CN113420482B - Segment load orthogonal numerical inversion method based on structural internal force monitoring value - Google Patents
Segment load orthogonal numerical inversion method based on structural internal force monitoring value Download PDFInfo
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Abstract
The invention discloses a segment load orthogonal numerical inversion method based on a structural internal force monitoring value, relates to the technical field of segment external load analysis methods, and solves the technical problems of large error and low accuracy of analysis results of the existing segment structure load analysis method. The invention is realized by the following technical scheme: after shield tunnel geological information and segment structure design information are determined, a segment load calculation formula is determined, segment external load orthogonal test factors are analyzed and extracted, an orthogonal test working condition table is designed, a three-dimensional load-structure method finite element calculation model is established for iterative calculation, a target function of measured values and calculated values of steel bar stress and bolt stress is established, an optimal target function of different test factors is determined through target function mean value and range analysis, and segment structure external load is obtained through further inversion.
Description
Technical Field
The invention relates to the technical field of a segment external load analysis method, in particular to a segment load orthogonal numerical value inversion method based on a structural internal force monitoring value.
Background
The external load of the shield tunnel segment is the key of segment structure design, but a unified method for determining the external load of the segment does not exist at present. The existing segment structure load analysis method mainly comprises a field test method and an inversion analysis method. The field test method is characterized in that instruments such as a soil pressure box, an osmometer and the like are pre-embedded in the duct piece, and the load condition outside the duct piece is analyzed through the stress value of the instruments. The inversion analysis method comprises the steps of obtaining a calculated value of an internal force by assuming an initial value of a load and utilizing a load-structure inversion analysis model to carry out forward analysis, solving a target function by combining an actual measured value of the internal force of the duct piece, and carrying out inversion to obtain a structure load; the key to the accuracy of the analysis result of the method lies in the reasonability and the refinement degree of an inversion analysis model and the reliability of a target function.
In view of the related art in the above, the inventors consider that, in the course of actual use: the field test method is influenced by disturbance such as an instrument installation process, shield wall back grouting, a shield tail brush and the like, monitoring components are easy to damage, data acquirability and accuracy are difficult to guarantee, and errors are large. The inversion analysis method mainly comprises a one-dimensional beam-spring or two-dimensional shell-spring model, the model simplifies the duct piece into a beam/shell unit, the duct piece joint into a spring unit, and introduces joint mechanical parameters such as bending rigidity, shearing rigidity and the like, so that the local influence of the joint on the rigidity of the duct piece ring and the staggered joint splicing effect of the lining ring can be better evaluated, but the rigidity of the joint of the model is more valued according to experience, the nonlinear stress characteristic of the duct piece joint is not considered, and the model is not in accordance with the reality; in addition, the calculated value of the force in the duct piece is bending moment and axial force, the measured value is easily obtained by parameters such as duct piece concrete stress, steel bar stress, bolt stress and the like, secondary mechanical derivation is needed to obtain the bending moment and the axial force, data are further distorted in the process, and the reliability of a corresponding objective function is reduced accordingly.
Disclosure of Invention
In order to solve the technical problems of large error and low accuracy of analysis results of the existing segment structure load analysis method, the application provides a segment load orthogonal numerical inversion method based on a structure internal force monitoring value.
A segment load orthogonal numerical inversion method based on a structural internal force monitoring value sequentially comprises the following steps:
s1, establishing a calculation formula of the external load of the duct piece, which specifically comprises the following steps:
vertical soil pressure P at the top of pipe piece0，
Wherein alpha isPThe vertical soil pressure correction coefficient; h isiThe height of the ith layer of soil; gamma rayiThe volume weight of the i-th layer soil is adopted, the saturated volume weight is adopted when the water and soil are calculated, and the floating volume weight is adopted when the water and soil are calculated;
vertical soil pressure P at the bottom of pipe piece1，P1＝P0+2G/A＝P0+2γsdelta/A, wherein gammasThe volume weight of the pipe piece is delta, and the thickness of the pipe piece is delta; a isThe surface area of the duct piece;
lateral soil pressure P at the top of the pipe segment2，P2＝λP0Wherein λ is a lateral pressure coefficient of the tunnel crossing the stratum;
lateral soil pressure P at the bottom of pipe piece3，P3＝P2+λγDD, wherein γDD is the volume weight of the tunnel penetrating through the stratum, and the outer diameter of the pipe piece;
water pressure Q at the top of the pipe piece0，Q0＝αwγwhwWherein α iswAs water pressure correction factor, gammawIs the volume weight of water, hwIs the head height;
water pressure Q at the bottom of the pipe piece1，Q1＝Q0+γwD；
Pipe piece lateral water pressure Q2，Q2＝Q0+γwD/2；
The formation resistance K;
s2, extracting the segment external load influence factor parameter alpha according to the calculation formula of the segment external load in the step S1P、αwλ and K, in αP、αwLambda and K are four factors, each factor selects three levels as orthogonal test data, and at least nine working conditions are determined;
s3, substituting the four factor values of the working conditions in the step S2 into the calculation formula of the segment external load in the step S1 respectively to obtain the segment external load values corresponding to the working conditions;
s4, determining structural design parameters of the segment, and establishing a three-dimensional load-structure finite element inversion analysis model of the shield tunnel;
s5, determining the positions of the monitoring sections, monitoring points and monitoring values of the stress of the steel bars and the stress of the bolts according to the implemented shield tunnel structure monitoring scheme and monitoring time-course data;
s6, loading the external loads of the duct pieces under the working conditions obtained in the step S3 to the shield tunnel three-dimensional load-structure finite element inversion analysis model established in the step S4, and calculating the calculated values of the steel bar stress and the bolt stress of the measuring points determined in the step S5;
s7, establishing an objective function J (sigma) of the stress of the steel bar,
an objective function J (N) of bolt stress is established,
wherein n is the number of the measuring points of the steel bar stress/bolt stress; sigmai、σi *Respectively calculating the stress of the steel bar at the ith measuring point and monitoring the stress of the steel bar at the ith measuring point; n is a radical ofi、Ni *Respectively obtaining a calculated value and a monitored value of the bolt stress of the ith measuring point;
s8, substituting the monitoring value in the step S5 and the calculated value in the step S6 into the objective function of S7 to obtain objective function values under various working conditions;
s9, post-processing: calculating the mean value of the target functions of different levels of different factors and the range of the mean value, and sequencing the importance degrees of the factors of the different target functions according to the range; aiming at the importance bit sequences of different target functions with the same factor, the corresponding target function with the importance sequence in the front is defined as the optimal target function of the factor; the level corresponding to the minimum mean value of the optimal objective function of each factor is the optimal value of the factor;
and S10, substituting the optimal values of the factors obtained in the step S9 into the calculation formula of the segment external load in the step S1 to obtain the external loads of the segments.
By adopting the technical scheme, the three-dimensional load-structure model can embody the space effect and improve the refinement degree of the model; the calculation result is directly output as the bolt stress and the steel bar stress, and the monitoring values are also the bolt stress and the steel bar stress, so that the condition of numerical value distortion in the parameter conversion process is effectively avoided, and the accuracy of the analysis result is improved; the orthogonal test is adopted to establish the analysis working condition, on one hand, the calculation workload is reduced, and meanwhile, the optimal target function is determined through mean value and range analysis, so that the experience and uncertainty of target function selection are avoided, and the target function is more reliable.
Preferably, the segment structural design parameters determined in step S4 include dimensional parameters and material parameters.
By adopting the technical scheme, the size parameter and the material parameter can meet the modeling requirement, so that the modeling is more real and the accuracy is higher.
Preferably, the dimensional parameters include segment composition, segment inside diameter, outside diameter, ring width, rebar diameter and spacing, and bolt diameter and length.
By adopting the technical scheme, the relatively refined size provides a data base for the subsequent three-dimensional modeling, so that the refinement degree of the three-dimensional modeling is ensured.
Preferably, the material parameters comprise the grade of the segment concrete, the type of the main reinforcement and the mechanical performance of the bolt.
By adopting the technical scheme, the calculated values of the bolt stress and the steel bar stress are relatively more accurate, and the accuracy of the subsequent analysis result is further ensured.
Preferably, in step S4, the establishment of the shield tunnel three-dimensional load-structure finite element inversion analysis model specifically includes the following steps:
1) establishing a geometric model: establishing a geometric model according to the size parameters determined in the S4, wherein the modeling elements comprise three-dimensional solid pipe pieces, one-dimensional linear steel bars and bolts;
2) defining material parameters: the duct piece, the bolt and the steel bar are all in an isotropic elastic model, and structural mechanical parameters including elastic modulus, Poisson' S ratio and volume weight are given according to the material parameters determined by S4;
3) grid division: the duct piece adopts a three-dimensional solid unit, the steel bars and the bolts adopt one-dimensional implanted beam units, and sectional parameters of the steel bars and the bolts are given according to the size parameters determined by S4;
4) setting contact parameters: the reinforcing steel bars and the bolts are embedded into concrete, interfaces are arranged among the segment blocks, and the segment blocks are in normal rigid contact and tangential frictional contact;
5) setting a boundary condition: a curved surface spring is arranged between the duct piece and the stratum, the normal stiffness coefficient is selected according to the stratum foundation bed coefficient, the tangential stiffness coefficient is 0.1 time of the normal stiffness coefficient, and the curved surface spring is set as a compression spring only; and setting Y-direction displacement constraint on boundary surfaces at two ends of the model, wherein the Y direction is the trend of the tunnel.
By adopting the technical scheme, the model elements comprise the duct pieces, the bolts, the stressed main ribs and the interaction of the contact surfaces among the duct pieces, so that the refinement degree of the model is improved; the mechanical action of the segment joint is simulated by adopting the connecting bolt and the contact surface, so that the experiential and uncertainty of joint rigidity value is avoided, and the accuracy of an analysis result is improved.
Preferably, in the step 1), the number of the ring segments is not less than three.
By adopting the technical scheme, the number of the rings can ensure the accuracy of an analysis result, and overlarge workload can not be caused.
Preferably, in the step 4), the normal stiffness proportionality coefficient is 1, the tangential stiffness proportionality coefficient is 0.1, and the friction coefficient is 0.55.
By adopting the technical scheme, the section modeling between the segment blocks is more real, and the accuracy of an analysis result is improved.
Preferably, step S4 is modeled using MIDAS GTS NX finite element calculation software.
Through adopting above-mentioned technical scheme, three-dimensional model can all embody section of jurisdiction, bolt, reinforcing bar, contact surface etc. and the degree that becomes more meticulous of model is higher.
Preferably, the type of solution in step S6 is a nonlinear static analysis.
By adopting the technical scheme, the nonlinear static analysis is more in line with the actual processing condition, and the accuracy of the analysis result is higher.
Preferably, nine conditions are determined in step S2, and the mean of the objective function for each level of different factors in step S9 is the average of the three values.
By adopting the technical scheme, the nine groups of working conditions can ensure that each level of each factor can take the mean value of three values as the representative value of the factor, the result is more accurate, and the overlarge workload is also avoided.
In summary, the present application has the following beneficial effects:
1. according to the method, a shield tunnel three-dimensional load-structure finite element inversion analysis model is adopted, so that the calculated value is more practical;
2. an orthogonal test is adopted to establish an analysis working condition, so that the target function is more reliable;
3. the bolt stress and the steel bar stress are used as targets, the calculated values are directly output as the bolt stress and the steel bar stress, the monitored values are also the bolt stress and the steel bar stress, the condition of numerical value distortion in the parameter conversion process is avoided, and the accuracy of the analysis result is higher.
Drawings
FIG. 1 is a flow chart of an inversion analysis method of the present application;
FIG. 2 is a flow chart of the present application for building a three-dimensional load-structure finite element inversion analysis model;
FIG. 3 is a geometric model established by a three-dimensional load-structure finite element inversion analysis model of the present application;
FIG. 4 illustrates the bolt position of the three-dimensional load-structure finite element inversion analysis model of the present application;
FIG. 5 is a flow chart of the determination of the optimal objective function of the present application.
Description of reference numerals:
1. a duct piece; 2. a bolt; 3. and (5) reinforcing steel bars.
Detailed Description
The present application is described in further detail below with reference to figures 1-5.
Referring to fig. 1, a segment load orthogonal numerical value inversion method based on a structural internal force monitoring value is characterized by sequentially comprising the following steps:
s1, according to engineering geology and hydrogeology data, a calculation formula of the external load of the segment 1 is established, and the method specifically comprises the following steps:
vertical soil pressure P at the top of segment 10，
Wherein alpha isPA vertical soil pressure correction coefficient; h isiThe height of the ith layer of soil; gamma rayiThe unit weight of the i-th layer soil, the saturated unit weight when water and soil are calculated, and the floating when water and soil are calculatedVolume weight;
vertical soil pressure P at bottom of pipe piece 11，P1＝P0+2G/A＝P0+2γsdelta/A, wherein gammasThe volume weight of the duct piece 1 is shown, and delta is the thickness of the duct piece 1; a is the surface area of the segment 1;
lateral soil pressure P at the top of segment 12，P2＝λP0Wherein λ is a lateral pressure coefficient of the tunnel crossing the stratum;
lateral soil pressure P at the bottom of segment 13，P3＝P2+λγDD, wherein γDD is the volume weight of the tunnel penetrating through the stratum, and the outer diameter of the pipe piece 1 is shown as D;
water pressure Q at the top of segment 10，Q0＝αwγwhwWherein α iswAs water pressure correction factor, gammawIs the volume weight of water, hwIs the head height;
water pressure Q at the bottom of segment 11，Q1＝Q0+γwD；
Lateral water pressure Q of duct piece 12，Q2＝Q0+γwD/2；
And the formation resistance K can be determined by referring to the formation foundation bed coefficient in the geological survey data.
S2, extracting the factor parameter alpha of the external load influence of the segment 1 according to the calculation formula of the external load of the segment 1 in the step S1P、αwλ and K, in αP、αwλ and K are four factors, each factor selects three levels as orthogonal test data to determine nine working conditions, specifically see tables 1 and 2:
TABLE 1 orthogonal test factor horizon
TABLE 2 orthogonal test analysis behavior table
In the above table, the selection of the three levels of each factor is determined by the skilled person in the field by referring to the relevant data evaluation.
And S3, substituting the four factor values of the working conditions in the step S2 into the calculation formula of the external load of the segment 1 in the step S1 respectively to obtain the external load values of the segments 1 corresponding to the working conditions.
S4, determining structural design parameters of the duct piece 1, wherein the structural design parameters of the duct piece 1 comprise size parameters and material parameters, the size parameters comprise block components, the inner diameter, the outer diameter and the ring width of the duct piece 1, the diameters and the intervals of reinforcing steel bars 3 and the diameters and the lengths of bolts 2, the material parameters comprise the concrete mark number of the duct piece 1, the main bar model and the mechanical properties of the bolts 2, a three-dimensional load-structure finite element inversion analysis model of the shield tunnel is established according to the size parameters and the material parameters, and the method comprises the following specific steps of referring to FIG. 2:
1) establishing a geometric model: establishing a geometric model according to the size parameters determined in S4 by using MIDAS GTS NX finite element calculation software, wherein the modeling elements comprise a three-dimensional solid duct piece 1, a one-dimensional linear steel bar 3 and a bolt 2, and the number of rings of the duct piece 1 is five; in other embodiments, the number of the rings of the tube sheet 1 can also be three, four or six;
2) defining material parameters: the duct piece 1, the bolts 2 and the reinforcing steel bars 3 all adopt an isotropic elastic model, and structural mechanical parameters including elastic modulus, Poisson' S ratio and volume weight are given according to the material parameters determined by S4;
3) grid division: the duct piece 1 adopts a three-dimensional solid unit, the steel bars 3 and the bolts 2 adopt one-dimensional implanted beam units, and sectional parameters of the steel bars 3 and the bolts 2 are given according to the size parameters determined by S4;
4) setting contact parameters: the steel bars 3 and the bolts 2 are arranged to be embedded in concrete, interfaces are arranged among the segments of the duct piece 1, normal rigid contact is achieved, the normal stiffness proportionality coefficient is 1, tangential frictional contact is achieved, the tangential stiffness proportionality coefficient is 0.1, and the friction coefficient is 0.55;
5) setting a boundary condition: a curved surface spring is arranged between the duct piece 1 and the stratum, the normal stiffness coefficient is selected according to the stratum foundation bed coefficient, the tangential stiffness coefficient is 0.1 time of the normal stiffness coefficient, and the curved surface spring is set as a compression spring only; and the boundary surfaces at two ends of the model are provided with Y-direction displacement constraints, the Y direction is the tunnel trend, the x direction is transverse to the tunnel during actual modeling, the z direction is vertical to the tunnel, and the Y direction is the tunnel trend.
And S5, referring to the figures 3 and 4, determining the monitoring section positions, the monitoring point positions and the monitoring values of the steel bar stress and the bolt stress according to the implemented shield tunnel structure monitoring scheme and the monitoring time-course data. During specific monitoring, the steel bar stress and the bolt stress can be obtained by methods of pre-embedding a steel bar meter, adhering a bolt strain gauge and the like, and the data error is relatively small.
S6, loading the external loads of the segments 1 under the working conditions obtained in the step S3 to the shield tunnel three-dimensional load-structure finite element inversion analysis model established in the step S4, performing nonlinear static analysis, and calculating the calculated values of the steel bar stress and the bolt stress of each measuring point established in the step S5.
S7, establishing an objective function J (sigma) of the stress of the steel bar,
an objective function J (N) of bolt stress is established,
wherein n is the number of the measuring points of the steel bar stress/bolt stress; sigmai、σi *Respectively calculating the stress of the steel bar at the ith measuring point and monitoring the stress of the steel bar at the ith measuring point; n is a radical ofi、Ni *Respectively is a calculated value and a monitoring value of the stress of the bolt at the ith measuring point.
And S8, substituting the monitoring value in the step S5 and the calculated value in the step S6 into the objective function of S7 to obtain objective function values under various working conditions, and specifically referring to Table 3:
TABLE 3 orthogonal test analysis condition and objective function value table
S9, post-processing: calculating the mean value of the objective function of each level of different factors and the range of the mean value, specifically referring to table 4:
TABLE 4 analysis table of mean and range of objective function
Referring to fig. 5, the importance degrees of the factors of the same objective function are sorted according to the range, and the larger the range is, the larger the influence of the factor on the objective function is; for the importance bit sequence of a factor in different objective functions, the corresponding objective function with the importance bit sequence in front is defined as the optimal objective function of the experimental factor, for example: alpha is alphaPThe significance order in the objective function J (σ) is 3, and the significance order in the objective function J (N) is 2, the objective function J (N) is αPThe optimal objective function of (2); the level corresponding to the minimum mean value of the optimal objective function of each factor is the optimal value of the factor;
and S10, substituting the optimal values of the factors obtained in the step S9 into the calculation formula of the external load of the duct piece 1 in the step S1 to obtain the external load of each duct piece 1.
Claims (10)
1. A segment load orthogonal numerical value inversion method based on a structural internal force monitoring value is characterized by sequentially comprising the following steps:
s1, establishing a calculation formula of the external load of the duct piece (1), which specifically comprises the following steps:
vertical soil pressure P at the top of the pipe piece (1)0，
Wherein the content of the first and second substances,αPa vertical soil pressure correction coefficient; h isiThe height of the ith layer of soil; gamma rayiThe unit weight of the i-th layer of soil is adopted, the saturated unit weight is adopted when the water and soil are calculated, the floating unit weight is adopted when the water and soil are calculated, and n is the number of the layers of the soil;
vertical soil pressure P at the bottom of the pipe piece (1)1，P1＝P0+2G/A＝P0+2γsδ, wherein γsThe volume weight of the duct piece (1) is shown, and delta is the thickness of the duct piece (1); a is the surface area of the duct piece (1);
lateral soil pressure P at the top of the pipe piece (1)2，P2＝λP0Wherein λ is a lateral pressure coefficient of the tunnel crossing the stratum;
lateral soil pressure P at the bottom of the pipe piece (1)3，P3＝P2+λγDD, wherein γDD is the volume weight of the tunnel penetrating through the stratum, and the outer diameter of the pipe piece (1) is the volume weight of the tunnel penetrating through the stratum;
water pressure Q at the top of the pipe piece (1)0，Q0＝αwγwhwWherein α iswAs water pressure correction factor, gammawIs the volume weight of water, hwIs the head height;
water pressure Q at the bottom of the pipe piece (1)1，Q1＝Q0+γwD；
Lateral water pressure Q of pipe piece (1)2，Q2＝Q0+γwD/2；
The formation resistance K;
s2, extracting the parameter alpha of the influence factor of the external load of the duct piece (1) according to the calculation formula of the external load of the duct piece (1) in the step S1P、αwλ and K, in αP、αwLambda and K are four factors, each factor selects three levels as orthogonal test data, and at least nine working conditions are determined;
s3, substituting the four factor values of the working conditions in the step S2 into the calculation formula of the external load of the duct piece (1) in the step S1 respectively to obtain the external load values of the duct pieces (1) corresponding to the working conditions;
s4, determining structural design parameters of the segment (1), and establishing a shield tunnel three-dimensional load-structure finite element inversion analysis model;
s5, determining the positions of the monitoring sections, monitoring points and monitoring values of the stress of the steel bars and the stress of the bolts according to the implemented shield tunnel structure monitoring scheme and monitoring time-course data;
s6, loading the external loads of the pipe pieces (1) of the working conditions obtained in the step S3 to the shield tunnel three-dimensional load-structure finite element inversion analysis model established in the step S4, and calculating the calculated values of the steel bar stress and the bolt stress of each measuring point established in the step S5;
s7, establishing an objective function J (sigma) of the stress of the steel bar,
m in the objective function J (sigma) of the steel bar stress is the number of the measured points of the steel bar stress;
establishing an objective function J (N) of bolt stress,
wherein u in the objective function J (N) of the bolt stress is the number of the measuring points of the bolt stress; sigmai、σi *Respectively calculating the stress of the steel bar at the ith measuring point and monitoring the stress of the steel bar at the ith measuring point; n is a radical ofi、Ni *Respectively calculating the stress of the bolt at the ith measuring point and monitoring the stress of the bolt at the ith measuring point;
s8, substituting the monitoring value in the step S5 and the calculated value in the step S6 into the objective function of S7 to obtain objective function values under various working conditions;
s9, post-processing: calculating the mean value of the target functions of different levels of different factors and the range of the mean value, and sequencing the importance degrees of the factors of the different target functions according to the range; aiming at the importance bit sequences of different target functions with the same factor, the corresponding target function with the importance sequence in the front is defined as the optimal target function of the factor; the level corresponding to the minimum mean value of the optimal objective function of each factor is the optimal value of the factor;
s10, substituting the optimal values of the factors obtained in the step S9 into the calculation formula of the external load of the duct piece (1) in the step S1 to obtain the external load of each duct piece (1).
2. The segment load orthogonal numerical inversion method based on the structural internal force monitoring value according to claim 1, characterized in that: the structural design parameters of the segment (1) determined in step S4 include dimensional parameters and material parameters.
3. The segment load orthogonal numerical inversion method based on the structural internal force monitoring value as claimed in claim 2, characterized in that: the size parameters comprise the block composition, the inner diameter, the outer diameter and the ring width of the pipe piece (1), the diameter and the interval of the reinforcing steel bar (3) and the diameter and the length of the bolt (2).
4. The segment load orthogonal numerical inversion method based on the structural internal force monitoring value as claimed in claim 2, characterized in that: the material parameters comprise the concrete grade of the duct piece (1), the type of the main reinforcement and the mechanical property of the bolt (2).
5. The segment load orthogonal numerical inversion method based on the structural internal force monitoring value according to any one of claims 2 to 4, characterized in that the establishment of the shield tunnel three-dimensional load-structural finite element inversion analysis model in the step S4 specifically comprises the following steps:
1) establishing a geometric model: establishing a geometric model according to the size parameters determined in the S4, wherein the modeling elements comprise a three-dimensional solid duct piece (1), a one-dimensional linear steel bar (3) and a bolt (2);
2) defining material parameters: the duct piece (1), the bolts (2) and the reinforcing steel bars (3) all adopt isotropic elastic models, and structural mechanical parameters including elastic modulus, Poisson' S ratio and volume weight are given according to the material parameters determined by S4;
3) grid division: the duct piece (1) adopts a three-dimensional solid unit, the steel bars (3) and the bolts (2) adopt one-dimensional implanted beam units, and section parameters of the steel bars (3) and the bolts (2) are given according to the size parameters determined by S4;
4) setting contact parameters: the steel bars (3) and the bolts (2) are arranged to be embedded in concrete, and interfaces are arranged among the segments of the duct piece (1) and are in normal rigid contact and tangential friction contact;
5) setting a boundary condition: a curved surface spring is arranged between the duct piece (1) and the stratum, the normal stiffness coefficient is selected according to the stratum foundation bed coefficient, the tangential stiffness coefficient is 0.1 time of the normal stiffness coefficient, and the curved surface spring is set to be a compression spring only; and setting Y-direction displacement constraint on boundary surfaces at two ends of the model, wherein the Y direction is the trend of the tunnel.
6. The segment load orthogonal numerical inversion method based on the structural internal force monitoring value according to claim 5, characterized in that: in the step 1), the number of the rings of the pipe piece (1) is not less than three.
7. The segment load orthogonal numerical inversion method based on the structural internal force monitoring value according to claim 5, characterized in that: in the step 4), the normal stiffness proportionality coefficient is 1, the tangential stiffness proportionality coefficient is 0.1, and the friction coefficient is 0.55.
8. The segment load orthogonal numerical inversion method based on the structural internal force monitoring value according to claim 5, characterized in that: step S4 is modeled using MIDAS GTS NX finite element calculation software.
9. The segment load orthogonal numerical inversion method based on the structural internal force monitoring value according to claim 1, characterized in that: the type of solution in step S6 is a nonlinear static analysis.
10. The segment load orthogonal numerical inversion method based on the structural internal force monitoring value according to claim 1, characterized in that: nine conditions are determined in step S2, and the mean of the objective function for each level of different factors in step S9 is the average of the three values.
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Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103244134A (en) * | 2013-04-26 | 2013-08-14 | 上海交通大学 | Anti-floating ballasting method for shield tunnel under negative earthing condition |
| CN107100644A (en) * | 2017-06-27 | 2017-08-29 | 华东交通大学 | A kind of Shield-bored tunnels longitudinal rigidity reinforcing structure and its construction method |
| CN107301305A (en) * | 2017-07-31 | 2017-10-27 | 中铁隧道集团有限公司 | A kind of modeling method for the structural mechanical property for realizing the three-dimensional stand under load in section of jurisdiction |
| CN110874512A (en) * | 2019-11-22 | 2020-03-10 | 辽宁石油化工大学 | Energy consumption-based shield tunneling machine tunneling efficiency calculation method |
Family Cites Families (16)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US20070093520A1 (en) * | 2005-04-15 | 2007-04-26 | Caras Steven D | Method of treatment of diarrhea-predominant irritable bowel syndrome in a subject |
| CN101586463A (en) * | 2009-06-18 | 2009-11-25 | 苏州市交通设计研究院有限责任公司 | Lining design method of shield tunnel |
| CN101950318B (en) * | 2010-10-02 | 2013-03-27 | 上海交通大学 | Water-conveyance tunnel simulating method based on mixed model |
| CN102384725B (en) * | 2011-09-26 | 2013-08-28 | 南京大学 | Tunnel convergence deformation distribution fiber monitoring method and system thereof |
| CN103471647B (en) * | 2013-08-21 | 2016-08-10 | 国家电网公司 | A kind of shield tunnel remote automation monitoring method |
| CN104615870B (en) * | 2015-01-25 | 2017-05-17 | 上海市隧道工程轨道交通设计研究院 | Method for inversely calculating parameters of super-large-diameter shield tunnel segment joint |
| CN104766169B (en) * | 2015-04-07 | 2018-07-27 | 北京城市排水集团有限责任公司 | Pumping equipment safeguard protection hierarchical intelligence determination method during a kind of subway construction |
| CN106844915B (en) * | 2017-01-10 | 2019-02-01 | 辽宁三三工业有限公司 | Shield machine box culvert loop wheel machine girder construction design method based on the coupling of ANSYS node |
| CN109297658A (en) * | 2018-09-19 | 2019-02-01 | 同济大学 | A method of test shield duct piece waterproof sealing gasket sealing performance |
| CN109779639A (en) * | 2019-01-03 | 2019-05-21 | 上海隧道工程有限公司 | Suitable for wearing the anti-floating control method in existing major diameter tunnel in arenaceous stratum shield |
| CN109783924A (en) * | 2019-01-09 | 2019-05-21 | 中铁十局集团西北工程有限公司 | The Numerical Analysis methods that Groundwater iron shield tunnel construction influences |
| CN110031369A (en) * | 2019-05-22 | 2019-07-19 | 中国水利水电第八工程局有限公司 | The underwater slurry shield mud film of bad ground forms simulator and analogy method |
| CN210370703U (en) * | 2019-07-02 | 2020-04-21 | 中船重型装备有限公司 | Shield constructs quick-witted section of thick bamboo frock |
| CN110726824A (en) * | 2019-10-29 | 2020-01-24 | 三明学院 | Geotechnical engineering test system |
| CN110737960B (en) * | 2019-11-14 | 2022-06-10 | 西南交通大学 | Shield tunnel segment design parameter optimization method |
| CN112857988A (en) * | 2021-01-29 | 2021-05-28 | 中国科学院武汉岩土力学研究所 | Asymmetric load loading test system and test method for full-scale test of pipe piece |
-
2021
- 2021-06-24 CN CN202110708026.1A patent/CN113420482B/en active Active
Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103244134A (en) * | 2013-04-26 | 2013-08-14 | 上海交通大学 | Anti-floating ballasting method for shield tunnel under negative earthing condition |
| CN107100644A (en) * | 2017-06-27 | 2017-08-29 | 华东交通大学 | A kind of Shield-bored tunnels longitudinal rigidity reinforcing structure and its construction method |
| CN107301305A (en) * | 2017-07-31 | 2017-10-27 | 中铁隧道集团有限公司 | A kind of modeling method for the structural mechanical property for realizing the three-dimensional stand under load in section of jurisdiction |
| CN110874512A (en) * | 2019-11-22 | 2020-03-10 | 辽宁石油化工大学 | Energy consumption-based shield tunneling machine tunneling efficiency calculation method |
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