CN117906565B

CN117906565B - Concrete dam deformation analysis method and equipment based on multi-measuring-point combination calculation

Info

Publication number: CN117906565B
Application number: CN202410101344.5A
Authority: CN
Inventors: 陈豪; 陈有勤; 丁玉江; 张鹏; 卢俊; 余记远; 李玲; 赵欢; 谭彬; 方超磊; 梁继媛
Original assignee: Huaneng Lancang River Hydropower Co Ltd
Current assignee: Huaneng Lancang River Hydropower Co Ltd
Priority date: 2024-01-24
Filing date: 2024-01-24
Publication date: 2024-08-06
Anticipated expiration: 2044-01-24
Also published as: CN117906565A

Abstract

The application provides a concrete dam deformation analysis method and equipment based on multi-measuring point combination calculation, which are based on dam deformation monitoring data collected automatically, combine experience and judgment of on-site operation and maintenance personnel and hydraulic engineering specialists, and combine deformation monitoring items of the multi-measuring point combination of the concrete dam deformation on vertical distribution of dam foundation deformation, integral horizontal displacement of a dam body, cooperative dispatching of the dam body horizontal displacement, integral deflection of a dam section, integral settlement of the dam body, integral opening and closing degree of a building base surface, integral opening and closing degree of a structural joint and interlayer micro deformation of the dam body to calculate. The method can be suitable for multi-measuring-point combination calculation of the deformation loading characteristics and the structural characteristics of the dam, and has the capabilities of automatic data acquisition, storage and real-time data calculation and analysis.

Description

Concrete dam deformation analysis method and equipment based on multi-measuring-point combination calculation

Technical Field

The application relates to the technical field of data analysis, in particular to a concrete dam deformation analysis method and device based on multi-measuring-point combined calculation, electronic equipment and a storage medium.

Background

Deformation is the most interesting monitoring item for the operation safety of a concrete dam, and a large-scale deformation monitoring system is arranged on the concrete dam. With the application of various monitoring means and the popularization of automatic monitoring technologies, the magnitude order and the update rate of monitoring data are greatly improved, and the operation deformation of the dam and the dam foundation is difficult to judge timely and comprehensively only by the traditional manual analysis method.

Disclosure of Invention

The present application aims to solve at least one of the technical problems in the related art to some extent.

Therefore, the first aim of the application is to provide a concrete dam deformation analysis method based on multi-measuring point combination calculation, and the method aims to construct a multi-measuring point combination calculation method suitable for the load bearing characteristics and the structural characteristics of the dam deformation.

The second object of the application is to provide a concrete dam deformation analysis device based on multi-measuring point combination calculation.

A third object of the present application is to propose an electronic device.

A fourth object of the present application is to propose a computer readable storage medium.

In order to achieve the above object, an embodiment of a first aspect of the present application provides a concrete dam deformation analysis method based on multi-measuring point combination calculation, including:

Acquiring deformation monitoring data of the concrete dam through a concrete dam deformation monitoring system;

Determining deformation analysis parameters of the concrete dam based on the deformation monitoring data; wherein the deformation analysis parameters include: the dam foundation deformation is vertically distributed, the dam body is horizontally displaced to coordinate, the dam section is integrally deflected, the dam body is integrally settled, the foundation surface is integrally opened and closed, the structural joint is integrally opened and closed, and the dam body is slightly deformed between layers;

and carrying out deformation analysis on the concrete dam based on the deformation analysis parameters.

The method for analyzing the deformation of the concrete dam comprises the steps of determining the vertical deformation distribution of the dam foundation in deformation analysis parameters of the concrete dam based on deformation monitoring data, and analyzing the deformation of the concrete dam based on the vertical deformation distribution of the dam foundation, and comprises the following steps:

according to the distribution rule of the deformation of the inverted vertical line along different depths, establishing an inverted vertical line deformation calculation model corresponding to the different depths, and determining a calculation function between the depth of the vertical line of the inverted vertical line and the deformation of the inverted vertical line;

Determining the theoretical maximum deformation of the concrete dam inverted vertical line based on the calculation function;

determining the depth value of the inverted vertical line representing the deformation depth of the dam foundation based on the ratio of the deformation amount of different inverted vertical lines to the theoretical maximum deformation amount, and taking the depth value as a basic deformation vertical distribution calculation value;

fitting the dam foundation deformation vertical distribution calculated values to construct a first time sequence prediction model; the first time sequence prediction model is used for predicting a calculated value of the dam foundation deformation vertical distribution in the latest period;

And calculating and obtaining a predicted value of a calculated value of the deformation vertical distribution of the dam foundation in the latest first period through a first time sequence predicted model, comparing the predicted value with the calculated value of the deformation vertical distribution of the dam foundation obtained according to the actual measurement calculation in the latest first period, and quantitatively analyzing whether the deformation vertical distribution of the dam foundation in the current period has abrupt change or amplitude exceeding a first preset threshold value in comparison with the previous period so as to analyze the vertical influence range of the deformation of the dam foundation of the concrete dam.

The method for analyzing the deformation of the concrete dam comprises the steps of determining the integral horizontal displacement of the dam body in deformation analysis parameters of the concrete dam based on deformation monitoring data, and analyzing the deformation of the concrete dam based on the integral horizontal displacement of the dam body, and comprises the following steps:

according to the measured value of the spatial plane coordinates of the same Gao Chengzheng vertical line of the representative dam section of the concrete dam or the surface deformation monitoring point of the back catwalk, a spatial correlation model showing the integral horizontal displacement of the dam body is established;

Calculating the similarity of the space correlation model of the typical elevation horizontal displacement forward period duration monitoring quantity by adopting the Euclidean distance, and obtaining the similarity coefficient of the space correlation curve of the typical elevation horizontal displacement adjacent to the forward period twice;

Fitting similarity coefficients of the typical elevation horizontal displacement space correlation curves to construct a second time sequence prediction model; the second time sequence prediction model is used for predicting the similarity coefficient of the latest first period of the typical elevation horizontal displacement space correlation curve;

Comparing the latest first-period correlation coefficient predicted value calculated by the second time sequence prediction model with the similarity coefficient of the typical elevation horizontal displacement duration space correlation curve calculated according to the latest first-period actual measurement, and quantitatively analyzing whether the current dam body integral horizontal displacement has abrupt change or amplitude exceeding a second preset threshold value in comparison with the previous period so as to analyze the integral displacement condition of different elevation planes of the concrete dam.

The method for analyzing the deformation of the concrete dam based on the dam body horizontal displacement cooperative scheduling comprises the steps of:

According to the concrete dam, a first space association model of a left dam section of the dam body and a second space association model of a right dam section of the dam body are established according to the measured value of space plane coordinates of deformation monitoring points of the representative dam section plumb line of the same elevation or the dam rear bridge surface;

carrying out coordinate transformation on a space correlation model curve of a second space correlation model of the right bank dam section of the dam body, and transforming the space correlation model curve into a first quadrant of Cartesian coordinates;

Calculating the correlation of a first space correlation model of a left dam section of the dam body and a second space correlation model of a right dam section of the dam body by adopting the pearson correlation coefficient, and describing displacement cooperation of the first space correlation model of the left dam section of the dam body and the second space correlation model of the right dam section of the dam body in the present period by adopting the correlation;

Fitting the coordination degree of the first space association model of the left bank dam section of the dam body and the second space association model of the right bank dam section of the dam body to construct a third time sequence prediction model; the third time sequence prediction model is used for predicting the degree of coordination of the first space association model of the left bank dam section of the dam body and the second space association model of the right bank dam section of the dam body in the latest period;

comparing the latest first-period coordination degree predicted value obtained through calculation of the third time sequence prediction model with the latest first-period coordination degree calculated according to actual measurement, and quantitatively analyzing whether the displacement coordination degree of the dam sections at the current period has mutation or exceeds the amplitude of a third preset threshold value in comparison with the previous period so as to analyze asymmetric mutation and trend development of the displacement of the dam sections at the left and right sides of the dam.

The method for analyzing the deformation of the concrete dam comprises the steps of determining the integral deflection of the dam section in deformation analysis parameters of the concrete dam based on deformation monitoring data, and analyzing the deformation of the concrete dam based on the integral deflection of the dam section, and comprises the following steps:

selecting a concrete dam representative dam section from top to bottom to arrange corresponding elevations along river displacement variables and measuring points along a perpendicular line, and establishing a dam body space association model;

calculating the correlation coefficient of the beam deflection deformation forward time monitoring space correlation model by adopting the pearson correlation coefficient to obtain the correlation coefficient of the beam deflection deformation space correlation curve of two times of beam deflection forward time;

fitting a correlation coefficient of the dam body beam to a deflection deformation space correlation curve, and constructing a fourth time sequence prediction model; the fourth time sequence prediction model is used for predicting the correlation coefficient of the dam body beam to the latest stage of the deflection deformation space correlation curve;

comparing the predicted value of the correlation coefficient in the latest first period obtained through calculation of the fourth time sequence model with the correlation coefficient calculated according to actual measurement in the latest first period, and quantitatively analyzing whether the deflection deformation of the girder in the current period has mutation or exceeds the amplitude of a fourth preset threshold value in the past period so as to analyze the vertical girder deformation condition of each dam segment of the dam.

The method for analyzing the deformation of the concrete dam based on the deformation monitoring data comprises the steps of:

According to the current monitoring quantity of the vertical settlement deformation of each dam section of the same elevation of the concrete dam and the corresponding elevation, establishing a settlement deformation space association model of each dam section of the dam body;

Calculating the pearson correlation coefficient of the dam body integral settlement deformation forward period monitoring space correlation model, and obtaining the correlation coefficient of the dam body integral settlement deformation space correlation curve adjacent to the forward period twice;

Fitting a correlation coefficient of the integral settlement deformation space correlation curve of the dam body, and constructing a fifth time sequence prediction model; the fifth time sequence prediction model is used for predicting the correlation coefficient of the latest first period on the integral settlement deformation space correlation curve of the dam body;

And comparing the latest first-period correlation coefficient predicted value obtained through calculation of the fifth time sequence model with the correlation coefficient calculated according to actual measurement in the latest first period, and quantitatively analyzing whether the vertical settlement deformation in the current period has mutation or amplitude exceeding a fifth preset threshold value in comparison with the previous period so as to analyze the vertical settlement deformation condition of the dam body.

According to the current monitoring amount of the seam meter of the same dam foundation, a space correlation model of the monitoring amount and dam section distribution is established so as to embody the integral opening and closing degree of the building foundation;

calculating the pearson correlation coefficient of the spatial correlation model of the forward period monitoring of the opening and closing degree of the building base surface, and obtaining the correlation coefficient of the spatial correlation curve of the integral opening and closing degree of the two adjacent building base surfaces in the forward period;

Fitting correlation coefficients of the spatial correlation curve of the opening degree of the base surface seam, and constructing a sixth time sequence prediction model; the sixth time sequence prediction model is used for predicting the correlation coefficient of the latest period of the spatial correlation curve of the opening and closing degree of the seam of the building base surface;

And comparing the predicted value of the correlation coefficient in the latest first period obtained through calculation of the sixth time sequence prediction model with the correlation coefficient calculated in the latest first period according to actual measurement, and quantitatively analyzing whether the integral opening and closing degree of the current foundation surface has mutation or amplitude exceeding a sixth preset threshold value in comparison with the previous period so as to analyze the anti-skidding stability of the dam foundation.

The method for analyzing the deformation of the concrete dam based on the structural joint comprises the steps of determining the integral opening and closing degree of the structural joint in deformation analysis parameters of the concrete dam based on deformation monitoring data, and analyzing the deformation of the concrete dam based on the integral opening and closing degree of the structural joint, and comprises the following steps:

according to the current monitoring amount of the unidirectional seam meter vertically distributed on the same structural seam plane, a spatial correlation model of the monitoring amount and dam segment distribution is established, and the integral opening and closing degree of the structural seam is reflected;

Calculating the pearson correlation coefficient of the structure seam opening and closing degree forward period space correlation model to obtain the correlation coefficient of the structure seam surface opening and closing degree space correlation curve of the forward period adjacent two periods;

Fitting correlation coefficients of the spatial correlation curves of the opening and closing degree of the structural joint surface, and constructing a seventh time sequence prediction model; the seventh time sequence prediction model is used for predicting the correlation coefficient of the latest period of the spatial correlation curve of the opening and closing degree of the structural joint surface;

And comparing the correlation coefficient predicted value of the latest first period obtained through calculation of the seventh time sequence prediction model with the correlation coefficient calculated according to actual measurement of the latest first period, and quantitatively analyzing whether the integral opening and closing degree of the structural joint of the current period has mutation or exceeds the amplitude of a seventh preset threshold value in comparison with the previous period so as to analyze the actual working condition of the structural joint of the operation period.

The method for analyzing the deformation of the concrete dam comprises the steps of determining the interlayer micro-deformation of the dam body in deformation analysis parameters of the concrete dam based on deformation monitoring data, and analyzing the deformation of the concrete dam based on the interlayer micro-deformation of the dam body, and comprises the following steps:

Establishing a dam body layering micro-deformation space association model according to the height difference between the current period monitoring quantity of the upper typical elevation level point and the current period monitoring quantity of the lower typical elevation level point of each dam section of the concrete dam and the corresponding dam body layering;

Calculating the pearson correlation coefficient of the dam body layered micro-deformation forward period for the dam body layered micro-deformation space correlation model, and obtaining the correlation coefficient of the inter-layer micro-deformation space correlation curves of the dam bodies adjacent to the forward period;

fitting correlation coefficients of the dam interlayer micro-deformation space correlation curves to obtain an eighth time sequence prediction model; the eighth time sequence prediction model is used for predicting the correlation coefficient of the latest first period of the dam body interlayer micro-deformation space correlation curve;

And comparing the correlation coefficient predicted value of the latest first period calculated through the eighth time sequence prediction model with the correlation coefficient calculated according to actual measurement in the latest first period, and quantitatively analyzing whether the layered micro-deformation of the dam body in the current period has mutation or exceeds the amplitude of an eighth preset threshold value in comparison with the previous period so as to analyze the potential trend change of the concrete material due to internal and external factors.

To achieve the above object, a second aspect of the present application provides a concrete dam deformation analysis device based on multi-measuring point combination calculation, including:

the data acquisition module is used for acquiring deformation monitoring data of the concrete dam through the concrete dam deformation monitoring system;

The parameter calculation module is used for determining deformation analysis parameters of the concrete dam based on the deformation monitoring data; wherein the deformation analysis parameters include: the dam foundation deformation is vertically distributed, the dam body is horizontally displaced to coordinate, the dam section is integrally deflected, the dam body is integrally settled, the foundation surface is integrally opened and closed, the structural joint is integrally opened and closed, and the dam body is slightly deformed in a layered manner;

And the deformation analysis module is used for carrying out deformation analysis on the concrete dam based on the deformation analysis parameters.

To achieve the above object, an embodiment of a third aspect of the present application provides an electronic device, including: a processor, a memory communicatively coupled to the processor;

The memory stores computer-executable instructions;

The processor executes computer-executable instructions stored in the memory to implement the method as in the previous claims.

To achieve the above object, a fourth aspect of the present application provides a computer-readable storage medium, in which computer-executable instructions are stored, which when executed by a processor, are configured to implement a method as in the foregoing technical solution.

Compared with the prior art, the concrete dam deformation analysis method, the device, the electronic equipment and the storage medium based on the multi-measuring-point combination calculation are based on the dam deformation monitoring data collected automatically, and are combined with experience and judgment of on-site operation and maintenance personnel and hydraulic technical specialists, and are combined with the deformation monitoring items of the concrete dam deformation multi-measuring-point combination on the vertical distribution of deformation of a dam foundation, the integral horizontal displacement of the dam body, the cooperation of the dam body horizontal displacement, the integral deflection of a dam section, the integral settlement of the dam body, the integral opening and closing degree of a building base surface, the integral opening and closing degree of a structural seam and the layered micro deformation of the dam body. The method can be suitable for multi-measuring-point combination calculation of the deformation loading characteristics and the structural characteristics of the dam, and has the capabilities of automatic data acquisition, storage and real-time data calculation and analysis.

Additional aspects and advantages of the application will be set forth in part in the description which follows and, in part, will be obvious from the description, or may be learned by practice of the application.

Drawings

Fig. 1 is a schematic flow chart of a concrete dam deformation analysis method based on multi-measuring point combination calculation.

Fig. 2 is a schematic structural diagram of a concrete dam deformation analysis device based on multi-measuring-point combination calculation.

Detailed Description

Embodiments of the present application are described in detail below, examples of which are illustrated in the accompanying drawings, wherein like or similar reference numerals refer to like or similar elements or elements having like or similar functions throughout. The embodiments described below by referring to the drawings are illustrative and intended to explain the present application and should not be construed as limiting the application.

The following describes a concrete dam deformation analysis method and device based on multi-measuring point combination calculation according to an embodiment of the application with reference to the accompanying drawings.

Fig. 1 is a schematic flow chart of a concrete dam deformation analysis method based on multi-measuring-point combination calculation according to an embodiment of the application. The method comprises the following steps:

S110: and acquiring deformation monitoring data of the concrete dam through the concrete dam deformation monitoring system.

S120: determining deformation analysis parameters of the concrete dam based on the deformation monitoring data; wherein the deformation analysis parameters include: the deformation vertical distribution of the dam foundation, the integral horizontal displacement of the dam body, the cooperative adjustment of the horizontal displacement of the dam body, the integral deflection of the dam section, the integral settlement of the dam body, the integral opening and closing degree of the building base surface, the integral opening and closing degree of the structural joint and the interlayer micro deformation of the dam body.

S130: and carrying out deformation analysis on the concrete dam based on the deformation analysis parameters.

In an embodiment of the invention, the deformation monitoring data is from a deformation monitoring system for concrete dam deployment.

The invention sequentially combines 8 deformation analysis parameters mentioned in the step S120 to carry out deformation analysis on the concrete dam.

1. Vertical distribution of dam foundation deformation

Based on deformation monitoring data, determining dam foundation deformation vertical distribution, and performing deformation analysis on the concrete dam based on the dam foundation deformation vertical distribution, wherein the method comprises the following steps:

According to the existing research, the influence range of the load such as reservoir water in the running period of the concrete dam of 200m to 300m on the deformation of the dam foundation is 2 to 3 times of the dam height in the vertical direction, and the limit of the existing monitoring means is exceeded. And (3) researching an analysis method of the vertical distribution of the deformation of the dam foundation by combining the measured data, so as to analyze the vertical influence range of the deformation of the concrete dam foundation in the operation period.

In the embodiment of the invention, 3 inverted vertical lines which are distributed in the vertical direction of the dam height section of the maximum dam and have different depths are selected, the length of the 1 st inverted vertical line is usually 10% of the maximum dam height, the length of the 2 nd inverted vertical line is usually 30% of the maximum dam height, and the length of the 3 rd inverted vertical line is usually 50% of the maximum dam height.

And (3) analyzing the vertical distribution change condition of the deformation of the dam foundation under the action of long-term load by establishing a correlation model of the vertical line of the dam foundation and the deformation vertical vector of the dam foundation.

Specifically, according to the distribution rule of the deformation of the inverted vertical line along different depths, a related calculation model function is established through the formula (1):

y＝x/(k₁+k₂x) (1)

Where y is the deformation corresponding to different depths, x is the vertical line depth, and k ₁、k₂ is the undetermined coefficient.

Setting a No. 1 inverted vertical line (x ₁,y₁), a No. 2 inverted vertical line (x ₂,y₂) and a No. 3 inverted vertical line (x ₃,y₃), calculating k ₁、k₂ by nonlinear fitting, namely establishing a calculation function of the depth x of the vertical line and the deformation y, and calculating the theoretical maximum deformation y _max of the dam foundation by deriving the calculation function y.

Calculating the ratio of deformation y _i corresponding to different depths x _i of the dam foundation to the theoretical maximum deformation y _max of the dam foundation according to the formula (2):

α＝y_i/y_max (2)

where, when α=98%, the corresponding depth x _i is considered as the deformation depth of the dam foundation.

Fitting the calculated value x _i,x_i+1,…,x_i+n of the secondary dam foundation deformation vertical distribution, constructing a first time sequence prediction model, obtaining a current period prediction value x _i', comparing the current period prediction value with the latest period x _i calculated according to the actual measurement, judging the difference value by adopting a Lein criterion, and quantitatively analyzing whether the current period dam foundation deformation vertical distribution has mutation or larger amplitude than the current period. The first preset threshold value in this embodiment is the maximum value of the difference between the predicted value x _i' of the calculated vertical distribution value of the deformation of the dam foundation in the latest period and the calculated vertical distribution value x _i of the deformation of the dam foundation calculated in the latest period, which is acceptable.

2. Integral horizontal displacement of dam body

Based on deformation monitoring data, determining the integral horizontal displacement of the dam body, and carrying out deformation analysis on the concrete dam based on the integral horizontal displacement of the dam body, wherein the method comprises the following steps:

In the embodiment, selecting a plumb line for representative dam segment sectional layout such as a maximum dam height river bed dam segment, an overflow dam segment, a bank slope geological defect affecting dam segments and the like; and meanwhile, surface deformation monitoring points arranged on the catwalk behind each typical height Cheng Ba of the dam are selected, so that the vertical line monitoring result is further checked, and the monitoring coverage density is improved.

And (3) analyzing the overall plane displacement condition of a certain typical elevation by establishing a correlation curve of the current period monitoring quantity of each typical elevation horizontal displacement and by the distribution probability of the correlation coefficient of the time period curve.

Specifically, a space correlation model f _t(x_mn,y_mn is established according to the space plane coordinate measurement value A_1n(x_1n,y_1n),A_2n(x_2n,y_2n),…,A_mn(x_mn,y_mn) of the same Gao Chengzheng vertical line of the representative dam section or the back catwalk surface deformation monitoring point, so as to embody the plane displacement of the arch ring. Wherein: x _mn and y _mn are respectively the n-layer plumb line of the m dam segment or the space plane coordinate monitoring value of the post-dam pavement surface deformation monitoring point.

And (3) calculating the similarity of f _t-k and f _t-(k-1) of the spatial correlation model of the typical elevation horizontal displacement forward-period duration monitoring quantity by adopting the Euclidean distance to obtain the similarity r ¹ _t of the spatial correlation curve of the typical elevation horizontal displacement adjacent to the forward period twice.

And (3) fitting a similarity coefficient r ¹ _t,r¹ _t-1,…,r¹ _t-k of the typical elevation horizontal displacement duration space correlation curve to obtain a current-period predicted value r ¹ _t', comparing the current-period predicted value r 3948 with r ¹ _t calculated by the new-period actual measurement, judging by adopting a Lein criterion, and quantitatively analyzing whether the overall deformation of the current-period dam body has mutation or larger amplitude than the previous period. The second preset threshold in this embodiment is the maximum value of the difference between the predicted value r ¹ _t' of the latest first-period similarity coefficient and the correlation coefficient r ¹ _t calculated by the latest first-period actual measurement, which is acceptable.

3. Dam horizontal displacement cooperative control

Based on deformation monitoring data, determining a dam body horizontal displacement cooperative scheduling, and performing deformation analysis on the concrete dam based on the dam body horizontal displacement cooperative scheduling, wherein the method comprises the following steps:

The overall deformation behavior of the concrete dam after being loaded is an important basis for judging whether the working condition of the concrete dam is normal. However, tangential asymmetric deformation is easy to generate in the operation period of the dam body due to the influences of geology, structure, temperature and the like, and the method for calculating the displacement coordination degree of the representative elevation plane of the dam is researched, so that the asymmetric abrupt change and the trend development of the displacement of the dam sections of the left and right sides of the dam are analyzed.

Selecting a plumb line for representative dam segment sectional layout such as a maximum dam height river bed dam segment, an overflow dam segment and a bank slope geological defect affecting dam segments; and meanwhile, surface deformation monitoring points arranged on the catwalk behind each typical height Cheng Ba of the dam are selected, so that the vertical line monitoring result is further checked, and the monitoring coverage density is improved.

In this embodiment, a center line of a certain dam body is taken as an X axis, and the lateral deformation monitoring data of the dam body is respectively defined to be positive to the left bank, negative to the right bank, positive to the downstream and negative to the upstream. And respectively establishing a current displacement monitoring value-measuring correlation curve of the left and right bank dam segments, transforming the right bank dam segment displacement monitoring value-measuring space correlation curve to the first quadrant of the Cartesian coordinate system, comparing the first quadrant with the left bank dam segment displacement monitoring value-measuring space correlation curve, and describing a typical Gao Chengzuo and right bank dam segment displacement co-schedule according to the distribution probability of the correlation coefficient.

Specifically, a certain elevation space association model f _Z(X_mn,Y_mn) of the left bank dam segment of the dam body and a right bank dam segment space association model f _Y(X_mn,-Y_mn) are built according to the space plane coordinate measured value B_1n(X_1n,Y_1n),B_2n(X_2n,Y_2n),…,B_mn(X_mn,Y_mn) of the plumb line of the representative dam segment of the same elevation or the deformation monitoring point of the surface of the dam rear axle. Wherein: x _mn and Y _mn are respectively n layers of perpendicular lines of the m dam segments or space plane coordinate monitoring values of the surface deformation monitoring points of the rear bridge of the dam.

And (3) carrying out coordinate transformation f _Y(X_mn,-Y_mn)→f_Y ' (x ', y ') on the space correlation curve of the displacement monitoring measured value of the right bank dam segment to the first quadrant of the Cartesian coordinate system through the method (4).

And calculating the correlation between f _Z and f _Y of the current monitoring quantity space of the displacement of the left and right bank dam segments by adopting the pearson correlation coefficient, and describing the displacement co-schedule r ² _t of the left and right bank dam segments in the current period by adopting the correlation.

Fitting the left and right bank dam segment displacement curve history co-scheduling r ² _t,r² _t-1,…,r² _t-k to construct a third time sequence prediction model. Comparing the current period predicted value r ² _t' with the latest period r ² _t calculated according to the actual measurement, and judging the difference value by adopting a Lein (PauTa) criterion, so as to quantitatively analyze whether the displacement cooperative schedule of the dam segments at the left and right sides of the current period has mutation or larger amplitude than the previous period. The third preset threshold value in this embodiment is the maximum value of the difference between the latest first-period predicted coordination value r ² _t' and the latest measured first-period calculated coordination value r ² _t, which is acceptable.

4. Integral deflection of dam section

Based on deformation monitoring data, determining the integral deflection of the dam section, and carrying out deformation analysis on the concrete dam based on the integral deflection of the dam section, wherein the method comprises the following steps:

When the concrete dam bears the load such as reservoir water, the upper part and the lower part of the dam body are stressed together to play a bearing role, and the integral deflection calculation method of the dam segments is researched, so that the vertical beam deformation condition of each dam segment of the dam is analyzed.

In the embodiment, a representative dam segment is selected, and a plumb line is arranged downwards from the dam crest in a segmented mode. And the normal line is adopted for monitoring the dam section in an important way, and the apparent point monitoring data of the catwalk behind the dam is adopted for monitoring the dam section in a non-important way.

In the embodiment, the typical dam section is taken as an example to calculate the beam deflection deformation, a deflection distribution curve of the vertical deflection variable of the dam section to the top-down layer along the river and the corresponding elevation is established, and the integral deflection change condition of the dam section is analyzed through the distribution probability of the correlation coefficient of the deflection distribution curve for a plurality of periods.

Specifically, a dam space association model g _t(x'_mn,h_mn is built according to a certain representative dam segment vertical line from top to bottom along river displacement variable and corresponding elevation C₁₁(x'₁₁,h₁₁)、C₁₂(x'₁₂,h₁₂)、…、C_1n(x'_1n,h_1n) arranged at a measuring point, so that deflection deformation of the certain representative dam segment is reflected. Wherein x' _mn is the monitoring quantity of the deformation of the n-layer measuring points of the m dam section in the river direction, and h _mn is the distribution elevation of the n-layer measuring points of the m dam section.

And (3) calculating the pearson correlation coefficient of the beam deflection deformation forward time duration monitoring measurement space correlation models g _t-k and g _t-(k-1) through the formula (5), and obtaining the correlation coefficient r ³ _t of the beam deflection deformation space correlation curves of the forward adjacent two times.

Where Cov (g _t-k,g_t-(k-1)) is the covariance of g _t-k、g_t-(k-1) and D (g _t-k)、D(g_t-(k-1)) is the variance of g _t-k、g_t-(k-1), respectively.

Fitting a correlation coefficient r ³ _t,r³ _t-1,…,r³ _t-k of a dam deflection time duration deformation space correlation curve, and constructing a fourth time sequence prediction model. Comparing the current-period predicted value r ³ _t' with the latest-period predicted value r ³ _t calculated according to the actual measurement, and judging the difference value by adopting a Lein reaching criterion, so as to quantitatively analyze whether the current-period beam deflection deformation has abrupt change or larger amplitude than the previous period. The fourth preset threshold value in this embodiment is the maximum value of the difference between the acceptable predicted value r ³ _t' of the correlation coefficient of the latest first period and the correlation coefficient r ³ _t calculated by the actual measurement of the latest first period.

5. Integral sedimentation of dam body

Based on deformation monitoring data, determining integral settlement of the dam body, and performing deformation analysis on the concrete dam based on the integral settlement of the dam body, wherein the method comprises the following steps:

When bearing the load such as the self weight of the dam and the water in the reservoir, the concrete dam can generate sedimentation deformation in the vertical direction, and the integral sedimentation deformation calculation method of the dam body is researched, so that the vertical sedimentation deformation condition of the dam body of the dam is analyzed.

In the embodiment, static leveling points or manual leveling points for checking gallery and horse road layout behind a dam in a dam top and a typical Gao Chengba are selected.

And (3) establishing a correlation curve of current monitoring quantity of settlement deformation of each typical elevation, and analyzing the overall settlement condition of a certain typical elevation through the distribution probability of the correlation coefficient of the multi-period curve.

And establishing a dam section settlement deformation space association model g _t(x"_mn,h'_mn of the dam body according to the current period monitoring quantity of the vertical settlement deformation of each dam section at the same elevation and the corresponding elevation D₁₁(x"₁₁,h'₁₁)、D₁₂(x"₁₂,h'₁₂)、…、D_1n(x"_1n,h'_1n). Wherein x '_mn is the vertical settlement deformation monitoring amount of the n-layer measuring points of the m dam segment, and h' _mn is the corresponding elevation of the n-layer measuring points of the m dam segment.

And (3) calculating the pearson correlation coefficient of the dam integral settlement deformation forward period time monitoring space correlation models G _t-k and G _t-(k-1) through the method (6), and obtaining the correlation coefficient r ⁴ _t of the dam integral settlement deformation space correlation curves adjacent to the forward period twice.

Where Cov (G _t-k,G_t-(k-1)) is the covariance of G _t-k、G_t-(k-1 and D (G _t-k)、D(G_t-(k-1)) is the variance of G _t-k、G_t-(k-1), respectively.

And fitting a correlation coefficient r ⁴ _t,r⁴ _t-1,…,r⁴ _t-k of the integral settlement deformation duration shape space correlation curve of the dam body, and constructing a fifth time sequence prediction model. Comparing the current predicted value r ⁴ _t' with the latest r ⁴ _t calculated according to the actual measurement, and judging the difference value by adopting a Lein reaching criterion, so as to quantitatively analyze whether the current vertical settlement deformation has mutation or larger amplitude than the previous period. The fifth preset threshold value referred to in this embodiment is the maximum value of the difference between the acceptable predicted value r ⁴ _t' of the correlation coefficient of the latest first period and the correlation coefficient r ⁴ _t calculated in the latest first period.

6. Degree of overall opening and closing of building base

Based on deformation monitoring data, determining the overall opening and closing degree of the building base surface, and carrying out deformation analysis on the concrete dam based on the overall opening and closing degree of the building base surface, wherein the method comprises the following steps:

The concrete dam bears huge thrust of upstream reservoir water, the anti-slip stability of the dam is an important point in the operation period, and the integral opening and closing degree calculation method of the arch dam foundation surface is researched to analyze the anti-slip stability of the dam foundation.

In the embodiment, a unidirectional joint meter which is radially arranged from an upstream surface to a downstream surface in a joint mode at the interface of the dam foundation rock and the concrete dam body is selected.

The method comprises the steps of establishing a spatial distribution curve of current measured values of a unidirectional seam meter vertically arranged on a building base surface, and analyzing the overall opening and closing condition of the building base surface through the distribution probability of correlation coefficients of a plurality of time periods of curves.

And (3) establishing a space correlation model J _t (l) of the monitoring quantity and dam segment distribution according to the current monitoring quantity l ₁,l₂,…,l_n of the same plane joint meter so as to reflect the integral opening and closing degree of the building base surface. Wherein l _n is the current monitor of the seam meter n.

And (3) obtaining a correlation coefficient r ⁵ _t of the spatial correlation curve of the total opening and closing degree of the two construction base surfaces adjacent to the forward stage by monitoring the pearson correlation coefficients of the spatial correlation models J _t and J _t-1 according to the forward-stage duration of the opening and closing degree of the construction base surfaces of the (7).

Where Cov (J _t,J_t-1) is the covariance of J _t、J_t-1 and D (J _t)、D(J_t-1) is the variance of J _t、J_t-1, respectively.

And fitting a correlation coefficient r ⁵ _t,r⁵ _t-1,…,r⁵ _t-k of the time duration space correlation curve of the seam degree of the building surface to construct a sixth time sequence prediction model. The current predicted value r ⁵ _t' is compared with the latest r ⁵ _t calculated according to the actual measurement, and the difference value is judged by adopting a Lein (PauTa) criterion, so that whether the overall opening and closing degree of the current-period base surface seam is larger than that of the previous period is quantitatively analyzed. The sixth preset threshold in this embodiment is the maximum value of the difference between the predicted value r ⁵ _t' of the latest first-period correlation coefficient and the correlation coefficient r ⁵ _t calculated by the latest first-period actual measurement, which is acceptable.

7. Integral opening and closing degree of structural joint

Based on deformation monitoring data, confirm the whole degree of opening and shutting of structural joint to based on the whole degree of opening and shutting of structural joint carries out deformation analysis to the concrete dam, include:

In order to prevent the dam body from cracking caused by the volume expansion of the mass concrete and the possible occurrence of tensile stress under the huge upstream water thrust, the concrete dam is provided with a plurality of structural joints such as transverse joints, longitudinal joints, induced joints and the like, and the calculation method of the integral opening and closing degree of the joint surfaces of the various structural joints of the dam body is researched, so that the actual working conditions of the structural joints in the running period are analyzed.

The present embodiment selects a unidirectional joint meter radially arranged from the upstream face to the downstream face in a joint-like manner at the joint face of the structure.

The spatial distribution curve of the current measured value of the unidirectional seam meter is vertically distributed by establishing a structural seam plane, and the integral opening and closing condition of the seam plane is analyzed by the distribution probability of the correlation coefficient of the curve for a plurality of periods.

And (3) establishing a space correlation model J _t(s) of the monitoring quantity and dam section distribution according to the current monitoring quantity s ₁,s₂,…,s_n of the same plane joint meter, and reflecting the integral opening and closing degree of the structural joint. Wherein s _n is the current opening and closing degree monitoring quantity of the seam meter n.

And (3) monitoring the pearson correlation coefficients of the spatial correlation models j _t and j _t-1 through the forward period duration of the structural joint opening and closing degree of the step (8), and obtaining the correlation coefficient r ⁶ _t of the spatial correlation curve of the integral opening and closing degree of the structural joint adjacent to the forward period twice.

Fitting a correlation coefficient r ⁶ _t,r⁶ _t-1,…,r⁶ _t-k of the structural joint surface opening and closing degree duration space correlation curve, and constructing a seventh time sequence prediction model. The current predicted value r ⁶ _t' is compared with the latest r ⁶ _t calculated according to the actual measurement, and the difference value is judged by adopting a Lein (PauTa) criterion, so that whether the overall opening and closing degree of the seam surface of the current structure is larger than that of the previous structure is quantitatively analyzed. The seventh preset threshold value referred to in this embodiment is the maximum value of the difference between the acceptable predicted value r ⁶ _t' of the correlation coefficient of the latest period and the correlation coefficient r ⁶ _t calculated in the latest period measured.

8. Micro deformation between dam layers

Based on deformation monitoring data, determining micro deformation between dam body layers, and performing deformation analysis on the concrete dam based on the micro deformation between the dam body layers, wherein the method comprises the following steps:

When the concrete dam bears the load such as the self weight of the dam, the water in the reservoir, the temperature and the like, the concrete material of the dam body can change along with the time so as to deform. Due to the material characteristics of concrete, the deformation magnitude between the upper and lower typical elevations of the dam body is small, and the dam body is not easy to find and monitor under the normal condition. And researching a concrete layer deformation calculation method between two typical elevations of the dam body of the dam, analyzing micro deformation between concrete layers of the dam body, and further finding potential trend changes of the concrete material due to internal and external factors in advance.

In the embodiment, the static leveling points or the manual leveling points of the check gallery layout in dam tops and typical Gao Chengba are selected. The current period height difference correlation curves of the upper and lower typical elevation monitoring values of the dam body are established, and the micro deformation change trend of a certain layer of the dam body is analyzed through the correlation coefficient of the time period curves.

Specifically, according to the height difference x _ij between the current monitoring amount E _i of the upper typical elevation level and the current monitoring amount E _j of the lower typical elevation level of each dam segment, a dam layer micro-deformation space association model g' _t(w_mn,f_m is established with the corresponding dam layer E₁(w₁₁,f₁)、E₂(w₁₂,f₁)、…、E_1n(w_1n,f₁). Wherein w _mn is the vertical settlement deformation monitoring amount of the n-dam segment measuring point at the m layer, and f _m is the corresponding elevation of the n-dam segment measuring point at the m layer.

And (3) calculating the pearson correlation coefficient of the inter-dam micro-deformation forward period monitoring space correlation models g '_t-k and g' _t-(k-1) through the formula (9), and obtaining the correlation coefficient r ⁷ _t of the integral settlement deformation space correlation curves of the dam adjacent to the forward period twice.

Where Cov (g '_t-k,g'_t-(k-1)) is the covariance of g' _t-k、g'_t-(k-1) and D (g '_t-k)、D(g'_t-(k-1)) is the variance of g' _t-k、g'_t-(k-1), respectively.

And fitting a correlation coefficient r ⁷ _t,r⁷ _t-1,…,r⁷ _t-k of the integral settlement deformation duration shape space correlation curve of the dam body, and constructing an eighth time sequence prediction model. Comparing the current predicted value r ⁷ _t' with the latest r ⁷ _t calculated according to the actual measurement, and judging the difference value by adopting a Lein reaching criterion, so as to quantitatively analyze whether the current vertical settlement deformation has mutation or larger amplitude than the previous period. The eighth preset threshold value referred to in this embodiment is the maximum value of the difference between the acceptable predicted value r ⁷ _t' of the correlation coefficient of the latest period and the correlation coefficient r ⁷ _t calculated in the latest period.

Fig. 2 is a schematic structural diagram of a concrete dam deformation analysis device based on multi-measuring-point combination calculation according to an embodiment of the present application.

As shown in fig. 2, the apparatus 300 includes:

the data acquisition module 310 is used for acquiring deformation monitoring data of the concrete dam through the concrete dam deformation monitoring system;

A parameter calculation module 320, configured to determine deformation analysis parameters of the concrete dam based on the deformation monitoring data; wherein the deformation analysis parameters include: the dam foundation deformation is vertically distributed, the dam body is horizontally displaced in coordination with the scheduling, the dam section is integrally deflected, the dam body is integrally settled, the foundation surface is integrally opened and closed, and the structural joint is integrally opened and closed;

The deformation analysis module 330 is configured to perform deformation analysis on the concrete dam based on the deformation analysis parameters.

In order to achieve the above embodiment, the present application further provides an electronic device, including: a processor, and a memory communicatively coupled to the processor; the memory stores computer-executable instructions; the processor executes the computer-executable instructions stored in the memory to implement the methods provided by the previous embodiments.

In order to implement the above-described embodiments, the present application also proposes a computer-readable storage medium having stored therein computer-executable instructions that, when executed by a processor, are adapted to implement the methods provided by the foregoing embodiments.

In order to implement the above embodiments, the present application also proposes a computer program product comprising a computer program which, when executed by a processor, implements the method provided by the above embodiments.

In the foregoing description of embodiments, reference has been made to the terms "one embodiment," "some embodiments," "example," "a particular example," or "some examples," etc., meaning that a particular feature, structure, material, or characteristic described in connection with the embodiment or example is included in at least one embodiment or example of the application. In this specification, schematic representations of the above terms are not necessarily directed to the same embodiment or example. Furthermore, the particular features, structures, materials, or characteristics described may be combined in any suitable manner in any one or more embodiments or examples. Furthermore, the different embodiments or examples described in this specification and the features of the different embodiments or examples may be combined and combined by those skilled in the art without contradiction.

Furthermore, the terms "first," "second," and the like, are used for descriptive purposes only and are not to be construed as indicating or implying a relative importance or implicitly indicating the number of technical features indicated. Thus, a feature defining "a first" or "a second" may explicitly or implicitly include at least one such feature. In the description of the present application, the meaning of "plurality" means at least two, for example, two, three, etc., unless specifically defined otherwise.

Any process or method descriptions in flow charts or otherwise described herein may be understood as representing modules, segments, or portions of code which include one or more executable instructions for implementing specific logical functions or steps of the process, and additional implementations are included within the scope of the preferred embodiment of the present application in which functions may be executed out of order from that shown or discussed, including substantially concurrently or in reverse order from that shown or discussed, depending on the functionality involved, as would be understood by those reasonably skilled in the art of the embodiments of the present application.

Logic and/or steps represented in the flowcharts or otherwise described herein, e.g., a ordered listing of executable instructions for implementing logical functions, can be embodied in any computer-readable medium for use by or in connection with an instruction execution system, apparatus, or device, such as a computer-based system, processor-containing system, or other system that can fetch the instructions from the instruction execution system, apparatus, or device and execute the instructions. For the purposes of this description, a "computer-readable medium" can be any means that can contain, store, communicate, propagate, or transport the program for use by or in connection with the instruction execution system, apparatus, or device. More specific examples (a non-exhaustive list) of the computer-readable medium would include the following: an electrical connection (electronic device) having one or more wires, a portable computer diskette (magnetic device), a Random Access Memory (RAM), a read-only memory (ROM), an erasable programmable read-only memory (EPROM or flash memory), an optical fiber device, and a portable compact disc read-only memory (CDROM). In addition, the computer readable medium may even be paper or other suitable medium on which the program is printed, as the program may be electronically captured, via, for instance, optical scanning of the paper or other medium, then compiled, interpreted or otherwise processed in a suitable manner, if necessary, and then stored in a computer memory.

It is to be understood that portions of the present application may be implemented in hardware, software, firmware, or a combination thereof. In the above-described embodiments, the various steps or methods may be implemented in software or firmware stored in a memory and executed by a suitable instruction execution system. As with the other embodiments, if implemented in hardware, may be implemented using any one or combination of the following techniques, as is well known in the art: discrete logic circuits having logic gates for implementing logic functions on data signals, application specific integrated circuits having suitable combinational logic gates, programmable Gate Arrays (PGAs), field Programmable Gate Arrays (FPGAs), and the like.

Those of ordinary skill in the art will appreciate that all or a portion of the steps carried out in the method of the above-described embodiments may be implemented by a program to instruct related hardware, where the program may be stored in a computer readable storage medium, and where the program, when executed, includes one or a combination of the steps of the method embodiments.

In addition, each functional unit in the embodiments of the present application may be integrated in one processing module, or each unit may exist alone physically, or two or more units may be integrated in one module. The integrated modules may be implemented in hardware or in software functional modules. The integrated modules may also be stored in a computer readable storage medium if implemented in the form of software functional modules and sold or used as a stand-alone product.

The above-mentioned storage medium may be a read-only memory, a magnetic disk or an optical disk, or the like. While embodiments of the present application have been shown and described above, it will be understood that the above embodiments are illustrative and not to be construed as limiting the application, and that variations, modifications, alternatives and variations may be made to the above embodiments by one of ordinary skill in the art within the scope of the application.

Claims

1. The concrete dam deformation analysis method based on multi-measuring point combination calculation is characterized by comprising the following steps of:

Based on the deformation analysis parameters, performing deformation analysis on the concrete dam; wherein,

Determining a dam body horizontal displacement cooperative schedule in deformation analysis parameters of the concrete dam based on the deformation monitoring data, and carrying out deformation analysis on the concrete dam based on the dam body horizontal displacement cooperative schedule, wherein the method comprises the following steps:

Establishing a first space association model of a dam section of a left bank of the dam body and a second space association model of a dam section of a right bank of the dam body according to the plumb line of the representative dam section of the same elevation of the concrete dam or the space plane coordinate measurement value of the deformation monitoring point of the surface of the rear bridge of the dam;

Performing coordinate transformation on a space correlation model curve of a second space correlation model of the right bank dam section of the dam body, and transforming the space correlation model curve into a first quadrant of Cartesian coordinates;

Calculating the correlation of the first spatial correlation model of the left dam section of the dam body and the second spatial correlation model of the right dam section of the dam body by adopting the pearson correlation coefficient, and describing the displacement cooperative scheduling of the first spatial correlation model of the left dam section of the dam body and the second spatial correlation model of the right dam section of the dam body at the present time by adopting the correlation;

Fitting the coordination degree of the first space association model of the dam section of the left bank of the dam body and the second space association model of the dam section of the right bank of the dam body to construct a third time sequence prediction model; the third time sequence prediction model is used for predicting the degree of coordination of the latest period of the first space association model of the left bank dam segment of the dam body and the second space association model of the right bank dam segment of the dam body;

Comparing the latest first-period coordination degree predicted value obtained through calculation of the third time sequence prediction model with the coordination degree calculated according to actual measurement in the latest first period, and quantitatively analyzing whether the displacement coordination degree of the dam sections at the left and right sides of the current period has mutation or exceeds the amplitude of a third preset threshold value in comparison with the previous period so as to analyze asymmetric mutation and trend development of the displacement of the dam sections at the left and right sides of the dam;

determining the micro deformation between dam body layers in the deformation analysis parameters of the concrete dam based on the deformation monitoring data, and carrying out deformation analysis on the concrete dam based on the micro deformation between dam body layers, wherein the method comprises the following steps:

Fitting correlation coefficients of the dam interlayer micro-deformation space correlation curves to obtain an eighth time sequence prediction model; the eighth time sequence prediction model is used for predicting a correlation coefficient of the latest first period of the inter-dam micro-deformation space correlation curve;

and comparing the correlation coefficient predicted value of the latest first period calculated by the eighth time sequence prediction model with the correlation coefficient calculated according to actual measurement in the latest first period, and quantitatively analyzing whether the layered micro-deformation of the dam body in the current period has mutation or exceeds the amplitude of an eighth preset threshold value in comparison with the previous period so as to analyze the potential trend change of the concrete material due to internal and external factors.

2. The concrete dam deformation analysis method based on multi-measuring point combination calculation according to claim 1, wherein determining a dam foundation deformation vertical distribution in deformation analysis parameters of the concrete dam based on the deformation monitoring data, and performing deformation analysis on the concrete dam based on the dam foundation deformation vertical distribution, comprises:

Determining the theoretical maximum deformation of the concrete dam plumb line based on the calculation function;

Determining a vertical line depth value representing the inverted vertical line of the deformation depth of the dam foundation based on the ratio of the deformation amount of different inverted vertical lines to the theoretical maximum deformation amount, and taking the vertical line depth value as a basic deformation vertical distribution calculation value;

Fitting the dam foundation deformation vertical distribution calculated values to construct a first time sequence prediction model; the first time sequence prediction model is used for predicting a calculated value of the latest period of the vertical distribution of the deformation of the dam foundation;

3. The method for analyzing deformation of a concrete dam based on multi-measuring point combination calculation according to claim 1, wherein determining an overall horizontal displacement of a dam body in deformation analysis parameters of the concrete dam based on the deformation monitoring data, and performing deformation analysis on the concrete dam based on the overall horizontal displacement of the dam body, comprises:

Establishing a space correlation model for representing the integral horizontal displacement of the dam body according to the measured value of the space plane coordinates of the same Gao Chengzheng vertical line of the representative dam section of the concrete dam or the surface deformation monitoring point of the back catwalk;

Comparing the latest first-period correlation coefficient predicted value calculated by the second time sequence prediction model with the similarity coefficient of the typical elevation horizontal displacement duration space correlation curve calculated according to the latest first-period actual measurement, and quantitatively analyzing whether the current dam body overall horizontal displacement has abrupt change or amplitude exceeding a second preset threshold value in comparison with the previous period so as to analyze the overall displacement condition of different elevation planes of the concrete dam.

4. The method for analyzing deformation of a concrete dam based on multi-measuring point combination calculation according to claim 1, wherein determining integral deflection of a dam segment in deformation analysis parameters of the concrete dam based on the deformation monitoring data, and performing deformation analysis on the concrete dam based on the integral deflection of the dam segment, comprises:

Selecting a vertical line from top to bottom of the representative dam section of the concrete dam to arrange corresponding elevations along river displacement variables and measuring points, and establishing a dam space association model;

5. The method for analyzing deformation of a concrete dam based on multi-measuring point combination calculation according to claim 1, wherein determining integral dam body settlement in deformation analysis parameters of the concrete dam based on the deformation monitoring data, and performing deformation analysis on the concrete dam based on the integral dam body settlement, comprises:

6. The method for analyzing deformation of a concrete dam based on multi-measuring point combination calculation according to claim 1, wherein determining a degree of overall opening and closing of a base surface in deformation analysis parameters of the concrete dam based on the deformation monitoring data, and performing deformation analysis on the concrete dam based on the degree of overall opening and closing of the base surface, comprises:

Fitting correlation coefficients of the spatial correlation curve of the opening degree of the base surface seam, and constructing a sixth time sequence prediction model; the sixth time sequence prediction model is used for predicting a correlation coefficient of the latest period of the spatial correlation curve of the opening and closing degree of the base surface;

And comparing the latest first-period correlation coefficient predicted value obtained through calculation of the sixth time sequence prediction model with the correlation coefficient calculated according to actual measurement in the latest first period, and quantitatively analyzing whether the integral opening and closing degree of the current construction base surface has mutation or amplitude exceeding a sixth preset threshold value in comparison with the previous period so as to analyze the anti-skidding stability of the dam foundation.

7. The method for analyzing deformation of a concrete dam based on multi-measuring point combination calculation according to claim 1, wherein determining an overall opening and closing degree of a structural joint in deformation analysis parameters of the concrete dam based on the deformation monitoring data, and performing deformation analysis on the concrete dam based on the overall opening and closing degree of the structural joint, comprises:

Fitting correlation coefficients of the spatial correlation curves of the opening and closing degree of the structural joint surface, and constructing a seventh time sequence prediction model; the seventh time sequence prediction model is used for predicting a correlation coefficient of the latest period of the spatial correlation curve of the opening and closing degree of the structural joint surface;

And comparing the correlation coefficient predicted value of the latest first period obtained through calculation of the seventh time sequence prediction model with the correlation coefficient calculated according to actual measurement of the latest first period, and quantitatively analyzing whether the integral opening and closing degree of the structural joint of the current period has mutation or exceeds the amplitude of a seventh preset threshold value in comparison with the previous period so as to analyze the actual working condition of the structural joint of the running period.

8. The utility model provides a concrete dam deformation analysis device based on combination of many measurement stations is calculated which characterized in that includes:

the deformation analysis module is used for carrying out deformation analysis on the concrete dam based on the deformation analysis parameters; wherein,

The parameter calculation module determines a dam body horizontal displacement cooperative schedule in deformation analysis parameters of the concrete dam based on the deformation monitoring data, and the deformation analysis module performs deformation analysis on the concrete dam based on the dam body horizontal displacement cooperative schedule, and the method comprises the following steps:

The parameter calculation module determines the micro deformation between the dam body layers in the deformation analysis parameters of the concrete dam based on the deformation monitoring data, and the deformation analysis module performs deformation analysis on the concrete dam based on the micro deformation between the dam body layers, and the method comprises the following steps:

9. An electronic device, comprising: a processor, and a memory communicatively coupled to the processor;

The memory stores computer-executable instructions;

The processor executes computer-executable instructions stored in the memory to implement the method of any one of claims 1-7.

10. A computer readable storage medium having stored therein computer executable instructions which when executed by a processor are adapted to carry out the method of any one of claims 1-7.