CN109359412B - Calculation method and system for predicting total deformation of tunnel shield excavation process - Google Patents
Calculation method and system for predicting total deformation of tunnel shield excavation process Download PDFInfo
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Abstract
The invention discloses a computing method and a system for predicting the total deformation of a tunnel shield excavation process, wherein a tunnel model is established, a soil body or a surrounding rock is modeled according to the mechanical properties and physical mechanical parameters of the surrounding rock or the surrounding soil body of the tunnel, the constructed model is subjected to initial assignment to form a numerical model, and the numerical model is subjected to initial stress computing adjustment until the stress is initially balanced; carrying out numerical value setting of simulated excavation, respectively simulating application of shield tunneling thrust, grouting pressure and setting required monitoring points, setting reasonable excavation step distances for an excavation model, and assigning values by adopting actual parameters; and configuring the tunnel model in a three-dimensional rectangular coordinate system, performing simulated excavation according to set parameters, and recording the settlement deformation of all monitoring points in the unit step excavation process.
Description
Technical Field
The disclosure relates to a calculation method and a system for predicting total deformation of a tunnel shield excavation process.
Background
The shield method tunnel construction is a comprehensive construction technology, and is a construction method which combines various works of directional tunneling, transportation, lining, installation and the like of a tunnel into a whole. The shield construction measurement mainly controls the position and the advancing direction of the shield, and aims to ensure that the shield advances according to the designed axis and meet the requirement of controlling the error of the tunnel axis after segment assembly. The position (current space position and axis direction) of the shield machine is measured by using the lead points in the tunnel, different thrusts are applied through the thrust oil cylinder, and the position and the thrust direction of the shield machine are adjusted, so that the tunneling of the shield machine is propelled according to the designed line direction.
The vertical displacement of the segment lining constructed by the shield method can reflect the change of the top structure in tunnel excavation, and the working environment is better and the interference factors are less due to the measurement on the track surface, so that the integrity of the vertical displacement measurement data of the segment structure is generally better. After underground works are excavated, the horizontal displacement of the segment structure can reflect the mechanical form change of surrounding rock and a shield main body structure, and the displacement change of the tunnel in the absolute position can be monitored.
The full displacement curve of the tunnel settlement change shows that: the deformation in the tunnel excavation process can be divided into the following tenses: (1) advancing displacement in front of the tunnel face; (2) excavating and displacing a tunnel face; (3) supporting construction displacement; (4) monitoring the displacement of the unit measurement after the initial stabilization; (5) and in the disturbance range of tunnel excavation, the construction of the tunnel face causes lagging settlement displacement behind the tunnel face. (6) Residual deformation existing after 8 times of hole diameter behind tunnel excavation face. This is the data that is easier to monitor by the monitoring unit. Therefore, the problem of troublesome actual engineering monitoring is solved by predicting the total deformation in the range of 120-130 meters behind the tunnel face from the actual measurement residual deformation in the range of 120-130 meters behind the tunnel face.
As shown in fig. 1, the distance of 120 m to 130m behind the tunnel face is assumed to be N m, and due to the influence of shield construction reasons in practice, the third monitoring unit can only monitor the change of the settlement amount of N m behind the tunnel face. The tunnel excavation diagram for the shield tunneling machine is shown in the figure. Thus, the relatively delayed measurement data causes not only much inconvenience to the construction work. Meanwhile, the owner and the construction unit are not convenient to grasp the real-time condition of the tunnel in time. And (5) assuming that a monitoring unit monitors the sedimentation deformation of the pipe piece beyond N meters behind the tunnel face. The problem that settlement deformation of any point or any section within N meters behind the tunnel face is difficult to predict by the actually measured residual deformation of the N meters behind the tunnel face becomes a problem in actual engineering monitoring.
Disclosure of Invention
The invention provides a calculation method and a system for predicting the total deformation of a tunnel shield excavation process, aiming at solving the problems.
In order to achieve the purpose, the following technical scheme is adopted in the disclosure:
a calculation method for predicting the total deformation of a tunnel shield excavation process comprises the following steps:
establishing a tunnel model, establishing a model for a soil body or a surrounding rock according to mechanical properties and physical mechanical parameters of the tunnel surrounding rock or the surrounding soil body, performing initial assignment on the established model to form a numerical model, and performing initial stress calculation and adjustment on the numerical model until the stress is initially balanced;
zeroing the deformation displacement in the three-axis direction caused by preliminary balance calculation, performing numerical value setting of simulated excavation, respectively simulating the application of shield tunneling thrust, grouting pressure and setting required monitoring points, setting reasonable excavation step distances for an excavation model, and assigning values by adopting actual parameters;
the tunnel model is configured in a three-dimensional rectangular coordinate system, simulated excavation is carried out according to set parameters, the settlement deformation of all monitoring points in the unit step distance excavation process is recorded, the settlement deformation curve of all monitoring points in the unit step distance excavation process is fitted, the regression equation of the curve with the highest fitting degree and the regression equation of the curve are selected, and the numerical relation between the actually measured residual deformation and the numerical model is established.
As a further limitation, the initial assignment of the constructed model specifically includes establishing a grid model according to the actual soil distribution, defining the material properties of the model, and setting boundary conditions and initial conditions.
As a further limitation, selecting according to the actual situation, and excavating a tunnel model for a certain distance by taking the width of each ring of segment of filling grouting segments embedded in the soil body as an excavation step pitch to simulate the distance which cannot be monitored in the actual process; and setting monitoring points for the established numerical model according to actual conditions, setting the monitoring points below the model segment, and recording data of rear segment structure settlement caused by tunnel model excavation calculation.
And as a further limitation, establishing a three-dimensional coordinate system for the whole tunnel model, taking the surface of the numerical model excavated in the first step as a 0 interface, wherein the depth direction of the tunnel is a Y axis, the two sides of the tunnel are X axes, and the longitudinal buried depth of the tunnel is a Z axis.
As a further limitation, a monitoring point is arranged every a meters in an excavated soil body interval on a constructed coordinate system to monitor the segment structure settlement in the shield excavation process, the unit excavation step distance behind the tunnel face is set to a meters for further excavation, an excavation calculation file is stored after each excavation, and the monitoring point needs to monitor the segment structure settlement at a position with a set distance behind the tunnel face.
And as a further limitation, the data are sorted and drawn to obtain the sedimentation deformation amount of all the monitoring points in the interval which cannot be monitored actually in the unit step distance excavation process, and a sedimentation deformation amount curve of all the monitoring points in the interval in the unit step distance excavation process is fitted.
As a further limitation, a settlement change curve of monitoring points in the excavation section within the set distance of each tunnel face in the process of excavating a meters is fitted, and settlement change curves in the set distances of the plurality of tunnel faces are fitted at the same time.
As a further limitation, the fitting relation between the curve with the highest fitting degree and the regression equation of the curve is determined by comparing and selecting the curve with the highest fitting degree and the regression equation of the curve as the obtained result, wherein the abscissa is the accumulated excavation step distance of the established numerical simulation coordinate system, and the ordinate is the settlement amount of the unit excavation step distance of the monitoring point.
As a further limitation, the duct piece settlement amount monitored at the first monitoring point of each section of settlement amount deformation curve, namely the position with a set distance behind the tunnel face, is the actual measurement residual deformation amount which can be monitored in the actual engineering, and the monitoring point is compared with the actual measurement residual deformation amount in the actual engineering.
And as a further limitation, the collected monitoring data is sorted, monitoring points with timeliness meeting set strength obtained in practice and the corresponding monitoring points in the numerical simulation form a pair of coordinates, the actually-measured residual settlement amount monitored in the practical engineering is used as an abscissa, the settlement amount monitored by the corresponding monitoring points in the numerical simulation is used as an ordinate, and a monitoring data relation curve of the monitoring points with the same actually-measured residual deformation and the numerical model is drawn.
A computing system for predicting total deformation of a tunnel shield excavation process, configured to execute the following instructions:
establishing a tunnel model, establishing a model for a soil body or a surrounding rock according to mechanical properties and physical mechanical parameters of the tunnel surrounding rock or the surrounding soil body, performing initial assignment on the established model to form a numerical model, and performing initial stress calculation and adjustment on the numerical model until the stress is initially balanced;
zeroing the deformation displacement in the three-axis direction caused by preliminary balance calculation, performing numerical value setting of simulated excavation, respectively simulating the application of shield tunneling thrust, grouting pressure and setting required monitoring points, setting reasonable excavation step distances for an excavation model, and assigning values by adopting actual parameters;
the tunnel model is configured in a three-dimensional rectangular coordinate system, simulated excavation is carried out according to set parameters, the settlement deformation of all monitoring points in the unit step distance excavation process is recorded, the settlement deformation curve of all monitoring points in the unit step distance excavation process is fitted, the regression equation of the curve with the highest fitting degree and the regression equation of the curve are selected, and the numerical relation between the actually measured residual deformation and the numerical model is established.
Compared with the prior art, the beneficial effect of this disclosure is:
the method predicts the total deformation of the tunnel shield excavation process by utilizing the actual measurement residual deformation of the tunnel and the numerical simulation so as to predict the settlement deformation of any point or any section within a certain distance behind the tunnel face, and provides help for the excavation of underground engineering and engineering supervision and design.
Drawings
The accompanying drawings, which are incorporated in and constitute a part of this application, illustrate embodiments of the application and, together with the description, serve to explain the application and are not intended to limit the application.
FIG. 1 is a longitudinal section schematic view of a shield excavation tunnel;
fig. 2 is a longitudinal-section schematic view of the shield excavation tunnel of the present embodiment;
FIG. 3 is a flow chart of a FLAC3D modeling process of the present embodiment;
FIG. 4 is a flow chart of the numerical modeling of the engineering A FLAC according to the embodiment;
fig. 5 is a schematic longitudinal sectional view of the engineering a shield excavation tunnel of the present embodiment;
FIG. 6 shows the settlement amount of each excavation 2 m of a monitored point within 130m of the project A of the embodiment;
FIG. 7 shows the settlement amount of the monitored point per 2 m excavated in the project A0 m to 130m in the embodiment;
FIG. 8 shows the measured residual settling amount and the corresponding settling amount of the numerical simulation monitoring point in the engineering A of this embodiment;
FIG. 9 is a parameter of regression equation b for the present embodiment;
the specific implementation mode is as follows:
the present disclosure is further described with reference to the following drawings and examples.
It should be noted that the following detailed description is exemplary and is intended to provide further explanation of the disclosure. Unless defined otherwise, all technical and scientific terms used herein have the same meaning as commonly understood by one of ordinary skill in the art to which this application belongs.
It is noted that the terminology used herein is for the purpose of describing particular embodiments only and is not intended to be limiting of example embodiments according to the present application. As used herein, the singular forms "a", "an" and "the" are intended to include the plural forms as well, and it should be understood that when the terms "comprises" and/or "comprising" are used in this specification, they specify the presence of stated features, steps, operations, devices, components, and/or combinations thereof, unless the context clearly indicates otherwise.
In the present disclosure, terms such as "upper", "lower", "left", "right", "front", "rear", "vertical", "horizontal", "side", "bottom", and the like indicate orientations or positional relationships based on those shown in the drawings, and are only relational terms determined for convenience in describing structural relationships of the parts or elements of the present disclosure, and do not refer to any parts or elements of the present disclosure, and are not to be construed as limiting the present disclosure.
In the present disclosure, terms such as "fixedly connected", "connected", and the like are to be understood in a broad sense, and mean either a fixed connection or an integrally connected or detachable connection; may be directly connected or indirectly connected through an intermediate. The specific meanings of the above terms in the present disclosure can be determined on a case-by-case basis by persons skilled in the relevant art or technicians, and are not to be construed as limitations of the present disclosure.
A method for predicting tunnel total deformation by using tunnel actual measurement residual deformation and numerical simulation comprises a FLAC modeling derivation formula step and an achievement formula calculation step:
the FLAC modeling derivation formula comprises the following steps:
1. and (3) obtaining a geological survey report of an actual project through field investigation, sorting and collecting data required by FLAC3D modeling, and establishing a tunnel model conforming to the reality by adopting FLAC3D numerical simulation software. Meanwhile, a proper model is established for the soil body or the surrounding rock according to the mechanical properties and physical mechanical parameters of the tunnel surrounding rock or the surrounding soil body, and meanwhile, reasonable assignment is carried out. And calculating the initial stress of the established numerical model. And calculating the initial balance of the model.
2. And (5) zeroing deformation displacement in X, Y and Z directions caused by the preliminary balance calculation. And calculating the simulated excavation. And simulating excavation for the shield excavation tunnel. By command of applying a surface force:
the simulation of shield driving force was performed by "app stress 7e6 range plane dip 90 dd 0 orig 000 group". Meanwhile, the grouting pressure applied to the soil around the segment by segment filling grouting is simulated by an order of applying the circumferential force surface force, namely 'app sxx range plane dip 90 dd 0 orig 000 group'. Where "sxx" represents the grouting pressure.
3. Reasonable excavation step distances are set for the excavation models (selected according to actual conditions, the width of each ring of pipe piece is preferentially taken as the excavation step distance), an empty unit model null is adopted as an excavation command, and after excavation, a pipe piece and a pipe piece filling and grouting area are adopted by a model elastic model. And meanwhile, assigning the actual parameters.
4. The settlement change of the pipe piece structure which cannot be detected behind the tunnel face is researched, so that a tunnel model is firstly excavated for a certain distance (which is determined according to the actual condition, namely the distance which needs to be researched by an individual) to simulate the distance which cannot be detected in the actual process. In order to acquire more numerical simulation data, monitoring points can be set for the established numerical model according to actual conditions, and the monitoring points are arranged below the model segment. The method is used for recording the data of the rear segment structure settlement caused by the tunnel model excavation calculation.
5. And establishing a three-dimensional rectangular coordinate system, and establishing the whole tunnel model on a three-dimensional coordinate system. And taking the surface excavated in the first step of the numerical model as a 0 interface, wherein the depth direction of the tunnel is a Y axis, the two sides of the tunnel are X axes, and the longitudinal buried depth of the tunnel is a Z axis. As shown in fig. 2:
meanwhile, a monitoring point is arranged every a meters in an excavated soil body interval on a coordinate system to monitor the segment structure settlement in the shield excavation process, (as the situation demands, the segment width is assumed to be a meters, and the excavation steps are a meters, one step) the monitoring point is arranged below the segment. And (4) setting the unit excavation step pitch behind the tunnel face as a meter for one-step excavation, and storing the excavation calculation file after each excavation. Can monitor that the unit can monitor the section of jurisdiction structure settlement in the position of N meters behind the face.
The modeling process flow is shown in fig. 3.
The settlement variation of each monitoring point in the process of excavating a meter can be sorted and recorded in each excavation calculation file through a command 'plot hist id', the settlement deformation can be more visually known through the form of an output Excel table, the data are sorted and drawn through recording and sorting and function drawing software origin2017 to obtain the settlement deformation of all monitoring points in the actual unmonitorable interval in the unit step excavation process, and the settlement deformation curve of all monitoring points in the interval in the unit step excavation process is fitted.
Through the curve regression function of origin2017, a regression equation of the curve is obtained, and regression parameters are fitted to the correlation of the equation. Similarly, in order to reduce workload, the excavation files can be selected and called, settlement change curves of monitoring points in an excavation section within N meters of each tunnel face in the process of excavating a meters are fitted to settlement change curves in N meters of a plurality of sections of tunnel faces (different sections of excavation files are selected according to actual conditions, settlement changes of monitoring points within N meters behind the tunnel faces are researched), and the settlement change curves are 2a meters to N +2a meters; 3a m-N +3a m; 4a m-N +4a m; 5a m to N +5a m; 6a m-N +6a m; a monitoring point settlement change curve in the interval of 7a meters to N +7a meters. Meanwhile, a regression equation of each curve is obtained through the curve regression function of origin2017, and regression parameters are fitted with the regression equation.
6. The curve with the highest fitting degree is selected by comparing with the regression equation of the curve to serve as the researched achievement equation. Wherein the abscissa is the accumulated excavation step distance X2 of the established numerical simulation coordinate system, and the ordinate is the settlement Y2 of the unit excavation step distance of the monitoring point.
Obtaining a formula:
Y2＝F(X2) (a)
7. and meanwhile, establishing a numerical relation between the actually measured residual deformation of the monitoring unit and the numerical model. The settlement change at the position N meters behind the tunnel face of shield excavation in the actual engineering is subjected to numerical simulation, so that the settlement of the pipe piece monitored at the first monitoring point of each settlement deformation curve, namely the position N meters behind the tunnel face, is the actual measurement residual deformation which can be monitored in the actual engineering. The monitoring point can be compared with the actually measured residual deformation in actual engineering.
And (3) sorting the monitoring data collected from the monitoring units, and combining the actually obtained monitoring points with stronger timeliness with the corresponding monitoring points in the numerical simulation to form a pair of coordinates. And taking the actually measured residual settlement amount monitored in the actual engineering as an abscissa and taking the settlement amount monitored by the corresponding monitoring point in the numerical simulation as an ordinate. And sorting the group of data, and drawing a monitoring data relation curve of the same monitoring point of the actually measured residual deformation and the numerical model.
8. Through the curve regression function of origin2017, a regression equation of the curve is obtained, and regression parameters are fitted to the correlation of the equation. This establishes the equation of relationship between the measured residual deformation and the monitored data of the same monitoring point of the numerical model. The abscissa is the settlement X1 monitored in the actual engineering, and the settlement monitored by the corresponding monitoring point in the numerical simulation is used as the ordinate Y1. Obtaining a relation formula:
Y1＝F(X1) (b)
the following formula is an achievement formula for predicting the total deformation of the tunnel shield excavation process through the residual deformation amount, which is obtained through numerical simulation and linear regression:
Y2＝F(X2) (a)
Y1＝F(X1) (b)
the above steps are modeling derivation formula steps.
The calculation steps by using the achievement formula are as follows:
1. and substituting the actually measured residual deformation monitored by the actual shield excavation monitoring point (namely the monitoring section N meters behind the tunnel face) as X1 into the formula (b) to obtain Y1 (namely the settlement of the unit excavation step distance of the corresponding monitoring point theoretically obtained by numerical simulation at the point).
2. Y1 is obtained, namely the settlement amount of the unit excavation step distance of the corresponding monitoring point obtained by numerical simulation of the point. As obtained in the discussion above. The achievement formula (a) is that a settlement curve is excavated in the unit excavation step length of all monitoring points in a 130-meter section, and the settlement quantity at the position N meters behind the tunnel face is monitored in the actual monitoring work. Therefore, after Y1 is obtained, Y1 is compared with the intercept B of the intercept curve equation of the formula (a) (namely the unit excavation step settlement monitored by the first monitoring point in the interval N meters behind the numerical simulation tunnel face) to obtain
At this time
Namely the adjustment coefficient of the deviation between the curve and the actual engineering.
3. Through the achievement formula (a), the settlement amount of the pipe piece structure at any distance in N meters behind the tunnel face can be predicted, the position of the data required to be obtained is substituted into the formula, and the settlement amount Y2 of the pipe piece structure in N meters behind the tunnel face required to be obtained can be obtained. Because Y2 is directly obtained according to the curve regression equation, the error exists after two iterations, and the error is obtained in the last step
Deviation adjustment coefficient of
The calculated Y2 is multiplied to obtain the final required settling amount in the actual excavation after the deviation correction.
The above is the achievement formula solving process researched by the operation.
The invention is further explained below by combining the application example and the calculation result of the calculation method of the invention in the project A:
as shown in fig. 4, the derivation of the prediction formula by FLAC modeling is as follows:
1. the construction of the known tunnel engineering project A is shield excavation. The monitoring unit is responsible for monitoring the settlement deformation of the pipe piece structure in the tunnel, but the construction limitation reason can only monitor the residual settlement amount in the excavation process of the pipe piece structure at the position 130 meters behind the tunnel face and beyond 130 meters. The physical and mechanical parameters of the soil layer of the engineering project are obtained through field and field investigation and are shown as the following table:
physical and mechanical parameters of soil body
The tunnel is a single-hole excavated tunnel, the cross section of the tunnel is circular, the inner diameter is 10.5m, and the outer diameter is 11.6 m. The tunnel passes through 6 layers of fine sand and 7 layers of coarse sand. And obtaining tunneling operation parameters to obtain that the tunneling thrust of the section is 70000KN and the grouting pressure is 0.7 MPA. Through multiple calculations and analyses, the project 890 is now numerically modeled for 160 meters of mileage, which is the circle around 970.
2. After multiple calculations, reasonable and effective boundary conditions are determined by analysis, the cross-sectional dimensions of the model are 120 x 101m, and the length of the model is 160 m. The unit grids are used for simulating the soil mass and the water body on the tunnel. The size of the pipe piece is the actual size, 2 meters wide and 0.55 meters thick, and the pipe piece is simulated by a shell unit. And meanwhile, assigning values to the soil body surrounding rocks in the model according to the mechanical properties and physical mechanical parameters of the tunnel surrounding rocks or the surrounding soil body, and adopting a Moore coulomb model. And setting a displacement boundary condition to carry out displacement constraint on the two X boundaries, the two Y boundaries and the lower Z boundary. And selecting a correct constitutive model for the established tunnel model to calculate the initial stress balance, and calculating the initial balance of the model.
3. The displacement deformation in the X, Y, Z direction of the tunnel model caused by the preliminary balance calculation is zeroed out. And (5) performing excavation simulation calculation. And simulating excavation for the shield excavation tunnel. And simulating the shield tunneling force through a command of applying the surface force.
The grouting pressure of the soil body around the pipe piece after the pipe piece is separated from the shield tail is simulated by applying the annular force.
4. Attention needs to be paid in the process of simulating excavation: set up reasonable excavation step (select according to actual conditions to the width of every ring section of jurisdiction is preferred to be the excavation step), and the section of jurisdiction width is 2 meters, now sets up the excavation step to 2 meters, is convenient for calculate and excavate. And (3) adopting an empty unit model null as an excavation command, adopting a model elastic model for the segment unit and the segment filling and grouting area after excavation, and assigning values by adopting actual engineering parameters.
5. The purpose of FLAC modeling is to study the settlement change of the pipe sheet structure in 130m behind the tunnel face, so that the tunnel model is firstly excavated for 130m as the distance which cannot be monitored in the actual simulation process. Monitoring points can be set according to actual conditions for obtaining more numerical simulation data, and one monitoring point of 2 meters is selected at present and is arranged below the duct piece. To record the data of the rear settlement caused by the front excavation. The following description is made here: the shield is tunneled in real time, and 2 meters are tunneled in one step, so that the position of the tunnel face advances by 2 meters in one step, and the monitoring point in the position 130 meters behind the tunnel face can be changed integrally along with the change of the tunnel face. But always 130 meters behind the tunnel face. Only the excavation of the tunnel face is studied, and the segment structure after the segment is laid is settled.
6. And establishing a three-dimensional rectangular coordinate system, taking the surface excavated in the first step of the numerical model as a 0 interface, wherein the depth direction of the tunnel is a Y axis, the two sides of the tunnel are X axes, and the longitudinal buried depth of the tunnel is a Z axis. The entire model is defined on a three-dimensional coordinate system. Meanwhile, a monitoring point is arranged on a coordinate system at 0m-130m per 2 m to monitor the structural settlement of the segment in the shield excavation process, (the width of the segment is assumed to be 2 m, and the number of excavation steps is 2 m, one step as the case may be), and the monitoring point is arranged below the segment. And (4) setting the unit excavation step distance behind 130 meters as 2 meters for excavation, and storing the calculation file after each excavation. And excavating for 15 steps to reach 30 m. As shown in fig. 5.
7. And respectively calling excavation calculation files of every 2 m step, drawing a settlement change curve of each set monitoring point in the process of excavating for 2 m through a command 'plot static' for each excavation file, and more intuitively knowing the settlement deformation by outputting the settlement change curve into an Excel table form. And (3) sorting the data records, sorting and drawing the data through function drawing software origin2017 to obtain the settlement deformation of all monitoring points in 130 meters behind the tunnel face in the unit step excavation process, and fitting a settlement deformation curve of all monitoring points in 130 meters in the unit step excavation process. Through the curve regression function of origin2017, a regression equation of the curve is obtained, and regression parameters are fitted to the correlation of the equation.
In the calculation of the embodiment, in order to save workload, only 4 excavation files are selected and called, and settlement change data of monitoring points in an excavation section within 130 meters of each excavation file in the process of excavating for 2 meters is exported and sorted; respectively fitting sections of 0-130 m from 128 m to 130 m; excavating from 138 meters to a section of 10 meters to 140 meters of 140 meters; excavating from 148 meters to 20-150 meters of 150 meters; excavating from 158 meters to a section of 30 meters to 160 meters of 160 meters; and (4) a monitoring point settlement change curve in the section 4.
As shown in fig. 6, the regression equations of 4 curves are obtained respectively by using the curve regression function of origin2017, and regression parameters are fitted to the correlation of the equations. The curve with the highest fitting degree is selected by comparing with the regression equation of the curve to serve as the researched achievement equation. Through analysis, the fitting degree of the regression equation of the monitoring point settlement change curve in the interval of 0-130 m is the best. Wherein the abscissa is the accumulated step length X2 of the numerical simulation excavation and the ordinate is the settlement Y2 of the unit excavation step distance (2 meters) of the monitoring point.
The final formula into which the coefficients of the regression equation automatically calculated by origin2017 are substituted:
Y2＝2.90307-0.68399x2+0.04812x2 2-0.00118x3 2+1.19975(E-5)x4 2-4.11937E(E-8)x5 2
(a)
8. and (4) arranging the actually measured residual deformation collected from the monitoring unit, namely the settlement of the pipe piece structure at the position 130m behind the tunnel face, and forming a pair of coordinates by the monitoring points with stronger timeliness which can be obtained actually and the corresponding monitoring points in the numerical simulation. And taking the actually measured residual deformation in the actual engineering as an abscissa and taking the settlement monitored by the corresponding monitoring point in the numerical simulation as an ordinate. And sorting the group of data, and drawing a monitoring data relation curve of the actually measured residual deformation and the monitoring points corresponding to the numerical model. The settlement of the monitoring points actually distributed and the settlement of the monitoring points corresponding to the numerical simulation are shown in the figure:
| actually monitored sedimentation amount/mm | Numerical simulation monitoring sedimentation amount/mm |
| 1.12 | 1.14133 |
| 1.38 | 1.44474 |
| 1.65 | 1.72885 |
| 1.77 | 1.9946 |
| 1.83 | 2.11855 |
| 1.86 | 2.421 |
| 2.63 | 2.67773 |
| 2.73 | 2.83996 |
| 2.7 | 3.1055 |
| 3.1 | 3.2788 |
| 3.5 | 3.581 |
Y1＝F(X1) (b)
Calculating the intercept and the coefficient in the correlation regression equation through software, and substituting the intercept and the coefficient into the regression equation to obtain:
Y1＝0.22192+0.63783x1+0.31142x21-0.06389x31 (b)
the above formula is the achievement formula for predicting the total deformation of the tunnel shield excavation process through the residual deformation obtained through FLAC numerical simulation and linear regression.
And (3) calculating the formula for predicting the settlement achievement:
1. and substituting the monitored settlement value of the actual shield excavation monitoring point (namely the monitoring section behind the 130m tunnel face) as X1 into a formula (b) of Y1-0.22192 +0.63783X1+0.31142X21-0.06389X31, and solving Y1 (namely the unit settlement value of the corresponding monitoring point theoretically obtained by FLAC numerical simulation at the point).
2. Y1 is obtained, namely the unit settlement of the corresponding monitoring point obtained by numerical simulation of the monitoring point. The achievement formula obtained in the above discussion is that the settlement curve is excavated in the unit excavation step length of all monitoring points within the section of 0m-130m and 130m, and the settlement at the position 130m behind the tunnel face is monitored in the actual monitoring work. Therefore, after Y1 is determined, the intercept 2.90307 of formula (a) is taken with Y1 (i.e., the residual settling at the first detectable position)Amount) of the two components were compared to obtain
At this time
Namely the adjustment coefficient of the deviation between the curve and the actual engineering.
3. Through the achievement formula (a), the settlement amount of the pipe piece structure at any distance in 130m behind the tunnel face can be calculated, the position of the data required to be obtained is substituted into the formula, and the settlement amount Y2 of the pipe piece structure in 130m behind the tunnel face required to be obtained can be obtained. Because Y1 is directly obtained according to the curve regression equation, an error exists after two iterations, and the error is obtained in the last step
Deviation adjustment coefficient of
The calculated Y2 is multiplied to obtain the final required settling amount in the actual excavation after the deviation correction.
The above is the solution process using the achievement formula.
The above description is only a preferred embodiment of the present application and is not intended to limit the present application, and various modifications and changes may be made by those skilled in the art. Any modification, equivalent replacement, improvement and the like made within the spirit and principle of the present application shall be included in the protection scope of the present application.
Although the present disclosure has been described with reference to specific embodiments, it should be understood that the scope of the present disclosure is not limited thereto, and those skilled in the art will appreciate that various modifications and changes can be made without departing from the spirit and scope of the present disclosure.
Claims (8)
1. A calculation method for predicting the total deformation of a tunnel shield excavation process is characterized by comprising the following steps: the method comprises the following steps:
establishing a tunnel model, establishing a model for a soil body or a surrounding rock according to mechanical properties and physical mechanical parameters of the tunnel surrounding rock or the surrounding soil body, performing initial assignment on the established model to form a numerical model, and performing initial stress calculation and adjustment on the numerical model until the stress is initially balanced;
zeroing the deformation displacement in the three-axis direction caused by preliminary balance calculation, performing numerical value setting of simulated excavation, respectively simulating the application of shield tunneling thrust, grouting pressure and setting required monitoring points, setting reasonable excavation step distances for an excavation model, and assigning values by adopting actual parameters;
configuring a tunnel model in a three-dimensional rectangular coordinate system, performing simulated excavation according to set parameters, recording the settlement deformation of all monitoring points in the unit step excavation process, fitting the settlement deformation curve of all monitoring points in the unit step excavation process, selecting a regression equation of a curve with the highest fitting degree and the curve, and establishing a numerical relation between the actually measured residual deformation and a numerical model;
selecting according to actual conditions, taking the width of each ring of segments of filling and grouting segments embedded in a soil body as an excavation step pitch, excavating a tunnel model for a certain distance to simulate the distance which cannot be monitored in the actual process, setting monitoring points for the numerical model built according to the actual conditions, arranging the monitoring points below the segments of the model, and recording the data of rear segment structure settlement caused by tunnel model excavation calculation; the data are arranged and drawn to obtain the sedimentation deformation amount of all monitoring points in the interval which cannot be monitored actually in the unit step excavation process, and a sedimentation deformation amount curve of all monitoring points in the interval in the unit step excavation process is fitted;
the tunnel segment structure monitoring method comprises the steps that a monitoring point is arranged every a meters in an excavated soil body interval on a constructed coordinate system to monitor segment structure settlement in the shield excavation process, unit excavation step distance behind a tunnel face is set to be a meters for excavation in one step, an excavation calculation file is stored after each excavation, and segment structure settlement of the position with the set distance behind the tunnel face can be monitored by the monitoring point.
2. The method for predicting the total deformation of the tunnel shield excavation process according to claim 1, wherein the method comprises the following steps: the initial assignment of the constructed model specifically comprises the steps of establishing a grid model according to the actual soil distribution condition, defining the material attribute of the model, and setting boundary conditions and initial conditions.
3. The method for predicting the total deformation of the tunnel shield excavation process according to claim 1, wherein the method comprises the following steps: and establishing a three-dimensional coordinate system for the whole tunnel model, taking the surface excavated in the first step of the numerical model as a 0 interface, wherein the depth direction of the tunnel is a Y axis, the two sides of the tunnel are X axes, and the longitudinal buried depth of the tunnel is a Z axis.
4. The method for predicting the total deformation of the tunnel shield excavation process according to claim 1, wherein the method comprises the following steps:
and (3) respectively fitting settlement change curves of monitoring points in the excavation section within the set distance of each tunnel face in the process of excavating a meters, and simultaneously fitting the settlement change curves in the set distances of the plurality of tunnel faces.
5. The method for predicting the total deformation of the tunnel shield excavation process according to claim 1, wherein the method comprises the following steps: and comparing and selecting a curve with the highest fitting degree and a regression equation of the curve as an obtained result, wherein the abscissa is the accumulated excavation step distance of the established numerical simulation coordinate system, and the ordinate is the settlement amount of the unit excavation step distance of the monitoring point, and determining the fitting relation of the curve and the regression equation.
6. The method for predicting the total deformation of the tunnel shield excavation process according to claim 1, wherein the method comprises the following steps: the first monitoring point of each section of settlement curve, namely the duct piece settlement monitored at the set distance behind the tunnel face, is the actual measurement residual deformation which can be monitored in the actual engineering, and the monitoring point is compared with the actual measurement residual deformation in the actual engineering.
7. The method for predicting the total deformation of the tunnel shield excavation process according to claim 1, wherein the method comprises the following steps: the collected monitoring data are sorted, monitoring points with timeliness meeting set strength acquired in practice and the corresponding monitoring points in numerical simulation form a pair of coordinates, actual measurement residual settlement amount monitored in actual engineering serves as an abscissa, settlement amount monitored by the corresponding monitoring points in numerical simulation serves as an ordinate, and a monitoring data relation curve of the monitoring points with the same actual measurement residual deformation and numerical model is drawn.
8. A computing system for predicting the total deformation of a tunnel shield excavation process is characterized in that: is configured to execute the following instructions:
establishing a tunnel model, establishing a model for a soil body or a surrounding rock according to mechanical properties and physical mechanical parameters of the tunnel surrounding rock or the surrounding soil body, performing initial assignment on the established model to form a numerical model, and performing initial stress calculation and adjustment on the numerical model until the stress is initially balanced;
zeroing the deformation displacement in the three-axis direction caused by preliminary balance calculation, performing numerical value setting of simulated excavation, respectively simulating the application of shield tunneling thrust, grouting pressure and setting required monitoring points, setting reasonable excavation step distances for an excavation model, and assigning values by adopting actual parameters;
configuring a tunnel model in a three-dimensional rectangular coordinate system, performing simulated excavation according to set parameters, recording the settlement deformation of all monitoring points in the unit step excavation process, fitting the settlement deformation curve of all monitoring points in the unit step excavation process, selecting a regression equation of a curve with the highest fitting degree and the curve, and establishing a numerical relation between the actually measured residual deformation and a numerical model;
selecting according to actual conditions, taking the width of each ring of segments of filling and grouting segments embedded in a soil body as an excavation step pitch, excavating a tunnel model for a certain distance to simulate the distance which cannot be monitored in the actual process, setting monitoring points for the numerical model built according to the actual conditions, arranging the monitoring points below the segments of the model, and recording the data of rear segment structure settlement caused by tunnel model excavation calculation; the data are arranged and drawn to obtain the sedimentation deformation amount of all monitoring points in the interval which cannot be monitored actually in the unit step excavation process, and a sedimentation deformation amount curve of all monitoring points in the interval in the unit step excavation process is fitted;
the tunnel segment structure monitoring method comprises the steps that a monitoring point is arranged every a meters in an excavated soil body interval on a constructed coordinate system to monitor segment structure settlement in the shield excavation process, unit excavation step distance behind a tunnel face is set to be a meters for excavation in one step, an excavation calculation file is stored after each excavation, and segment structure settlement of the position with the set distance behind the tunnel face can be monitored by the monitoring point.
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