CN115344929A - Immersed tube tunnel service state early warning method and system based on joint deformation monitoring - Google Patents
Immersed tube tunnel service state early warning method and system based on joint deformation monitoring Download PDFInfo
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Abstract
The invention relates to the technical field of immersed tube tunnels, in particular to an immersed tube tunnel service state early warning method based on joint deformation monitoring, which comprises the following steps: acquiring displacement monitoring data of the immersed tube joint, inputting the displacement monitoring data of the immersed tube joint into an immersed tube tunnel service state evaluation model, acquiring service state parameters of the immersed tube tunnel, and performing safety early warning on the immersed tube tunnel according to the service state parameters of the immersed tube tunnel. Compared with the prior art that early warning is realized by directly and simply processing the monitoring data of the immersed tube tunnel and then comparing the monitoring data with a threshold value, the method obtains the service state parameters of the tunnel through the service state evaluation model of the immersed tube tunnel, and then carries out safety early warning on the immersed tube tunnel according to the service state parameters of the immersed tube tunnel, so that the accuracy rate is higher. Meanwhile, service state parameters of the immersed tube tunnel can be acquired in real time, so that real-time monitoring and early warning of the immersed tube tunnel are realized, and potential safety hazards of the immersed tube tunnel are reduced. The invention also provides a immersed tube tunnel service state early warning system based on joint deformation monitoring.
Description
Technical Field
The invention relates to the technical field of immersed tube tunnels, in particular to an immersed tube tunnel service state early warning method and system based on joint deformation monitoring.
Background
At present, tunnel engineering is developed from a construction stage to a construction and maintenance repetition stage, an immersed tube tunnel is used as an important infrastructure for crossing the river and the sea, the surrounding environment is usually complex water and soil, wave flow, back silting dredging and the like, and once the immersed tube tunnel has the problems of uneven settlement, large deformation and the like, the treatment is difficult and the influence is large. Therefore, in the operation process of the immersed tube tunnel, how to analyze the overall service state of the immersed tube tunnel and evaluate whether the immersed tube tunnel is in a safe range is significant for guaranteeing smooth regional traffic and normal and orderly development of economic activities.
In the prior art, immersed tube tunnel monitoring data are generally acquired first, then the immersed tube tunnel monitoring data are simply averaged, the average value is compared with a preset immersed tube tunnel monitoring threshold value, and early warning is performed according to a comparison result, for example, an immersed tube tunnel monitoring and early warning device (application number cn201911353545. X) and an immersed tube tunnel cloud automatic monitoring and management system (application number CN 202110606588.5). However, because the immersed tunnel monitoring data is affected by environmental factors and has randomness and other reasons, the method of directly and simply processing the immersed tunnel monitoring data and then comparing the processed immersed tunnel monitoring data with a threshold value has a large error, and the real-time service state of the immersed tunnel cannot be known.
Disclosure of Invention
Aiming at the defects in the prior art, the invention provides a immersed tube tunnel service state early warning method and system based on joint deformation monitoring, and the accuracy of safety early warning on the immersed tube tunnel is improved.
On one hand, the invention provides a service state early warning method of a immersed tube tunnel based on joint deformation monitoring.
In a first implementation manner, a service state early warning method for a immersed tube tunnel based on joint deformation monitoring includes: acquiring displacement monitoring data of the immersed tube joint; inputting the displacement monitoring data of the immersed tube joint into an immersed tube tunnel service state evaluation model to obtain immersed tube tunnel service state parameters; and carrying out safety early warning on the immersed tube tunnel according to the service state parameters of the immersed tube tunnel.
In combination with the first implementation manner, in a second implementation manner, the service state evaluation model of the immersed tube tunnel is constructed by the following steps: determining a plurality of working conditions according to the relative displacement and the relative deflection of the two joint pipe sections; acquiring GINA water stop parameters, concrete shear key parameters and steel shear key parameters under various working conditions; constructing a database according to the relative displacement, the relative deflection, the GINA water stop parameters, the concrete shear key parameters and the steel shear key parameters; and acquiring a service state evaluation model of the immersed tube tunnel according to the database.
With reference to the second implementation manner, in a third implementation manner, the obtaining an evaluation model of the service state of the immersed tunnel according to the database includes: extracting a training set from a database; the training set comprises immersed tube joint displacement monitoring training samples and immersed tube tunnel service state parameter training labels; the immersed tube joint displacement monitoring training sample comprises the relative displacement and the relative deflection of two joint pipe sections; the immersed tunnel service state parameter training label comprises GINA waterstop parameters, concrete shear key parameters and steel shear key parameters corresponding to the relative displacement and the relative deflection of two joint pipe joints; inputting the immersed tube joint displacement monitoring training sample and the immersed tube tunnel service state parameter training label into a neural network for iterative training to obtain an immersed tube tunnel service state evaluation model.
With reference to the third implementable manner, in a fourth implementable manner, the iteration stop condition is that an error of the service state evaluation model of the immersed tunnel is within a preset range.
With reference to the first implementable manner, in a fifth implementable manner, the acquiring of the displacement monitoring data of the immersed tube joint includes: and monitoring the upper part, the middle part and the lower part of the middle pipe profile and the upper part, the middle part and the lower part of the traffic lane to obtain the displacement monitoring data of the immersed tube joint.
Combining with the first implementation manner, in a sixth implementation manner, performing immersed tube tunnel safety early warning according to service state parameters of the immersed tube tunnel includes: comparing the service state parameters of the immersed tunnel with preset parameter standards to obtain service state evaluation results of immersed tunnel joints; and carrying out safety early warning on the immersed tunnel according to the service state evaluation result of the immersed tunnel joint.
In combination with the sixth implementation manner, in the seventh implementation manner, the preset parameter standards include a GINA waterstop parameter standard, a concrete shear key parameter standard and a steel shear key parameter standard;
with reference to the seventh implementation manner, in an eighth implementation manner, the GINA waterstop parameter standard is obtained by the following method: acquiring initial amount of joints and average height of the joints after initial compression; determining the difference between the initial amount of the joint and the average height of the joint after initial compression as the initial compression amount of the joint; acquiring the maximum compression amount of the joint according to a GINA waterstop compression deformation curve; acquiring the minimum compression amount of the joint according to the minimum water tightness compression amount curve of the GINA water stop; and determining the opening and closing compression amount standard of the GINA water stop according to the initial compression amount of the joint, the maximum compression amount of the joint and the minimum compression amount of the joint.
On the other hand, the invention provides a immersed tube tunnel service state early warning system based on joint deformation monitoring.
In a ninth implementation manner, a immersed tube tunnel service state early warning system based on joint deformation monitoring includes: the monitoring instrument is used for acquiring immersed tube joint displacement monitoring data and transmitting the immersed tube joint displacement monitoring data to the terminal server; the monitoring instrument comprises a single-point displacement meter, a three-way displacement meter, a measuring robot and a target monitoring robot; the terminal server is used for inputting the displacement monitoring data of the immersed tube joint into the immersed tube tunnel service state evaluation model to obtain immersed tube tunnel service state parameters; and carrying out safety early warning on the immersed tube tunnel according to the service state parameters of the immersed tube tunnel.
With reference to the ninth implementable manner, in a tenth implementable manner, the immersed tube tunnel service state early warning system based on joint deformation monitoring further includes: carrying out data transmission work in the immersed tube tunnel through a self-built local area network; and carrying out data transmission work outside the immersed tunnel through a public wireless network of an operator.
According to the technical scheme, the beneficial technical effects of the invention are as follows: and inputting the displacement monitoring data of the immersed tube joint into the immersed tube tunnel service state evaluation model to obtain immersed tube tunnel service state parameters, and then carrying out immersed tube tunnel safety early warning according to the immersed tube tunnel service state parameters. Compared with the prior art that early warning is realized by directly and simply processing the monitoring data of the immersed tube tunnel and then comparing the monitoring data with a threshold value, the method obtains the service state parameters of the tunnel through the service state evaluation model of the immersed tube tunnel, and then carries out safety early warning on the immersed tube tunnel according to the service state parameters of the immersed tube tunnel, so that the accuracy rate is higher. Meanwhile, the service state parameters of the immersed tube tunnel are acquired in real time, so that the real-time service state of the immersed tube tunnel can be known, real-time monitoring and early warning of the immersed tube tunnel are realized, and the potential safety hazard of the immersed tube tunnel is reduced.
Drawings
In order to more clearly illustrate the embodiments of the present invention or the technical solutions in the prior art, the drawings used in the description of the embodiments or the prior art will be briefly described below. Throughout the drawings, like elements or portions are generally identified by like reference numerals. In the drawings, elements or portions are not necessarily drawn to scale.
Fig. 1 is a schematic diagram of a service state early warning method for an immersed tube tunnel based on joint deformation monitoring according to an embodiment of the present invention;
fig. 2 is a schematic diagram of a spatial rectangular coordinate system according to an embodiment of the present invention;
fig. 3 is a schematic layout view of monitoring points of a immersed tunnel joint according to an embodiment of the present invention;
fig. 4 is a schematic diagram of extraction points of deformation parameters of a GINA waterstop according to an embodiment of the present invention;
fig. 5 is a schematic diagram illustrating an extraction of a shear deformation amount of a shear key according to an embodiment of the present invention;
fig. 6 is a graph illustrating compressive deformation of a GINA waterstop according to an embodiment of the present invention;
fig. 7 is a minimum water tightness compression curve of GINA waterstop according to the embodiment of the present invention;
fig. 8 is a schematic diagram of a service state early warning system of a immersed tube tunnel based on joint deformation monitoring according to an embodiment of the present invention.
Reference numerals:
1-monitoring instrument, 2-terminal server.
Detailed Description
Embodiments of the present invention will be described in detail below with reference to the accompanying drawings. The following examples are only for illustrating the technical solutions of the present invention more clearly, and therefore are only examples, and the protection scope of the present invention is not limited thereby.
It is to be noted that, unless otherwise specified, technical or scientific terms used herein shall have the ordinary meaning as understood by those skilled in the art to which the invention pertains.
Referring to fig. 1, the immersed tube tunnel service state early warning method based on joint deformation monitoring includes:
s01, acquiring displacement monitoring data of the immersed tube joint;
s02, inputting the displacement monitoring data of the immersed tube joint into an immersed tube tunnel service state evaluation model to obtain immersed tube tunnel service state parameters;
and S03, carrying out safety early warning on the immersed tube tunnel according to the service state parameters of the immersed tube tunnel.
Therefore, the immersed tube joint displacement monitoring data is input into the immersed tube tunnel service state evaluation model to obtain immersed tube tunnel service state parameters, and then the immersed tube tunnel safety early warning is carried out according to the immersed tube tunnel service state parameters. Compared with the prior art that early warning is realized by directly and simply processing the monitoring data of the immersed tube tunnel and then comparing the monitoring data with a threshold value, the method obtains the service state parameters of the tunnel through the service state evaluation model of the immersed tube tunnel, and then carries out safety early warning on the immersed tube tunnel according to the service state parameters of the immersed tube tunnel, so that the accuracy rate is higher. Meanwhile, the service state parameters of the immersed tube tunnel are acquired in real time, so that the real-time service state of the immersed tube tunnel can be known, real-time monitoring and early warning of the immersed tube tunnel are realized, and the potential safety hazard of the immersed tube tunnel is reduced.
Optionally, the service state evaluation model of the immersed tube tunnel is constructed by the following method: determining a plurality of working conditions according to the relative displacement and the relative deflection of the two joint pipe sections; acquiring parameters of the GINA water stop band, parameters of a concrete shear key and parameters of a steel shear key under various working conditions; constructing a database according to the relative displacement, the relative deflection, the GINA water stop parameters, the concrete shear key parameters and the steel shear key parameters; and acquiring a service state evaluation model of the immersed tunnel according to the database.
Optionally, determining a number of operating conditions based on the relative displacement and relative deflection of the two joint pipe sections comprises: determining deformation in multiple freedom degrees according to the relative displacement and relative deflection of the two joint pipe sections, and determining gradient values, maximum values and minimum values of the deformation in each freedom degree direction; and determining a plurality of working conditions according to the gradient value, the maximum value and the minimum value of the deformation action in each degree of freedom direction.
Referring to fig. 2, in some embodiments, the pipe joint 1 and the pipe joint 2 are connected, and a spatial rectangular coordinate system is established with the pipe joint 1 as a reference, and the horizontal direction of the cross section of the immersed tunnel is the X-axis direction, the horizontal direction of the cross section of the immersed tunnel is the Y-axis direction, and the vertical direction of the cross section of the tunnel is the Z-axis direction. Determining the relative displacement of the two pipe joints in the X direction as the opening and closing compression quantity D X I.e. a first deformation action in the X direction; determining the relative displacement of two pipe joints in Y direction as horizontal dislocation D Y I.e. a first deformation in the Y direction; two are connectedDetermining vertical dislocation D by relative displacement of pipe joint in Z direction Z I.e. a first deformation in the Z direction; determining the relative deflection of the two pipe sections in the X direction as the torsion R X I.e. a second deforming action in the X direction; determining the relative deflection of the two tube sections in the Y direction as the vertical bending R Y I.e. a second deforming action in the Y direction; the relative deflection in the Z direction of the two tube sections is determined as the horizontal bending Rz, i.e. the second deformation action in the Z direction. Opening and closing compression quantity D of six deformation actions in each degree of freedom direction X Horizontal dislocation D Y Vertical dislocation D Z Vertical bending R Y Horizontal bending Rz, torsion R X One or more of the working conditions are combined to obtain a plurality of working conditions.
In some embodiments, the gradient value of the deformation action in each degree of freedom direction is determined by combining the current situation characteristics and the evaluation precision when various working conditions are designed. Opening and closing compression amount D X The gradient is less than or equal to 10mm, and the opening and closing compression quantity D is determined by combining the strength limit of the GINA water stop X The maximum value of the tension-compression ratio is 180mm, and the tension-compression amount D is determined by combining the waterproof requirement of the GINA water stop X Is 100mm. Horizontal dislocation D Y Vertical dislocation D Z The gradient value is less than or equal to 1mm, and the horizontal dislocation D is determined by combining the water pressure and the strength limit of the vertical shear key Y Vertical dislocation D Z The maximum values of (A) and (B) are all 12mm. Vertical bending R Y Gradient is less than or equal to 0.0002rad, and vertical bending R is comprehensively determined by combining the strength and deformation requirements of the GINA water stop and the shear bond Y The maximum is 0.0012rad. Horizontal bending R Z Torsion R X The gradients are less than or equal to 0.0005rad, and the horizontal bending R is comprehensively determined by combining the GINA water stop and the requirements of the shear bond strength and deformation Z Torsion R X The maximum values of the gradient were 0.0050rad, respectively.
In some embodiments, D is X 、D Y 、D Z 、R X 、R Y 、R Z As the factor variables, table 1 is an example table of the value ranges of the factors, and the opening and closing compression amount D is shown in combination with Table 1 X Gradient of 5mm, opening and closing compression D X Has a maximum value of 180mm and a minimum value of 100mm. Horizontal dislocation D Y Vertical dislocation D Z Gradient of 1mm, horizontal dislocation D Y Vertical dislocation D Z The maximum value is 15mm. Vertical bending R Y Gradient 0.0001rad, vertical curvature R Y The maximum value is 0.0012rad and the minimum value is 0. Horizontal bending R Z Torsion R X Has a gradient of 0.0005rad, horizontal curvature R Z Torsion R X The maximum gradient values were 0.0050rad and 0.0060rad, respectively.
TABLE 1 example table of factor value ranges
In some embodiments, the other factor D is a single deformation, e.g., X-axis deformation of two joint segments Y 、D Z 、R X 、R Y 、R Z The deformation is determined according to the actual deformation of the evaluation object. Adopting a controlled variable method to consider a single factor variable, namely an opening and closing compression quantity D X And (5) adopting the average value of the compression amount of the joint after the immersed tube tunnel is installed. Table 2 shows a single-factor controlled variable working condition table, and as shown in table 2, when the opening and closing compression amount is between 100mm and 180mm, other factors are all 0; when the horizontal dislocation is between 1mm and 15mm, the opening and closing compression amount is the actual measurement amount, and other factors are 0; when the vertical dislocation is between 1mm and 15mm, the opening and closing compression amount is the actual measurement amount, and other factors are 0; when the vertical bending is between 0.001rad and 0.012rad, the opening and closing compression amount is the measured amount, and other factors are 0; when the horizontal bending is between 0.0005rad and 0.005rad, the opening and closing compression amount is the measured amount, and other factors are 0; when the torsion is between 0.0005rad and 0.006rad, the opening and closing compression amount is the measured amount, and other factors are 0.
TABLE 2 Single-factor controlled variable working condition table
In some implementations, under the comprehensive action of different factors, because of too many working conditions, the working condition is designed by adopting a mode of increasing partial factor gradients and orthogonal test design, and the single-factor horizontal number is not more than 10 after the gradients are increased, which is convenient for orthogonal table design; opening and closing compression amount D X Mm, horizontal dislocation D Y Mm vertical dislocation D Z The/mm factor is excessive and gradient multiplication is used. Table 3 is a table of the multi-factor orthogonal test conditions. As shown in Table 3, the gradient of the opening and closing compression amount is 10mm, and the gradients of the horizontal dislocation and the vertical dislocation are both 2mm, and because the maximum level of the horizontal dislocation and the vertical dislocation exceeds the maximum level of the factor after the horizontal dislocation and the vertical dislocation are multiplied to 16mm, the maximum value of the horizontal dislocation and the vertical dislocation is changed from 16mm to 15mm during the design of the orthogonal test table. The gradient for vertical bending is 0.002rad, and the gradient for horizontal bending and torsion is 0.0001rad, respectively.
Table 3 is the multi-factor orthogonal test working condition table
Optionally, each operating condition further includes: the method comprises the following steps of immersed tube tunnel structure type, joint type, waterstop type, structure gradient, foundation condition, soil covering condition, water pressure and back-silting condition.
In some embodiments, relevant parameters such as immersed tube tunnel structure type, joint type, waterstop type, structure gradient, foundation condition, soil covering condition, water pressure and desilting condition are determined according to engineering practical conditions.
Optionally, the obtaining of the GINA waterstop parameters, the concrete shear key parameters and the steel shear key parameters under each working condition includes: and establishing a joint structure simulation calculation model of two adjacent joints according to finite element software, and inputting each working condition into the simulation calculation model to obtain the GINA water stop parameters, the concrete shear key parameters and the steel shear key parameters.
In some embodiments, finite element software such as ANSYS, ABAQUS, MIDAS and the like is adopted to establish a joint structure simulation calculation model of two adjacent pipe joints, the stress characteristics of the immersed tube tunnel structure in the deformation state of the corresponding joint under different working conditions are calculated and analyzed according to the simulation calculation model, and a simulation result is obtained, wherein the simulation result comprises GINA water stop parameters, concrete shear key parameters and steel shear key parameters. The joint structural mechanical parameters and the size parameters are determined according to the actual engineering materials and the position conditions, and certain linear simplification is performed on the nonlinear mechanical parameters of the joint when the acquisition is difficult. Therefore, mechanical property analysis of the immersed tube tunnel structure in different deformation modes is carried out by adopting a numerical simulation method, the mechanical property of the key part of the joint is obtained by carrying out calculation analysis by combining the combined working conditions of 6 single deformation actions and 6 deformation actions in multiple freedom directions, and the integrity of a sample in a database is improved, so that the precision of the service state evaluation model of the immersed tube tunnel is improved.
Optionally, the GINA waterstop parameters include deformation parameters of the GINA waterstop, and the deformation parameters of the GINA waterstop include opening and closing compression amount of the GINA waterstop. The concrete shear key parameters comprise deformation parameters and stress parameters of the concrete shear key, the deformation parameters of the concrete shear key comprise the shearing deformation of the concrete shear key, and the stress parameters comprise the main tensile stress, the main compressive stress and the main shear stress of the concrete shear key. The steel shear key parameters comprise deformation parameters and stress parameters of the steel shear key, the deformation parameters of the steel shear key comprise shearing deformation of the steel shear key, and the stress parameters comprise main tensile stress, main compressive stress and main shear stress of the steel shear key.
Optionally, determining a plurality of operating conditions according to the relative displacement and the relative deflection of the two joint pipe sections further comprises: and acquiring OMIGA waterstop parameters under various working conditions, constructing a database according to the OMIGA waterstop parameters, the GINA waterstop parameters, the concrete shear key parameters and the steel shear key parameters under various working conditions, and acquiring a service state evaluation model of the immersed tunnel according to the database.
Optionally, obtaining the service state evaluation model of the immersed tunnel according to the database includes: extracting a training set from a database; the training set comprises immersed tube joint displacement monitoring training samples and immersed tube tunnel service state parameter training labels; the immersed tube joint displacement monitoring training sample comprises the relative displacement and the relative deflection of two joint tube sections; the immersed tunnel service state parameter training label comprises GINA water stop parameters, concrete shear key parameters and steel shear key parameters; inputting the immersed tube joint displacement monitoring training sample and the immersed tube tunnel service state parameter training label into a neural network for iterative training to obtain an immersed tube tunnel service state evaluation model.
In some embodiments, the immersed tube joint displacement monitoring training sample comprises immersed tube joint displacement monitoring data corresponding to a plurality of immersed tube tunnel joint monitoring points. And (3) respectively carrying out deformation monitoring on the X axial direction, the deformation monitoring on the X axial direction and the deformation monitoring on the Z axial direction of the immersed tunnel joint, and the deformation monitoring on the Y axial direction and the deformation monitoring on the Z axial direction, wherein the number of the measuring points in each direction is more than or equal to 2. Compared with strain monitoring data, the relative displacement monitoring data are more visual and reliable, so that the precision of the immersed tube tunnel service state evaluation model is higher.
In some embodiments, fig. 4 is a schematic diagram of extraction points of deformation parameters of the GINA waterstop, and as shown in fig. 4, the dots are extraction points of deformation parameters of the GINA waterstop. When the GINA water stop opening and closing compression quantity is measured, in order to ensure data representativeness, the data extraction part is suitable for covering all angular points and middle points. Fig. 5 is an extracted schematic view of the shear deformation amount of the shear key, and as shown in fig. 5, the white square is a pipe joint structure, the gray square is a shear key, the connection side of the pipe joint structure and the shear key is a shear key root, and the side of the shear key away from the pipe joint structure is a free side. The vertical distance between the shear key root and the free side is the relative shear deformation. The shear deformation measurement of the concrete shear key and the steel shear key adopts a multi-representative-value form, each representative value is a relative shear deformation value of the root and the free side of the shear key, and when the concrete shear key and the steel shear key are applied, the representative values of a preset number can be obtained according to requirements.
Optionally, the immersed tube tunnel service state parameter training label includes: the tensile stress, the main compressive stress and the main shearing stress of the steel shear key, and the shear deformation, the main tensile stress, the main compressive stress and the main shearing stress of the steel shear key are measured by using a GINA water stop tensile compression amount, a shear deformation amount of the concrete shear key, a main tensile stress, a main compressive stress and a main shear stress.
Optionally, the iteration stop condition is that an error of the service state evaluation model of the immersed tube tunnel is within a preset range.
In some embodiments, the training step of the service state evaluation model of the immersed tube tunnel is as follows:
s11, constructing a three-layer neural network model, determining the number of neurons of the three-layer neural network as m, the error threshold as E, the learning rate as l, and adopting an activation function sigmoid as a transfer function of each node; initializing the weight w and the bias b of each neuron node in the neural network; the three-layer neural network comprises an input layer, a hidden layer and an output layer.
And S12, extracting a training set from the database, and inputting the immersed tube joint displacement monitoring training sample and the immersed tube tunnel service state parameter training label in the training set into a three-layer neural network model for iterative training.
And S13, extracting an input data set and an output data set from the database. The input data set comprises displacement monitoring verification data of the immersed tube joint; the output data set comprises immersed tube tunnel service state parameter verification data; and inputting the input data set into the trained three-layer neural network model to obtain a simulation output result of the model.
And S14, calculating the absolute value of the difference between the output data set and the simulation output result, determining the absolute value of the difference as the error of the model, stopping iteration when the error err of the model is smaller than an error threshold value E, determining the trained three-layer neural network model as the optimal immersed tube tunnel service state evaluation model, and otherwise, executing the step S15.
And S15, updating the weight and the bias of each neuron of the network according to the error function loss and the learning rate, and returning to the step S12.
Optionally, the acquiring displacement monitoring data of the immersed tube joint comprises: and monitoring the upper part, the middle part and the lower part of the middle pipe profile and the upper part, the middle part and the lower part of the traffic lane to obtain the displacement monitoring data of the immersed tube joint.
In some embodiments, monitoring points are laid according to the representativeness, the redundancy and the operability of data from the evaluation requirement of the service state of the immersed tube tunnel. On the basis of meeting the minimum data requirement, in order to realize better monitoring and early warning effects, displacement monitoring point positions in all directions are more than or equal to 4, and the monitoring points which are distributed are not on the same horizontal line. The positions of the monitoring points comprise the upper part, the middle part and the lower part of the middle pipe profile and the upper part, the middle part and the lower part of the traffic lane, so that the deformation state of the immersed tube tunnel joint can be comprehensively reflected. The monitoring point position and the monitoring direction laid in practical application are the same as those in model training so as to carry out the estimation of the service state of the immersed tube tunnel.
Optionally, the obtaining an immersed tunnel service state evaluation model according to the database further includes: acquiring monitoring data of monitoring points corresponding to a plurality of non-training set samples, inputting the monitoring data into a service state evaluation model of the immersed tunnel, acquiring a model output result, correcting a simulation output result according to a simulation result of the monitoring data, respectively using the monitoring data and the corrected simulation output result as a training sample and a training label of the service state evaluation model of the immersed tunnel, and dynamically training the service state evaluation model of the immersed tunnel.
In some embodiments, in the practical application process, the deformation parameters of the GINA waterstop of the monitoring point corresponding to the untrained set, the deformation parameters and the stress parameters of the concrete shear key and the deformation parameters and the stress parameters of the steel shear key are corrected based on the simulation result of the monitoring data of the monitoring point corresponding to the untrained set, and then the monitoring data and the corrected simulation output result are respectively used as the training sample and the training label of the service state evaluation model of the immersed tunnel to dynamically train the service state evaluation model of the immersed tunnel, so that the self-learning, the self-advancement and the dynamic optimization of the service state evaluation model of the immersed tunnel are realized.
Optionally, the immersed tube tunnel safety early warning is performed according to the service state parameters of the immersed tube tunnel, including: comparing the service state parameters of the immersed tunnel with preset parameter standards to obtain service state evaluation results of immersed tunnel joints; and carrying out safety early warning on the immersed tunnel according to the service state evaluation result of the immersed tunnel joint.
Optionally, the preset parameter standards include a GINA waterstop parameter standard, a concrete shear key parameter standard and a steel shear key parameter standard.
Optionally, comparing the service state parameter of the immersed tunnel with a preset parameter standard to obtain an evaluation result of the service state of the immersed tunnel joint, including: and comparing the service state parameters of the immersed tunnel with the GINA water stop parameter standard, the concrete shear key parameter standard and the steel shear key parameter standard respectively to obtain a technical condition value of the GINA water stop, a technical condition value of the concrete shear key and a technical condition value of the steel shear key, and inputting the technical condition value of the GINA water stop, the technical condition value of the concrete shear key and the technical condition value of the steel shear key into a preset analysis template for comprehensive analysis to obtain an evaluation result of the service state of the immersed tunnel joint.
Optionally, safety precaution is performed on the immersed tube tunnel according to the service state evaluation result of the immersed tube tunnel joint, and the method includes the following steps: and carrying out safety early warning on the immersed tunnel under the condition that the service state evaluation result of the immersed tunnel joint meets the preset early warning trigger condition.
Optionally, the GINA waterstop parameter criteria are obtained by: acquiring initial amount of joints and average height of the joints after initial compression; determining the difference between the initial amount of the joint and the average height of the joint after initial compression as the initial compression amount of the joint; acquiring the maximum compression amount of the joint according to a GINA waterstop compression deformation curve; acquiring the minimum compression amount of the joint according to the minimum water tightness compression amount curve of the GINA water stop; and determining the opening and closing compression amount standard of the GINA water stop according to the initial compression amount of the joint, the maximum compression amount of the joint and the minimum compression amount of the joint.
In some embodiments, the initial amount of the joint is obtained according to GINA waterstop instructions, the average height of the joint after initial compression is measured, and the difference between the initial amount of the joint minus the average height of the joint after initial compression is determined as the initial amount of compression of the joint. For example, if the average height after initial compression is 230mm and the initial amount of the joint under no pressure is 370mm, the initial amount of compression of the joint is 140mm.
In some embodiments, the GINA waterstop is doubly controlled for both maximum and minimum compression. And determining the maximum compression amount of the GINA water stop according to the compression deformation curve of the GINA water stop and the compression deformation curve after 120. According to the GINA waterstop specification, a GINA waterstop compression deformation curve graph shown in fig. 6 is obtained, in fig. 6, the abscissa is the compression amount, the ordinate is the pressure, the solid line is the compression deformation curve of the GINA waterstop, the dotted line is the compression deformation curve behind the GINA waterstop 120, and as can be seen from fig. 6, the maximum compression deformation is 190mm, and the maximum compression amount of the GINA waterstop is 190mm. The minimum compression amount of the GINA waterstop is the waterproof demand of the GINA waterstop and is mainly controlled by the material and the structure of the GINA waterstop. And determining the minimum compression amount of the GINA water stop according to the compressive deformation curve of the GINA water stop and the minimum water tightness compression amount curve of the GINA water stop. The minimum compression deformation is determined by the waterproof height, and if the water head height is 30m, the water pressure is 3Bar. According to the GINA waterstop specification, the GINA waterstop minimum water tightness compression curve shown in fig. 7 is obtained, in fig. 7, the chain line is the GINA waterstop minimum water tightness compression curve, the dotted line is the GINA waterstop minimum water tightness compression curve after 120, the tunnel buried water head height, namely the water pressure is the Y axis, and the corresponding minimum compression is the X axis. As can be seen from fig. 7, when the Y axis is 5KN/m, a horizontal line is directly drawn, and the corresponding X value is 50mm, i.e. the minimum compression, the minimum compression for 120-year water resistance is about 50mm.
Optionally, determining an opening and closing compression amount standard of the GINA waterstop according to the initial compression amount of the joint, the maximum compression amount of the joint and the minimum compression amount of the joint, including: and taking the median of the initial joint compression amount and the minimum joint compression amount and the median of the initial joint compression amount and the maximum joint compression amount as execution control amounts, and dividing the compression amounts equally according to the execution control amounts to obtain the opening and closing compression amount standard of the GINA water stop.
In some embodiments, the GINA waterstop has a joint minimum compression of 50mm, a joint initial compression of 140mm, and a joint maximum compression of 190mm, and the median of the joint initial compression and the joint minimum compression, and the median of the joint initial compression and the joint maximum compression are used as the execution control amounts. The compression amount is equally divided according to the execution control amount. Determining the compression amount outside the two execution control amount ranges, i.e., <95 or >165, as one level; dividing the compression amount in the two execution control amount ranges into compression amounts which are more than or equal to 95mm and less than or equal to 165mm, dividing the compression amount into 4 parts, wherein each part is 17.5, and determining the middle part of the two execution control amount ranges as a grade; and (3) respectively taking two parts of the two sides of the most middle part to form three parts 17.5, determining the compression amount of each part as a grade, and finally obtaining an example table of the GINA waterstop parameter standard shown in the table 4. In table 4, the compression amount corresponding to the technical condition value 0 of the GINA waterstop is 128.75 to 146.25; the compression amount corresponding to the technical condition value 2 of the GINA water stop is 106.25-117.5 or 152.5-158.75; the GINA waterstop has a state of the art value of 4 corresponding to a compression of <95 or >165.
Table 4 is an example table of GINA waterstop parameter standard
In some embodiments, the maximum deformation of the concrete shear key is the design value, or the maximum shear deformation of 8mm is taken as the control standard, and the maximum deformation of the shear key does not comprise the clearance between the shear keys. The design values of the main tensile stress, the main compressive stress and the main shear stress of the concrete shear key are obtained by referring to the concrete structure design specification according to the type of concrete. The 2/3 design values of the main tensile stress, the main compressive stress and the main shear stress of the concrete shear key are used as boundary points of the function of the design values, the number smaller than the boundary points is determined as the same standard, the number larger than the design values is determined as the same standard, and the number between the boundary points and the design values is divided into 3 equal parts to obtain an example table of the concrete shear key parameter standard shown in the table 5. As shown in Table 5, f td Is the design value of the main tensile stress, f cd τ is the design value for the principal compressive stress and τ is the design value for the principal shear stress. The technical condition value of the concrete shear key is 0, the shear deformation of the corresponding concrete shear key is 0, and the main tensile stress of the corresponding concrete shear key<2/3f td Main compressive stress<2/3f cd Main shear stress 2/3 tau; the technical condition value of the concrete shear key is 2, the shearing deformation of the corresponding concrete shear key is 2-4 mm, and the main tensile stress range of the corresponding concrete shear key is 7/9f td ～8/9f td The range of the main compressive stress is 7/9f cd ～8/9f cd And the range of the main shear stress is 7/9 tau-8/9 tau.
Table 5 is an exemplary table of concrete shear key parameter standards
In some embodiments, the maximum deformation of the steel shear key is the design value, or the maximum shear deformation of 8mm is taken as the control standard, and the maximum deformation of the shear key does not comprise the clearance between the shear keys. Main tensile stress, main compressive stress and main shear stress of steel shear keyThe design value of (A) is obtained by referring to 'concrete structure design Specification' according to the type of concrete. Taking 2/3 design values of main tensile stress, main compressive stress and main shear stress of the steel shear key as boundary points of the function of the design values, determining the number smaller than the boundary points as the same standard, determining a book larger than the design values as the same standard, and dividing the number between the boundary points and the design values by 3 to obtain an example table of the steel shear key parameter standard shown in table 6. As shown in Table 6, f std Is the design value of the main tensile stress, f, of the steel shear key scd Is the design value of main pressure stress, tau, of the steel shear bond s Is the design value of the main shear stress of the steel shear key. The technical condition value of the steel shear key is 0, the shearing deformation of the corresponding steel shear key is 0, and the main tensile stress of the corresponding steel shear key<2/3f std Main compressive stress<2/3f scd Main shear stress 2/3 tau s (ii) a The technical condition value of the steel shear key is 2, the shearing deformation of the corresponding steel shear key is 2-4 mm, and the main tensile stress range of the corresponding steel shear key is 7/9f std ～8/9f std The range of the main compressive stress is 7/9f scd ～8/9f scd The range of the main shear stress is 7/9 tau s ～8/9τ s 。
Table 6 is an exemplary table of steel shear key parameter standards
Referring to fig. 8, in some embodiments, the service state early warning system for immersed tube tunnel based on joint deformation monitoring includes: a monitoring instrument 1 and a terminal server 2; the monitoring instrument is used for acquiring the displacement monitoring data of the immersed tube joint and transmitting the displacement monitoring data of the immersed tube joint to the terminal server; the monitoring instrument comprises a single-point displacement meter, a three-way displacement meter, a measuring robot and a target monitoring robot; the terminal server is used for inputting the displacement monitoring data of the immersed tube joint into the immersed tube tunnel service state evaluation model to obtain immersed tube tunnel service state parameters; and carrying out safety early warning on the immersed tube tunnel according to the service state parameters of the immersed tube tunnel.
In some embodiments, the immersed tube tunnel service state early warning system based on joint deformation monitoring adopts integration of database construction, intelligent neural network training, service state online sensing, reliable acquisition of evaluation criteria and evaluation early warning, combines immersed tube tunnel service state parameters, deduces and analyzes the whole service characteristics of the immersed tube tunnel, evaluates the operation safety state, realizes immersed tube tunnel online sensing, evaluation and early warning, and improves the operation guarantee capability.
In some embodiments, the displacement monitoring data for the caisson joint can be obtained from a health monitoring system, and if the existing health monitoring system cannot meet the evaluation requirement, the supplementary monitoring data is needed. The displacement monitoring data of the immersed tube joint is obtained through monitoring instruments, and the monitoring instruments comprise a single-point displacement meter, a three-way displacement meter, a measuring robot, a targeted monitoring robot and the like. Wherein a single-point displacement meter can be used to measure relative deformations in a single direction, e.g. D X 、D Y 、D Z Measuring D with a unidirectional displacement meter Y 、D Z The same support is required to be erected, and the single-point displacement meter is generally only used for monitoring the immersed tube tunnel joint D X The directions are relatively displaced. The three-point displacement meter is used for monitoring three translation degrees of freedom of a single point, and under the condition of the same target, the three-point displacement meter is preferentially used for reducing the workload of burying the instrument and the occupation of the instrument space. The measuring robot can monitor multipoint and multidirectional relative deformation in a view field, and is based on a total station principle, so that the cost of a single machine is extremely high, and the measuring robot can be moved in a manual mode and has multiple purposes when the requirement on data continuity is not high. For the target monitoring robot, multipoint and multidirectional relative deformation in a field of view is monitored by adopting an optical method, the cost is similar to that of a point type monitoring method, clearance and occupation are not needed, and the target monitoring robot can be preferentially used in immersed tube tunnel monitoring.
In some embodiments, the immersed tube tunnel service state early warning system based on joint deformation monitoring trains the intelligent neural network by using the database to obtain an immersed tube tunnel service state evaluation model. And bringing the actual measurement result of the displacement of the field joint into a service state evaluation model of the immersed tunnel, outputting the tensile compression amount of the GINA waterstop, the shear deformation amount, the main tensile stress, the main compressive stress and the main shear stress of the concrete shear bond, the shear deformation amount, the main tensile stress, the main compressive stress and the main shear stress of the steel shear bond, comparing the output result of the model with corresponding parameter standards to obtain the technical condition values of joints at each point of the GINA waterstop, the steel shear bond and the concrete shear bond, taking the worst values of each point and each structure as the representative values of the technical conditions of the joints, and analyzing the representative values of the technical conditions of each joint to obtain the service state evaluation result of the immersed tunnel joint. The worst value is the worst value of the state of the structural technology. That is, the worst value of all the evaluation objects in each part and each structure is taken as a representative value of the technical state of the joint.
Optionally, immersed tube tunnel in service state early warning system based on joint deformation monitoring still includes: carrying out data transmission work in the immersed tube tunnel through a self-built local area network; and carrying out data transmission work outside the immersed tunnel through the public wireless network of the operator.
In some embodiments, for the operation tunnel, the public network of the operator is preferentially adopted for data wireless transmission; for projects with high data confidentiality requirements or tunnel projects of operator public networks, a private wireless network or a wired network can be set up for data transmission. When the network is self-organized, due to the particularity of the tunnel environment, a zigbee wireless network communication technology with low power consumption and easy networking is used for self-establishing a local area network in the tunnel, data transmission work is carried out through the self-establishing local area network, an RF data transmission technology is used for data transmission in the tunnel from a longer distance, and an operator public wireless network is used outside the tunnel for transmitting data to a remote terminal server.
Finally, it should be noted that: the above examples are only intended to illustrate the technical solution of the present invention, and not to limit it; while the invention has been described in detail and with reference to the foregoing embodiments, it will be understood by those skilled in the art that: the technical solutions described in the foregoing embodiments may still be modified, or some or all of the technical features may be equivalently replaced; such modifications and substitutions do not depart from the spirit and scope of the present invention, and they should be construed as being included in the following claims and description.
Claims (10)
1. A immersed tube tunnel service state early warning method based on joint deformation monitoring is characterized by comprising the following steps:
acquiring displacement monitoring data of the immersed tube joint;
inputting the displacement monitoring data of the immersed tube joint into an immersed tube tunnel service state evaluation model to obtain immersed tube tunnel service state parameters;
and carrying out safety early warning on the immersed tube tunnel according to the service state parameters of the immersed tube tunnel.
2. The method of claim 1, wherein the service state evaluation model of the immersed tube tunnel is constructed by the following steps:
determining a plurality of working conditions according to the relative displacement and the relative deflection of the two joint pipe sections;
acquiring GINA water stop parameters, concrete shear key parameters and steel shear key parameters under the working conditions;
constructing a database according to the relative displacement, the relative deflection, the GINA water stop parameters, the concrete shear key parameters and the steel shear key parameters;
and acquiring a service state evaluation model of the immersed tube tunnel according to the database.
3. The method of claim 2, wherein obtaining the service state assessment model of the immersed tunnel according to the database comprises:
extracting a training set from the database; the training set comprises immersed tube joint displacement monitoring training samples and immersed tube tunnel service state parameter training labels; the immersed tube joint displacement monitoring training sample comprises the relative displacement and the relative deflection of two joint tube sections; the immersed tube tunnel service state parameter training label comprises GINA water stop belt parameters, concrete shear key parameters and steel shear key parameters corresponding to the relative displacement and the relative deflection of two joint pipe sections;
inputting the immersed tube joint displacement monitoring training sample and the immersed tube tunnel service state parameter training label into a neural network for iterative training to obtain an immersed tube tunnel service state evaluation model.
4. The method of claim 3, wherein the iteration stop condition is that the error of the service state evaluation model of the immersed tube tunnel is within a preset range.
5. The method of claim 1, wherein obtaining the caisson joint displacement monitoring data comprises:
and monitoring the upper part, the middle part and the lower part of the middle pipe profile and the upper part, the middle part and the lower part of the traffic lane to obtain the displacement monitoring data of the immersed tube joint.
6. The method of claim 1, wherein performing immersed tunnel safety precaution according to the immersed tunnel service state parameters comprises:
comparing the service state parameters of the immersed tunnel with preset parameter standards to obtain service state evaluation results of immersed tunnel joints;
and carrying out safety early warning on the immersed tunnel according to the service state evaluation result of the immersed tunnel joint.
7. The method of claim 6, wherein the pre-set parameter criteria include GINA waterstop parameter criteria, concrete shear key parameter criteria, and steel shear key parameter criteria.
8. The method of claim 7, wherein the GINA waterstop parameter criteria are obtained by:
acquiring initial amount of joints and average height of the joints after initial compression;
determining the difference between the initial joint amount and the average height of the joint after initial compression as the initial joint compression amount;
acquiring the maximum compression amount of the joint according to a GINA waterstop compression deformation curve;
acquiring the minimum compression amount of the joint according to the minimum water tightness compression amount curve of the GINA water stop;
and determining the opening and closing compression amount standard of the GINA water stop according to the initial compression amount of the joint, the maximum compression amount of the joint and the minimum compression amount of the joint.
9. The utility model provides a immersed tube tunnel state of service early warning system based on connect deformation monitoring which characterized in that includes:
the monitoring instrument is used for acquiring immersed tube joint displacement monitoring data and transmitting the immersed tube joint displacement monitoring data to the terminal server; the monitoring instrument comprises a single-point displacement meter, a three-way displacement meter, a measuring robot and a target monitoring robot;
the terminal server is used for inputting the immersed tube joint displacement monitoring data into an immersed tube tunnel service state evaluation model to obtain immersed tube tunnel service state parameters; and carrying out safety early warning on the immersed tube tunnel according to the service state parameters of the immersed tube tunnel.
10. The system of claim 9, further comprising:
carrying out data transmission work in the immersed tube tunnel through a self-built local area network; and carrying out data transmission work outside the immersed tunnel through a public wireless network of an operator.
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| CN115563690A (en) * | 2022-12-06 | 2023-01-03 | 成都市市政工程设计研究院有限公司 | Tunnel structure service state evaluation method and system based on neural network |
| CN115563690B (en) * | 2022-12-06 | 2023-09-22 | 成都市市政工程设计研究院有限公司 | Neural network-based tunnel structure service state evaluation method and system |
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