,Initial value read in UCODE it is soft
Part, and by interface routine, the initial value of each parameter is passed to above-mentioned FEM model, calls ABAQUS softwares to carry out disconnected to this
The displacement of face monitoring point is made simulation and calculated.
10th, after the completion of ABAQUS softwares are calculated tunnel ZK8+537 section parts monitoring point shift simulation, again by
Interface routine, the displacement result of calculation of the cross-section monitoring point is transferred to UCODE softwares, makees back analysis use for the software.
11st, the simulation that the ZK8+537 section parts monitoring point displacement of ABAQUS software transmission is received in UCODE softwares calculates
As a result after, while the changing value of tunnel ZK8+537 section parts monitoring point measured displacements is read in by the subroutine module of establishment,
Then formula (2) is called to calculate bed inversion object function.
12nd, sensitivity matrix of the UCODE softwares using the calculating of micro-disturbance method now, is used for follow-up regression analysis.It is quick
The expression formula of perceptual matrix, the form as shown in formula (3) can be used：
In formula：For the sensitivity matrix element of r iteration；brFor the r times iteration initial value of country rock undetermined parameter；ND
For measuring point number；NP is the number of undetermined parameter；fiFor the f function of i-th of measuring point；bjRepresent j-th of undetermined parameter.
13rd, operation regression analysis is made to UCODE softwares, uses amendment Gauss-Newton method to seek to make object function s (b)
One group of minimum parameter value to be asked, as shown in formula (4) and formula (5).
br+1=ρrdr+br (5)
In formula：XrFor the sensitivity matrix when r takes turns iteration；br、br+1To treat inverted parameters vector in r wheels and r+
The iterative value of 1 wheel；C is diagonal scaled matrix；I is unit matrix；mrFor Marquardt coefficients, for improving ill-conditioning problem
Iteration efficiency；Initial value mr=0；drThe iteration adjustment vector taken turns for undetermined parameter in r；ρrFor algorithm damping coefficient, its value
Scope is 0~1.
14th, by iterative formula (4) and formula (5), the optimal solution of undetermined parameter can be tried to achieve, you can draw required true
Real value.
15th, UCODE softwares judge whether inverted parameters are optimal value according to the convergence of setting.If 4 are treated inverting
The initial value of parameter can converge on same group of solution, then assert that this group of solution is optimal the unique real of value, as Analysis of Field Geotechnical Parameters
Solution.If in certain iterative process of algorithm, it has been optimal value, then can have terminated lower step iteration, and carry out last time finite element
Calculate；If inverted parameters are not optimal value yet, the initial value of renewal inverted parameters carries out next round calculating, until meeting to set
Computing is terminated after fixed poor demand limit.
16th, it is last, carry out the checking of tunnel ZK8+537 section part bed inversion results.The section is soft by UCODE
Part progress parametric inversion acquired results substitution FEM model carries out the change to main cavern ZK8+537 cross-section monitorings point on the left of tunnel
Shape displacement calculation.Make the result of calculation of finite element modelling and the comparison of engineering actual monitoring displacement data, such as Fig. 6 herein
It is shown.As seen from Figure 6, the two goodness of fit is good.
16 thin step is divided into above, and each step makees back analysis calculating to leading pilot tunnel successively more than one by one, can try to achieve and set
Unique real of the required all grades of (to the elastoplasticity nonlinear inverse problem of weak surrounding rock) country rock of meter for physical and mechanical parameter
The correct answer of value.Then, by leading pilot tunnel through obtained naked hole country rock of " inverting " analysis etc. for all parameters of geotechnical mechanics (E, ν,
C, φ), then forward modeling is in main hole tunnel (because being same category country rock, therefore can continue to use identical constitutive relation/constitutive model), you can
Before and after drawing the supporting in the early stage of main hole, the actual value of many its deformation displacements of representative point position of Yan Dongzhou.So far, complete a whole set of complete
Whole design calculates.
Embodiment described above is a kind of preferable scheme of the present invention, and so it is not intended to limiting the invention.Have
The technical staff in pass field, without departing from the spirit and scope of the present invention, it can also make a variety of changes and modification.
Therefore the technical scheme that all modes for taking equivalent substitution or equivalent transformation are obtained, all falls within protection scope of the present invention.
Claims (6)
- A kind of 1. tunnel weak surrounding rock mechanics parameter non-linear inversion analysis method, it is characterised in that：It is as follows to implement step sequence：S1：FEM model is established in ABAQUS softwares for target tunnel, and presses the initial setting model parameter of preset model, Simulated according to the actual excavation construction process in the tunnel；S2：The non-linear expressions of inverting section part surrounding rock displacement increment are treated according to target tunnel, being established in UCODE softwares should The inversion objective function of section part Analysis of Field Geotechnical Parameters, and by the initial value for treating inverting mechanics parameter read in respectively UCODE softwares and In ABAQUS softwares, treat that inverting mechanics parameter includes tunnel surrounding elastic parameter E, ν and plastic c, φ；S3：Call ABAQUS softwares treat the displacement of inverting cross-section monitoring point and make simulation calculating, simulation will after the completion of calculating Shift simulation result of calculation reads in UCODE softwares, and UCODE softwares read in the change for treating inverting section part monitoring point measured displacements simultaneously Change value, and make it compared with described shift simulation result of calculation, by iteration optimization, obtaining one group makes described target Functional value reaches the minimum solution for treating inverting mechanics parameter；S4：According to the default condition of convergence, judgement treats whether the solution of inverting mechanics parameter is optimal value；If it has been optimal Value, then next round iteration is terminated, and call ABAQUS softwares to carry out last time FEM calculation；If inverted parameters are still not up to Optimal value, then renewal return to S3 and carry out next round iterative calculation after the initial value of inverting mechanics parameter.
- 2. tunnel weak surrounding rock mechanics parameter non-linear inversion analysis method as claimed in claim 1, it is characterised in that Interface routine is set between ABAQUS softwares and UCODE softwares, both result datas is mutually called.
- 3. tunnel weak surrounding rock mechanics parameter non-linear inversion analysis method as claimed in claim 1, it is characterised in that described S1 be specially：S101：In ABAQUS softwares, establish the FEM model that inverting section is treated in target tunnel, and according to the tunnel cross-section at The installation position of surrouding rock deformation displacement actual monitoring point, correspondence position, which is set, in a model simulates monitoring point；S102：Parameter including the material properties, boundary condition, excavating sequences of model is set in ABAQUS softwares, its Related mechanics parameter in middle material properties is arranged to the initial value that country rock treats inverted parameters, and model boundary condition limits for bottom X, the direction displacements of y two, both sides limitation x direction displacements；Excavating sequences are first to dig top bar, then dig down step.
- 4. tunnel weak surrounding rock mechanics parameter non-linear inversion analysis method as claimed in claim 3, it is characterised in that described S2 be specially：S201：The non-linear expressions for treating inverting section part surrounding rock displacement increment are established, shown in form such as formula (1)：Y=f (a, b)+e (1)In formula, Y is that tunnel surrounding rock displacement surveys actual value increment；A is the known parameters vector of model；B treats inverting for model Parameter vector；E is error vector；F (a, b) is that numerical simulation calculation obtains the displacement increment of each measuring point of country rock, is on a, b Nonlinear function；S202：Based on formula (1), the inversion objective function s (b) for treating inverting section part Analysis of Field Geotechnical Parameters, shape are established in UCODE softwares Shown in formula such as formula (2)：S (b)=(Y-f (a, b))Tω(Y-f(a,b)) (2)In formula, ω is weight matrix corresponding to each monitoring point；S203：By treat inverting section part country rock treat inverting mechanics parameter E, v, c,Initial value read in UCODE softwares, and lead to Cross interface routine and the initial value of each parameter is read in into FEM model, for ABAQUS software transfers.
- 5. tunnel weak surrounding rock mechanics parameter non-linear inversion analysis method as claimed in claim 4, it is characterised in that described S3 be specially：S301：Call ABAQUS softwares treat the displacement of inverting cross-section monitoring point and make simulation calculating, after the completion of calculating again By interface routine, result of calculation is read in UCODE softwares；S302：The displacement that UCODE softwares receive ABAQUS softwares is made after simulating calculating, and each monitoring point of inverting section part is treated in reading Field measurement change in displacement value, then call formula (2) calculate bed inversion object function；S303：UCODE softwares calculate sensitivity matrix now using micro-disturbance method, are used for follow-up regression analysis；S304：UCODE running software regression analyses, seek to make the one of object function s (b) minimums using amendment Gauss-Newton method Group parameter value to be asked, by iterative formula (4) and formula (5), try to achieve the optimal solution for treating inverted parameters；<mrow> <mo>(</mo> <msup> <mi>C</mi> <mi>T</mi> </msup> <msubsup> <mi>X</mi> <mi>r</mi> <mi>T</mi> </msubsup> <msub> <mi>&omega;X</mi> <mi>r</mi> </msub> <mi>C</mi> <mo>+</mo> <msub> <mi>Im</mi> <mi>r</mi> </msub> <mo>)</mo> <msup> <mi>C</mi> <mrow> <mo>-</mo> <mn>1</mn> </mrow> </msup> <msub> <mi>d</mi> <mi>r</mi> </msub> <mo>=</mo> <msup> <mi>C</mi> <mi>T</mi> </msup> <msubsup> <mi>X</mi> <mi>r</mi> <mi>T</mi> </msubsup> <mi>&omega;</mi> <mo>(</mo> <mi>Y</mi> <mo>-</mo> <mi>f</mi> <mo>(</mo> <mrow> <mi>a</mi> <mo>,</mo> <msub> <mi>b</mi> <mi>r</mi> </msub> </mrow> <mo>)</mo> <mo>)</mo> <mo>-</mo> <mo>-</mo> <mo>-</mo> <mrow> <mo>(</mo> <mn>4</mn> <mo>)</mo> </mrow> </mrow>br+1=ρrdr+br (5)In formula：XrFor the sensitivity matrix when r takes turns iteration；br、br+1To treat inverted parameters vector in r wheels and r+1 wheels Iterative value；C is diagonal scaled matrix；I is unit matrix；mrFor Marquardt coefficients；Initial value mr=0；drFor ginseng undetermined Iteration adjustment vector of the number in r wheels；ρrFor algorithm damping coefficient, its span is 0~1.
- 6. tunnel weak surrounding rock mechanics parameter non-linear inversion analysis method as claimed in claim 1, it is characterised in that described S4 in, if 4 initial values for treating inverted parameters can converge on same group of solution, assert that this group of solution is optimal value, be The unique real solution of Analysis of Field Geotechnical Parameters.
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| CN109387385A (en) * | 2018-10-24 | 2019-02-26 | 中国科学院武汉岩土力学研究所 | A kind of three-dimensional TBM shield outer surface country rock Load Identification Methods |
| CN109948294A (en) * | 2019-04-02 | 2019-06-28 | 河北省交通规划设计院 | A kind of determination method of tunnel limit displacement |
| CN110005467A (en) * | 2019-04-02 | 2019-07-12 | 中国电建集团华东勘测设计研究院有限公司 | The monitoring of tunnel face and optimum design method |
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| CN111457962A (en) * | 2020-05-09 | 2020-07-28 | 同济大学 | Rapid detection method and detection device for tunnel internal diseases |
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| 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 |
| CN117290928A (en) * | 2023-09-25 | 2023-12-26 | 西南交通大学 | Inversion method and device for mechanical parameters of tunnel surrounding rock based on while-drilling parameters |
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| CN110005467B (en) * | 2019-04-02 | 2021-06-04 | 中国电建集团华东勘测设计研究院有限公司 | Tunnel face monitoring and optimal design method |
| CN110005467A (en) * | 2019-04-02 | 2019-07-12 | 中国电建集团华东勘测设计研究院有限公司 | The monitoring of tunnel face and optimum design method |
| CN109948294A (en) * | 2019-04-02 | 2019-06-28 | 河北省交通规划设计院 | A kind of determination method of tunnel limit displacement |
| CN109948294B (en) * | 2019-04-02 | 2022-09-27 | 河北省交通规划设计研究院有限公司 | Tunnel ultimate displacement determination method |
| CN110532609A (en) * | 2019-07-24 | 2019-12-03 | 清华大学 | Grouting pressure analogy method and device based on the equivalent grouting pressure vector of subregion |
| CN110532609B (en) * | 2019-07-24 | 2021-02-19 | 清华大学 | Grouting pressure simulation method and device based on partition equivalent grouting pressure vector |
| CN111457962A (en) * | 2020-05-09 | 2020-07-28 | 同济大学 | Rapid detection method and detection device for tunnel internal diseases |
| CN112347670A (en) * | 2020-10-26 | 2021-02-09 | 青海大学 | Rockfill material creep parameter prediction method based on neural network response surface |
| CN112833807A (en) * | 2021-01-04 | 2021-05-25 | 清华大学 | Surrounding rock deformation monitoring method and prediction method suitable for double-shield TBM |
| 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 |
| CN117290928A (en) * | 2023-09-25 | 2023-12-26 | 西南交通大学 | Inversion method and device for mechanical parameters of tunnel surrounding rock based on while-drilling parameters |
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