CN115525960B - Stability analysis method for sinking of double-wall steel cofferdam in heterogeneous riverbed - Google Patents

Stability analysis method for sinking of double-wall steel cofferdam in heterogeneous riverbed Download PDF

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CN115525960B
CN115525960B CN202211502817.XA CN202211502817A CN115525960B CN 115525960 B CN115525960 B CN 115525960B CN 202211502817 A CN202211502817 A CN 202211502817A CN 115525960 B CN115525960 B CN 115525960B
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soil layer
fluctuation range
cohesive force
random field
irregular
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CN115525960A (en
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马沃原
王术飞
黄勇军
石柱
彭文耀
项超群
陈时通
刘泽亚
谢志军
钟文
盛启焜
陈嘉祺
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Central South University
Hunan Road and Bridge Construction Group Co Ltd
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Hunan Road and Bridge Construction Group Co Ltd
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    • G06F30/10—Geometric CAD
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    • G06F30/00—Computer-aided design [CAD]
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Abstract

The invention provides a stability analysis method for sinking of a double-wall steel cofferdam in a heterogeneous riverbed, which comprises the following steps: 1. establishing a two-dimensional model of a riverbed and a double-wall steel cofferdam; 2. dividing a two-dimensional model of a riverbed and a double-wall steel cofferdam into a plurality of irregular soil layer areas; 3. generating and recording block stone data of each irregular soil layer area; 4. determining a random field statistical parameter; 5. calculating the mean value, the variation coefficient, the vertical fluctuation range and the horizontal fluctuation range of the cohesive force c and the internal friction angle phi; 6. generating random field data of cohesive force c of each irregular soil layer area and random field data of an internal friction angle phi; 7. constructing a two-dimensional model of the heterogeneous riverbed and the double-wall steel cofferdam; 8. and analyzing the two-dimensional models of the heterogeneous riverbed and the double-wall steel cofferdam based on the Abaqu. The invention constructs a two-dimensional model which accords with the actual heterogeneous riverbed and the double-wall steel cofferdam, and effectively improves the accuracy of the sinking stability analysis of the double-wall steel cofferdam in the heterogeneous riverbed.

Description

Stability analysis method for sinking of double-wall steel cofferdam in heterogeneous riverbed
Technical Field
The invention relates to a stability analysis method for sinking of a double-wall steel cofferdam in a heterogeneous riverbed, belonging to the field of engineering geological survey analysis.
Background
The double-wall steel cofferdam is widely used as a temporary facility for bridge foundation construction, and provides a waterless construction environment for a bearing platform through a double-wall steel body and bottom sealing concrete. However, the water flow and the action between the riverbed and the double-wall steel cofferdam affect the stability of the riverbed and the double-wall steel cofferdam, and particularly, the influence is greater in a heterogeneous complex riverbed, so that the progress and the quality of the project are affected.
Generally, when the stability analysis is performed on the heterogeneous soil body based on the random field method, most researches are that only one group of random field statistical parameters is adopted to generate random field data, different statistical parameters are not adopted for different soil bodies, and for the research on the random field problem of the layered soil body, more rules are layered, the research on irregular layering is less, for example, in the hierarchical slope reliability analysis considering the spatial variability proposed by Zhao Lianheng [1], regular layering is performed on a slope model, the upper layer and the lower layer have the same autocorrelation coefficient, variation coefficient, fluctuation range and the like, and only one group of random field data is considered; in addition, in the existing research, the influence of a single soil body parameter is mostly considered, but the situation of multi-parameter cross correlation influence is not considered, which is not in line with the actual situation, so that a certain deviation exists between the analysis result and the actual situation.
In the heterogeneous riverbed, the influence of water flow, the heterogeneous riverbed and the double-wall steel cofferdam greatly influences the stability of the riverbed and the double-wall steel cofferdam, so that an analysis method closer to the actual engineering condition is urgently needed to be provided, and a more referential analysis result is provided for engineering construction.
Reference documents:
[1] zhao Lianheng, dong Xiaoyang, hu Shigong, levoshi, pan Qiujing layered slope reliability analysis considering spatial variability [ J ]. Proceedings of railroad science and engineering 2021,18 (12): 3180-3187.
Disclosure of Invention
Aiming at the problems to be solved, the invention provides a stability analysis method after sinking of a double-wall steel cofferdam in a heterogeneous riverbed, which divides a two-dimensional model of the riverbed and the double-wall steel cofferdam into a plurality of irregular areas according to soil information, generates corresponding random field data by using different statistical parameters for different irregular areas and randomly assigns the random field data to the corresponding irregular areas, and simultaneously generates rock block data according to different irregular areas and randomly assigns the rock block data to the corresponding irregular areas so as to generate the two-dimensional model of the heterogeneous riverbed and the double-wall steel cofferdam.
In order to solve the technical problem, the invention provides a method for analyzing the sinking stability of a double-wall steel cofferdam in a heterogeneous riverbed, which comprises the following steps:
step 1: collecting images of a riverbed and a double-wall steel cofferdam in an engineering area, and establishing a two-dimensional model of the riverbed and the double-wall steel cofferdam in Abaqus according to the collected images;
step 2: collecting riverbed soil information of an engineering area, dividing a two-dimensional model of a riverbed and a double-wall steel cofferdam into a plurality of irregular soil layer areas according to the riverbed soil information, and establishing a plurality of networks for each irregular soil layer area;
and step 3: acquiring a two-dimensional projection of the block stone of each irregular soil layer area of the engineering area, constructing a block stone polygon of each irregular soil layer area through MATLAB according to the acquired two-dimensional projection of the block stone, and recording vertex coordinate data of the block stone polygon of each irregular soil layer area;
and 4, step 4: determining a statistical parameter of the random field as cohesionc and angle of internal friction
Figure GDA0004063960180000021
And 5: according to the soil body sample taken on site, the cohesive force c and the internal friction angle of each irregular soil layer area are measured by soil tests
Figure GDA0004063960180000022
Calculating the value ranges of the mean value and the variation coefficient of the corresponding cohesive force c by using a mathematical statistical method, and calculating the value ranges of the vertical fluctuation range and the horizontal fluctuation range of the corresponding cohesive force c by using an autocorrelation function method according to the mean value, the variation coefficient and the cross-correlation coefficient of the cohesive force c, and the internal friction angle ^ or>
Figure GDA0004063960180000023
The value ranges of the mean value, the variation coefficient, the vertical fluctuation range and the horizontal fluctuation range of the cohesive force c are respectively consistent with the value range calculation methods of the mean value, the variation coefficient, the vertical fluctuation range and the horizontal fluctuation range of the cohesive force c;
and 6: respectively selecting the average value, the variation coefficient, the vertical fluctuation range and the horizontal fluctuation range of the cohesive force c of each irregular soil layer area and the internal friction angle of each irregular soil layer area according to the result of the step 5
Figure GDA0004063960180000024
Respectively generating a random field of the cohesive force c of each irregular soil layer area and an internal friction angle ^ based on Cholesky midpoint method>
Figure GDA0004063960180000025
Respectively obtaining the random field data and the internal friction angle of the corresponding cohesive force c>
Figure GDA0004063960180000026
Random field data of (a);
and 7: bonding each irregular soil layer areaConvergence c random field data and internal friction angle
Figure GDA0004063960180000027
Random field data are randomly given to corresponding irregular soil layer areas of the two-dimensional models of the riverbed and the double-wall steel cofferdam, and the stones are randomly given to the corresponding irregular soil layer areas of the two-dimensional models of the riverbed and the double-wall steel cofferdam through polygonal vertex coordinate data of the stones so as to construct the two-dimensional models of the heterogeneous riverbed and the double-wall steel cofferdam;
and 8: and analyzing the two-dimensional models of the heterogeneous riverbed and the double-wall steel cofferdam based on Abaqus finite element analysis.
Further, the step of generating random field data of cohesive force c of a non-regular soil layer area specifically comprises:
6.1 extracting the X coordinate and the Y coordinate of each network node of the irregular soil layer area, and calculating the X coordinate and the Y coordinate of the central node of each network of the irregular soil layer area, wherein the X coordinate of the central node of each network of the irregular soil layer area is the mean value of the X coordinates of all the nodes of the network, and the Y coordinate of the central node of each network of the irregular soil layer area is the mean value of the Y coordinates of all the nodes of the network;
6.2, generating a relevant standard Gaussian random field of the cohesive force c of each network of the irregular soil layer area by using the values of the mean value, the variation coefficient, the horizontal fluctuation range and the vertical fluctuation range of the soil body parameters of the irregular soil layer area and the X coordinate and the Y coordinate of the central node of each network of the irregular soil layer area determined in the step 6.1, indexing the relevant standard Gaussian random field of the cohesive force c of each network of the irregular soil layer area to obtain the random field of the cohesive force c of each network of the irregular soil layer area, and obtaining the random field data of the cohesive force c of each network of the irregular soil layer area to obtain the random field data of the cohesive force c of each network of the irregular soil layer area, wherein the random field data is specifically:
generating an independent standard normal random sample matrix xi by utilizing Latin hypercube samples, wherein the matrix xi is as follows:
Figure GDA0004063960180000031
in which ξ c 、
Figure GDA0004063960180000032
Sample vectors for the cohesion c of the irregular soil layer area and the cohesion c of the irregular soil layer area, respectively;
mean value mu of cohesive force c through the irregular soil layer area c Coefficient of variation COV c Calculating the mean value μ of the normal variable lnc lnc And standard deviation σ lnc ：
Figure GDA0004063960180000033
Figure GDA0004063960180000034
For standard normal space equivalent cross correlation coefficient matrix R 0 Cholesky decomposition was performed as follows:
Figure GDA0004063960180000035
Figure GDA0004063960180000041
wherein +>
Figure GDA0004063960180000042
Is a cross-correlation coefficient, takes a value of-0.5, <' > or>
Figure GDA0004063960180000043
Is R 0 Lower triangular matrix of S 1 Is R 0 Upper triangular matrix of
Will be provided with
Figure GDA0004063960180000044
Multiplying xi to obtain a related standard normal random sample matrix as follows:
Figure GDA0004063960180000045
the vertical fluctuation range delta of the cohesive force c of the irregular soil layer area v And horizontal fluctuation range delta h Acquiring a cohesive force c autocorrelation coefficient matrix K of the irregular soil layer area by adopting an exponential autocorrelation function;
performing Cholesky decomposition on the autocorrelation coefficient matrix K, as follows:
Figure GDA0004063960180000046
Figure GDA0004063960180000047
where ρ is ij For random field data calculated by an autocorrelation function, when i equals j, ρ ij Is 1, <' > based on>
Figure GDA0004063960180000048
Lower triangular matrix of K, S 2 An upper triangular matrix of K;
obtaining a standard Gaussian random field of cohesive force c
Figure GDA0004063960180000049
The following formula:
Figure GDA0004063960180000051
to pair
Figure GDA0004063960180000052
Obtaining the random field of the cohesive force c of each network of the irregular soil layer area by taking an index, and obtaining the random of the cohesive force c of each network of the irregular soil layer areaAnd field data, thereby obtaining random field data of the cohesive force c of the irregular soil layer region, as follows: />
Figure GDA0004063960180000053
6.3 the steps of generating the random field data of the internal friction angle phi of the irregular soil layer region are consistent with the steps of generating the random field data of the cohesive force c of the irregular soil layer region except that the internal friction angle phi autocorrelation coefficient matrix of each network of the irregular soil layer region is obtained by adopting a Gaussian autocorrelation function.
6.4 generating cohesive force c random field data and internal friction angle phi random field data of other irregular soil layer areas according to the steps 6.1 to 6.3.
Further, the number of the irregular soil layer areas in the step 2 is three, and the irregular soil layer areas are respectively fine sand irregular soil layer areas, clay irregular soil layer areas and coarse sand irregular soil layer areas.
Further, the value range of the random field statistical parameter of the fine sand irregular soil layer region of the engineering region is specifically as follows: the average value, the variation coefficient, the vertical fluctuation range and the horizontal fluctuation range of the cohesive force c are respectively 0-4, 0.28-0.43, 0.37-1.15 m and 41.4-58.2 m, and the average value, the variation coefficient, the vertical fluctuation range and the horizontal fluctuation range of the internal friction angle phi are respectively 20-32, 0.17-0.34,0.17-0.76 m and 36.8-47.4 m;
the value range of the random field statistical parameters of the clay irregular soil layer area in the engineering area is specifically as follows: the average value, the variation coefficient, the vertical fluctuation range and the horizontal fluctuation range of the cohesive force c are respectively 15-30, 0.1-0.3, 0.9-3.6 m and 46.8-58.7 m, and the average value, the variation coefficient, the vertical fluctuation range and the horizontal fluctuation range of the internal friction angle phi are respectively 13-28, 0.18-0.27, 1.4-4.7 m and 43.7-52.8 m;
the value range of the random field statistical parameters of the coarse sand irregular soil layer area of the engineering area is specifically as follows: the average value, the variation coefficient, the vertical fluctuation range and the horizontal fluctuation range of the cohesive force c are respectively 0-4, 0.28-0.43, 0.37-1.15 m and 41.4-58.2 m, and the average value, the variation coefficient, the vertical fluctuation range and the horizontal fluctuation range of the internal friction angle phi are respectively 20-32, 0.17-0.34,0.17-0.76 m and 36.8-47.4 m.
Further, the random field statistical parameters of the fine sand irregular soil layer region of the engineering region are specifically as follows: the average value, the variation coefficient, the vertical fluctuation range and the horizontal fluctuation range of the cohesive force c are respectively 3m, 0.3 m, 0.4m and 45m, and the average value, the variation coefficient, the vertical fluctuation range and the horizontal fluctuation range of the internal friction angle phi are respectively 30 m, 0.2 m, 0.52m and 43m;
the random field statistical parameter value of the clay irregular soil layer area in the engineering area is specifically as follows: the average value, the variation coefficient, the vertical fluctuation range and the horizontal fluctuation range of the cohesive force c are respectively 21 m, 0.15 m, 3m and 50m, and the average value, the variation coefficient, the vertical fluctuation range and the horizontal fluctuation range of the internal friction angle phi are respectively 23 m, 0.2 m, 2.7m and 47.3m;
the values of the random field statistical parameters of the coarse sand irregular soil layer region in the engineering region are specifically as follows: the average value, the coefficient of variation, the vertical fluctuation range and the horizontal fluctuation range of the cohesive force c are respectively 1, 0.4, 0.6m and 43m, and the average value, the coefficient of variation, the vertical fluctuation range and the horizontal fluctuation range of the internal friction angle phi are respectively 29, 0.3, 0.48m and 41m.
Compared with the prior art, the invention has the following beneficial effects:
(1) The method comprises the steps of constructing a two-dimensional model of a heterogeneous riverbed and a double-wall steel cofferdam, considering the irregular layering condition of soil of the riverbed on the basis of the spatial variability of soil body parameters, dividing the riverbed into a plurality of irregular soil layer areas according to the soil condition of the riverbed, performing soil tests on the soil of each irregular soil layer area to obtain the soil body statistical parameters of each irregular soil layer area, generating random field data by adopting corresponding statistical parameters for each irregular soil layer area, wherein the statistical parameters comprise soil body parameter cohesive force c and internal friction angle
Figure GDA0004063960180000061
And each irregular soil layer area is collected in batches through an aggregate image analysis system AIMS2And carrying out two-dimensional projection on the block stones of the region to obtain coordinate information of important points of the block stone external contour line of each irregular soil layer region, then generating a block stone polygon through Matlab, and randomly endowing the block stone polygon of each irregular soil layer region to the corresponding irregular soil layer region to generate a two-dimensional model which accords with an actual heterogeneous riverbed and a double-wall steel cofferdam, so that the accuracy of sinking stability analysis of the double-wall steel cofferdam in the heterogeneous riverbed is effectively improved, and a reasonable basis can be provided for construction operation of the double-wall steel cofferdam.
(2) The random field data of the soil body parameter c are generated by adopting the exponential autocorrelation function, and the random field data of the internal friction angle phi are generated by adopting the Gaussian autocorrelation function, so that the calculation error is reduced while the calculation efficiency is ensured.
Drawings
FIG. 1 is a schematic flow chart of the present invention.
Fig. 2 is a stress cloud diagram of the riverbed and the double-wall steel cofferdam of the embodiment of the invention.
Fig. 3 is a stress cloud deformation diagram of the riverbed and the double-wall steel cofferdam of the embodiment of the invention.
Fig. 4 is a sliding displacement cloud picture of the riverbed and the double-wall steel cofferdam of the embodiment of the invention.
Fig. 5 is a diagram illustrating the deformation of the riverbed and the double-wall steel cofferdam due to sliding displacement cloud in the embodiment of the invention.
Fig. 6 is an enlarged view of a portion of a deformation in fig. 5.
Fig. 7 is a diagram for analyzing the deformation data of the riverbed soil body on the inner side of the cofferdam when the double-wall steel cofferdam of the embodiment of the invention sinks to different depths.
Fig. 8 is a stress cloud plot of an inventive riverbed and double-walled steel cofferdam of a comparative example of the invention (no random field data assigned).
Fig. 9 is a sliding displacement cloud of an inventive riverbed and double-walled steel cofferdam of a comparative example of the present invention (no random field data assigned).
FIG. 10 is a diagram illustrating data analysis of bending moment stress applied to a double-wall steel cofferdam in accordance with an embodiment of the present invention.
FIG. 11 is a graph showing the analysis of pressure data on the sidewall of a double-walled steel cofferdam according to an embodiment of the present invention when it is submerged to a different depth.
Fig. 12 is a two-dimensional model diagram of a non-homogeneous riverbed and a double-walled steel cofferdam according to an embodiment of the present invention.
Detailed Description
The present invention will be described in detail below with reference to examples and the accompanying drawings. It should be noted that the embodiments and features of the embodiments of the present invention may be combined with each other without conflict.
Referring to fig. 1, the method for analyzing the stability of the sinking of the double-wall steel cofferdam in the heterogeneous riverbed comprises the following steps:
step 1: collecting images of a riverbed and a double-wall steel cofferdam in an engineering area, establishing a two-dimensional model of the riverbed and the double-wall steel cofferdam in Abaqus according to the collected images, and preferably aerial-photographing the images of the riverbed and the double-wall steel cofferdam by an unmanned aerial vehicle;
step 2: collecting riverbed soil information of an engineering area, dividing a two-dimensional model of a riverbed and a double-wall steel cofferdam into a plurality of irregular soil layer areas according to the riverbed soil information, establishing a plurality of networks for each irregular soil layer area, and preferably selecting 2000 networks for each irregular soil layer area;
and 3, step 3: acquiring a two-dimensional projection of the block stone of each irregular soil layer region of the engineering region, constructing a block stone polygon of each irregular soil layer region through MATLAB according to the acquired two-dimensional projection of the block stone, and recording vertex coordinate data of the block stone polygon of each irregular soil layer region;
optionally, step 3 specifically includes the following steps:
3.1 constructing the block stone polygons of the acquired block stone two-dimensional projection through MATLAB, and calculating the length of a long axis of each block stone polygon, wherein the long axis is the longest diagonal of each block stone polygon;
3.2, zooming each block stone polygon, zooming the x coordinates of all the vertexes of each block stone polygon, and zooming the y coordinates of all the vertexes of each block stone polygon until the length of the long axis of each block stone polygon is between two screen sizes, wherein the screen sizes are determined according to actual conditions;
3.3, each zoomed block stone polygon is rotated clockwise, and the rotating angles are randomly distributed.
3.4 recording the vertex coordinate data of each rotated block stone polygon;
and 4, step 4: determining the statistical parameters of the random field as cohesive force c and internal friction angle
Figure GDA0004063960180000071
Considering multi-parameter cross-correlation effects;
and 5: based on the soil samples taken on site, the cohesive force c and the internal friction angle of each irregular soil layer area are measured through a soil test
Figure GDA0004063960180000081
Calculating the value range of the mean value and the variation coefficient of the cohesive force c of each irregular soil layer area and the inner friction angle->
Figure GDA0004063960180000082
According to the mean value, the variation coefficient and the cross-correlation coefficient of the cohesive force c, the value ranges of the vertical fluctuation range and the horizontal fluctuation range of the cohesive force c and the internal friction angle ^ are calculated by utilizing an autocorrelation function method>
Figure GDA0004063960180000083
The value ranges of the vertical fluctuation range and the horizontal fluctuation range of the cohesive force c are respectively consistent with the value range calculation methods of the vertical fluctuation range and the horizontal fluctuation range of the cohesive force c;
preferably, the mean value of the cohesive force c is obtained by regression analysis, the variance of the cohesive force c is obtained by variance analysis, the covariance of the cohesive force c is obtained by covariance analysis, the variation coefficient of the cohesive force c is obtained by chi-square analysis according to the mean value and the variance of the cohesive force c, and the internal friction angle is obtained by regression analysis
Figure GDA0004063960180000084
Is measured by analysis of variance to obtain the internal friction angle ≥>
Figure GDA0004063960180000085
Is analyzed by covariance to obtain the internal friction angle->
Figure GDA0004063960180000086
According to the covariance of the internal friction angle->
Figure GDA0004063960180000087
The mean and the variance of (A) are analyzed by chi-square to obtain the internal friction angle->
Figure GDA0004063960180000088
Coefficient of variation of (a);
step 6: determining the values of the mean value, the variation coefficient, the vertical fluctuation range and the horizontal fluctuation range of the cohesive force c according to the mean value, the variation coefficient, the vertical fluctuation range and the horizontal fluctuation range of the cohesive force c of each irregular soil layer area of the engineering area determined in the step 5, and determining the internal friction angle of each irregular soil layer area of the engineering area determined in the step 5
Figure GDA0004063960180000089
The value ranges of the mean value, the coefficient of variation, the vertical fluctuation range and the horizontal fluctuation range of the angle of friction are determined correspondingly>
Figure GDA00040639601800000810
Respectively generating a random field of cohesive force c of each irregular soil layer area and an internal friction angle (H & E) based on Cholesky midpoint method>
Figure GDA00040639601800000811
Respectively obtaining random field data of cohesive force c of each irregular soil layer area and an internal friction angle->
Figure GDA00040639601800000812
Random field data of (a);
further, the step of generating random field data of cohesive force c of a non-regular soil layer area specifically comprises:
6.1 extracting the X coordinate and the Y coordinate of each network node of the irregular soil layer area, and calculating the X coordinate and the Y coordinate of the central node of each network of the irregular soil layer area, wherein the X coordinate of the central node of each network of the irregular soil layer area is the mean value of the X coordinates of all the nodes of the network, and the Y coordinate of the central node of each network of the irregular soil layer area is the mean value of the Y coordinates of all the nodes of the network;
6.2 generating a relevant standard Gaussian random field of the cohesive force c of each network of the irregular soil layer area by adopting the mean value, the variation coefficient, the horizontal fluctuation range and the vertical fluctuation range of the soil body parameter cohesive force c of the irregular soil layer area determined in the step 5 and the X coordinate and the Y coordinate of the central node of each network of the irregular soil layer area determined in the step 6.1, indexing the relevant standard Gaussian random field of the cohesive force c of each network of the irregular soil layer area to obtain a random field of the cohesive force c of each network of the irregular soil layer area, and obtaining random field data of the cohesive force c of each network of the irregular soil layer area to obtain the random field data of the cohesive force c of the irregular soil layer area, wherein the specific is as follows:
generating an independent standard normal random sample matrix xi by utilizing Latin hypercube samples, wherein the matrix xi is as follows:
Figure GDA0004063960180000091
in which ξ c 、
Figure GDA0004063960180000092
Sample vectors for the cohesion c of the irregular soil layer area and the cohesion c of the irregular soil layer area, respectively;
mean value mu of cohesive force c through the irregular soil layer area c Coefficient of variation COV c Calculating the mean value mu of the normal variable lnc lnc And standard deviation σ lnc ：
Figure GDA0004063960180000093
Figure GDA0004063960180000094
For standard normal space equivalent cross correlation coefficient matrix R 0 Cholesky decomposition was performed as follows:
Figure GDA0004063960180000095
Figure GDA0004063960180000096
wherein +>
Figure GDA0004063960180000097
Is a cross-correlation coefficient, takes a value of-0.5, <' > or>
Figure GDA0004063960180000098
Is R 0 Is based on the lower triangular matrix, and>
Figure GDA0004063960180000099
is R 0 Upper triangular matrix of
Will be provided with
Figure GDA00040639601800000910
Multiplying xi to obtain a related standard normal random sample matrix as follows:
Figure GDA0004063960180000101
through the vertical fluctuation range delta of the cohesive force c of the irregular soil layer area v And horizontal fluctuation range delta h Acquiring a cohesive force c autocorrelation coefficient matrix K of the irregular soil layer area by adopting an exponential autocorrelation function with high calculation efficiency;
performing Cholesky decomposition on the autocorrelation coefficient matrix K, as follows:
Figure GDA0004063960180000102
Figure GDA0004063960180000103
where ρ is ij For random field data calculated by an autocorrelation function, when i equals j, ρ ij Is 1, <' > based on>
Figure GDA0004063960180000104
Lower triangular matrix of K, S 2 An upper triangular matrix of K.
Obtaining a standard Gaussian random field of cohesive force c
Figure GDA0004063960180000105
The following formula:
Figure GDA0004063960180000106
to pair
Figure GDA0004063960180000107
Obtaining an index to obtain a random field of the cohesive force c of each network of the non-regular soil layer area, and obtaining random field data of the cohesive force c of each network of the non-regular soil layer area, so as to obtain the random field data of the cohesive force c of the non-regular soil layer area, wherein the random field data comprises the following formula:
Figure GDA0004063960180000108
6.3 generating internal friction Angle of this irregular soil layer region
Figure GDA0004063960180000111
In the step of random field data, except using a Gaussian autocorrelation function with small resulting errorsObtaining the internal friction angle of each network of the irregular soil layer area>
Figure GDA0004063960180000112
The other steps except the autocorrelation coefficient matrix are consistent with the step of generating random field data of the cohesive force c of the irregular soil layer area.
6.4 generating cohesive force c random field data and internal friction angle of other irregular soil layer areas according to the steps 6.1 to 6.3
Figure GDA0004063960180000113
Random field data;
and 7: the cohesive force c of each irregular soil layer area is subjected to random field data and internal friction angle
Figure GDA0004063960180000114
Random field data are randomly given to corresponding irregular soil layer areas of the two-dimensional models of the riverbed and the double-wall steel cofferdam, and meanwhile, stones are randomly given to corresponding irregular soil layer areas of the two-dimensional models of the riverbed and the double-wall steel cofferdam through polygonal vertex coordinate data of the stones and corresponding material attribute parameters of the stones are given to the stones so as to construct the two-dimensional models of the heterogeneous riverbed and the double-wall steel cofferdam;
and step 8: analyzing a two-dimensional model of the heterogeneous riverbed and the double-wall steel cofferdam based on Abaqus finite element analysis to obtain the stress and displacement deformation conditions of a riverbed soil body when the double-wall steel cofferdam sinks under the condition of the heterogeneous riverbed, and simultaneously obtaining the soil pressure law stressed by the side wall of the double-wall steel cofferdam and the deformation law of the soil body on the inner wall of the cofferdam, providing a theoretical reference basis for the sinking construction of the double-wall steel cofferdam, and taking corresponding measures for keeping the sinking stability of important parts of the double-wall steel cofferdam sinking according to the pressure law stressed by the side wall of the double-wall steel cofferdam; according to the deformation rule of the soil body on the inner wall of the cofferdam, the mud suction operation can be correspondingly performed on the places with larger uplift deformation, so that the stability and smoothness of the sinking of the cofferdam are kept.
Example (b): the number of the irregular soil layer areas is three, and the irregular soil layer areas are respectively a fine sand irregular soil layer area, a clay irregular soil layer area and a coarse sand irregular soil layer area;
the value range of the random field statistical parameters of the fine sand irregular soil layer area of the engineering area is specifically as follows: the average value, the variation coefficient, the vertical fluctuation range and the horizontal fluctuation range of the cohesive force c are respectively 0 to 4, 0.28 to 0.43, 0.37 to 1.15m and 41.4 to 58.2m, and the internal friction angle
Figure GDA0004063960180000115
The average value, the variation coefficient, the vertical fluctuation range and the horizontal fluctuation range of the wave energy are respectively 20 to 32, 0.17 to 0.34,0.17 to 0.76m and 36.8 to 47.4m;
the value range of the random field statistical parameters of the clay irregular soil layer area in the engineering area is specifically as follows: the average value, the variation coefficient, the vertical fluctuation range and the horizontal fluctuation range of the cohesive force c are respectively 15-30, 0.1-0.3, 0.9-3.6 m and 46.8-58.7 m, and the internal friction angle is
Figure GDA0004063960180000117
The average value, the variation coefficient, the vertical fluctuation range and the horizontal fluctuation range of the wave-shaping filter are respectively 13-28, 0.18-0.27, 1.4-4.7 m and 43.7-52.8 m;
the value range of the random field statistical parameters of the coarse sand irregular soil layer area of the engineering area is specifically as follows: the average value, the variation coefficient, the vertical fluctuation range and the horizontal fluctuation range of the cohesive force c are respectively 0 to 4, 0.28 to 0.43, 0.37 to 1.15m and 41.4 to 58.2m, and the internal friction angle
Figure GDA0004063960180000116
The average value, the variation coefficient, the vertical fluctuation range and the horizontal fluctuation range of the wave are respectively 20 to 32, 0.17 to 0.34,0.17 to 0.76m and 36.8 to 47.4m;
the value range of the random field statistical parameters of the fine sand irregular soil layer area of the engineering area is specifically as follows: the average value, the variation coefficient, the vertical fluctuation range and the horizontal fluctuation range of the cohesive force c are respectively 0-4, 0.28-0.43, 0.37-1.15 m and 41.4-58.2 m, and the internal friction angle is
Figure GDA0004063960180000121
The mean value, the coefficient of variation,The vertical fluctuation range and the horizontal fluctuation range are respectively 20 to 32, 0.17 to 0.34,0.17 to 0.76m and 36.8 to 47.4m;
preferably, the value range of the random field statistical parameter of the clay irregular soil layer area in the engineering area is specifically as follows: the average value, the variation coefficient, the vertical fluctuation range and the horizontal fluctuation range of the cohesive force c are respectively 15 to 30, 0.1 to 0.3, 0.9 to 3.6m and 46.8 to 58.7m, and the internal friction angle
Figure GDA0004063960180000122
The average value, the variation coefficient, the vertical fluctuation range and the horizontal fluctuation range of the wave-shaping filter are respectively 13-28, 0.18-0.27, 1.4-4.7 m and 43.7-52.8 m;
the value range of the random field statistical parameters of the coarse sand irregular soil layer area of the engineering area is specifically as follows: the average value, the variation coefficient, the vertical fluctuation range and the horizontal fluctuation range of the cohesive force c are respectively 0-4, 0.28-0.43, 0.37-1.15 m and 41.4-58.2 m, and the internal friction angle is
Figure GDA0004063960180000123
The average value, the variation coefficient, the vertical fluctuation range and the horizontal fluctuation range of the wave energy are respectively 20 to 32, 0.17 to 0.34,0.17 to 0.76m and 36.8 to 47.4m.
According to the steps of the invention, a two-dimensional model of the heterogeneous riverbed and the double-wall steel cofferdam of the embodiment is generated, as shown in fig. 12, the model is closer to the actual situation, as shown in fig. 2 to 5, S represents a stress value, and U represents a displacement value, by comparing with a comparative example without random field data (fig. 8 and 9), the sliding displacement of the riverbed and the double-wall steel cofferdam of the embodiment of the invention is slightly increased, and meanwhile, the stress cloud map layers are not in smooth transition, which shows that the embodiment of the invention is closer to the actual situation, the data is more accurate, and the method provides a practical basis for the sinking stability analysis of the double-wall steel cofferdam in the heterogeneous riverbed.
Referring to fig. 5, 6 and 7, after random field data are given, the soil body of the inner wall of the double-wall steel cofferdam sinks obviously, and the phenomenon of uplift and settlement occurs after the double-wall steel cofferdam sinks, fig. 7 shows that the cofferdam sinks to different depths (3 m,8m,12m and 15m), a deformation condition broken line diagram of the soil body of the inner wall of the double-wall steel cofferdam is obtained, and as can be seen from a riverbed soil body deformation enlarged image and the broken line diagram, the soil surface close to the inner wall of the cofferdam sinks obviously, the soil surface settlement is reduced rapidly and is converted into uplift along with the increase of the distance from the inner wall of the double-wall steel cofferdam, and the uplift value is reduced slowly after the maximum uplift value is reached. According to the result, in the construction process of the double-wall steel cofferdam, the mud suction operation can be performed mainly on the position with larger uplift so as to achieve the best mud suction effect and further ensure the smoothness of the sinking of the cofferdam.
Referring to fig. 10, a diagram for analyzing bending moment stress data of the double-wall steel cofferdam is shown, and it can be known from fig. 10 that after random field data is given, the bending moment of the double-wall steel cofferdam conforms to the normal stress condition.
Referring to FIG. 11, it is a data analysis diagram of the soil pressure applied to the side wall of the double-wall steel cofferdam (3m, 8m,12m, 15m) when the cofferdam of the present invention sinks to different depths. As can be seen from the figure, under the same burial depth, the earth pressure on the side wall of the cofferdam increases approximately linearly along with the increase of the earth depth, reaches the maximum value when the earth depth reaches 2/3 of the burial depth of the cofferdam, then decreases along with the increase of the earth depth, and generally presents a distribution form that the earth pressure increases from top to bottom and then decreases; under the condition of different burial depths, the maximum value of the soil pressure of the side wall and the corresponding soil penetration depth are increased along with the increase of the burial depth. According to the obtained rule, reference can be provided for maintaining the stability of the double-wall steel cofferdam in the construction process of the double-wall steel cofferdam, and corresponding measures for maintaining the stability of the cofferdam can be carried out when the cofferdam sinks to the depth with larger stress in a repeated manner, so that the sinking stability of the cofferdam is ensured.
The foregoing is a more detailed description of the invention in connection with specific preferred embodiments and it is not intended that the invention be limited to these specific details. For those skilled in the art to which the invention pertains, several simple deductions and substitutions can be made without departing from the spirit of the invention, and all shall be considered as belonging to the protection scope of the invention.

Claims (5)

1. A stability analysis method for sinking of a double-wall steel cofferdam in a heterogeneous riverbed is characterized by comprising the following steps:
step 1: collecting images of a riverbed and a double-wall steel cofferdam in an engineering area, and establishing a two-dimensional model of the riverbed and the double-wall steel cofferdam in an Abaqus according to the collected images;
step 2: collecting riverbed soil information of an engineering area, dividing a two-dimensional model of a riverbed and a double-wall steel cofferdam into a plurality of irregular soil layer areas according to the riverbed soil information, and establishing a plurality of networks for each irregular soil layer area;
and step 3: acquiring a two-dimensional projection of the block stone of each irregular soil layer region of the engineering region, constructing a block stone polygon of each irregular soil layer region through MATLAB according to the acquired two-dimensional projection of the block stone, and recording vertex coordinate data of the block stone polygon of each irregular soil layer region;
and 4, step 4: determining statistical parameters of random field as cohesive force c and internal friction angle
Figure FDA0004063960170000011
And 5: according to the soil body sample taken on site, the cohesive force c and the internal friction angle of each irregular soil layer area are measured by soil tests
Figure FDA0004063960170000012
Calculating the value ranges of the mean value and the variation coefficient of the corresponding cohesive force c by using a mathematical statistical method, and calculating the value ranges of the vertical fluctuation range and the horizontal fluctuation range of the corresponding cohesive force c by using an autocorrelation function method according to the mean value, the variation coefficient and the cross-correlation coefficient of the cohesive force c, and the internal friction angle ^ or>
Figure FDA0004063960170000013
The value ranges of the mean value, the variation coefficient, the vertical fluctuation range and the horizontal fluctuation range of the cohesive force c are respectively consistent with the value range calculation methods of the mean value, the variation coefficient, the vertical fluctuation range and the horizontal fluctuation range of the cohesive force c;
step 6: selecting each non-rule according to the result of the step 5The average value, the variation coefficient, the vertical fluctuation range and the horizontal fluctuation range of the cohesive force c of the soil layer areas, and the internal friction angle of each irregular soil layer area
Figure FDA0004063960170000014
Respectively generating a random field of the cohesive force c of each irregular soil layer area and an internal friction angle ^ based on Cholesky midpoint method>
Figure FDA0004063960170000015
Respectively obtaining the random field data and the internal friction angle of the corresponding cohesive force c>
Figure FDA0004063960170000016
Random field data of (a);
and 7: the cohesive force c of each irregular soil layer area is subjected to random field data and internal friction angle
Figure FDA0004063960170000017
Random field data are randomly given to corresponding irregular soil layer areas of the two-dimensional models of the riverbed and the double-wall steel cofferdam, and the rock blocks are randomly given to the corresponding irregular soil layer areas of the two-dimensional models of the riverbed and the double-wall steel cofferdam through polygonal vertex coordinate data of the rock blocks so as to construct the two-dimensional models of the non-homogeneous riverbed and the double-wall steel cofferdam;
and 8: and analyzing the two-dimensional models of the heterogeneous riverbed and the double-wall steel cofferdam based on Abaqus finite element analysis.
2. The method for analyzing the stability of the sinking of the double-wall steel cofferdam in the heterogeneous riverbed as claimed in claim 1, wherein the step of generating the random field data of the cohesive force c of a non-regular soil layer area comprises the following specific steps:
6.1 extracting the X coordinate and the Y coordinate of each network node of the irregular soil layer area, and calculating the X coordinate and the Y coordinate of the central node of each network of the irregular soil layer area, wherein the X coordinate of the central node of each network of the irregular soil layer area is the mean value of the X coordinates of all the nodes of the network, and the Y coordinate of the central node of each network of the irregular soil layer area is the mean value of the Y coordinates of all the nodes of the network;
6.2, generating a relevant standard Gaussian random field of the cohesive force c of each network of the irregular soil layer area by using the values of the mean value, the variation coefficient, the horizontal fluctuation range and the vertical fluctuation range of the soil body parameters of the irregular soil layer area and the X coordinate and the Y coordinate of the central node of each network of the irregular soil layer area determined in the step 6.1, indexing the relevant standard Gaussian random field of the cohesive force c of each network of the irregular soil layer area to obtain the random field of the cohesive force c of each network of the irregular soil layer area, and obtaining the random field data of the cohesive force c of each network of the irregular soil layer area to obtain the random field data of the cohesive force c of each network of the irregular soil layer area, wherein the random field data is specifically:
generating an independent standard normal random sample matrix xi by utilizing Latin hypercube samples, wherein the matrix xi is as follows:
Figure FDA0004063960170000021
in which ξ c 、
Figure FDA0004063960170000022
Sample vectors for the cohesion c of the irregular soil layer area and the cohesion c of the irregular soil layer area, respectively;
mean value mu of cohesive force c through the irregular soil layer area c Coefficient of variation COV c Calculating the mean value μ of the normal variable lnc lnc And standard deviation σ lnc ：
Figure FDA0004063960170000023
Figure FDA0004063960170000024
For standard normal space equivalent cross correlation coefficient matrix R 0 Cholesky decomposition was performed as follows:
Figure FDA0004063960170000031
Figure FDA0004063960170000032
wherein->
Figure FDA0004063960170000033
Is a cross-correlation coefficient, takes a value of-0.5>
Figure FDA0004063960170000034
Is R 0 Lower triangular matrix of S 1 Is R 0 Upper triangular matrix of
Will be provided with
Figure FDA0004063960170000035
And xi ξ Multiplying to obtain a related standard normal random sample matrix, which is as follows:
Figure FDA0004063960170000036
the vertical fluctuation range delta of the cohesive force c of the irregular soil layer area v And horizontal fluctuation range delta h Acquiring a cohesive force c autocorrelation coefficient matrix K of the irregular soil layer area by adopting an exponential autocorrelation function;
performing Cholesky decomposition on the autocorrelation coefficient matrix K, as follows:
Figure FDA0004063960170000037
Figure FDA0004063960170000038
where ρ is ij For random field data calculated by an autocorrelation function, when i equals j, ρ ij Is 1, is->
Figure FDA0004063960170000039
Lower triangular matrix of K, S 2 Upper triangular matrix for K:
obtaining a standard Gaussian random field of cohesive force c
Figure FDA0004063960170000041
The following formula:
Figure FDA0004063960170000042
/>
for is to
Figure FDA0004063960170000043
Obtaining an index to obtain a random field of the cohesive force c of each network of the non-regular soil layer area, and obtaining random field data of the cohesive force c of each network of the non-regular soil layer area, so as to obtain the random field data of the cohesive force c of the non-regular soil layer area, wherein the random field data comprises the following formula:
Figure FDA0004063960170000044
6.3 generating the internal friction angle of the irregular soil layer region
Figure FDA0004063960170000045
In the step of random field data, except that the internal friction angle of each network of the irregular soil layer region is obtained using a Gaussian-type autocorrelation function>
Figure FDA0004063960170000046
The other steps outside the autocorrelation coefficient matrix are consistent with the step of generating random field data of the cohesive force c of the irregular soil layer area;
6.4 generating cohesive force c random field data and internal friction angle of other irregular soil layer areas according to the steps 6.1 to 6.3
Figure FDA0004063960170000049
Random field data.
3. The method for analyzing the subsidence stability of the double-walled steel cofferdam in the heterogeneous riverbed as claimed in claim 2, wherein said irregular soil layer areas of step 2 are three, which are fine sand irregular soil layer areas, clay irregular soil layer areas and coarse sand irregular soil layer areas, respectively.
4. The method for analyzing the stability of the sinking of a double-walled steel cofferdam in a heterogeneous riverbed as claimed in claim 3,
the value range of the random field statistical parameters of the fine sand irregular soil layer area of the engineering area is specifically as follows: the average value, the variation coefficient, the vertical fluctuation range and the horizontal fluctuation range of the cohesive force c are respectively 0 to 4, 0.28 to 0.43, 0.37 to 1.15m and 41.4 to 58.2m, and the internal friction angle
Figure FDA0004063960170000047
The average value, the variation coefficient, the vertical fluctuation range and the horizontal fluctuation range of the wave are respectively 20 to 32, 0.17 to 0.34,0.17 to 0.76m and 36.8 to 47.4m;
the value range of the random field statistical parameters of the clay irregular soil layer area in the engineering area is specifically as follows: the average value, the variation coefficient, the vertical fluctuation range and the horizontal fluctuation range of the cohesive force c are respectively 15-30, 0.1-0.3, 0.9-3.6 m and 46.8-58.7 m, and the internal friction angle is
Figure FDA0004063960170000048
Mean, coefficient of variation, vertical fluctuation ofThe range and the horizontal fluctuation range are respectively 13 to 28, 0.18 to 0.27, 1.4 to 4.7m and 43.7 to 52.8m;
the value range of the random field statistical parameters of the coarse sand irregular soil layer area of the engineering area is specifically as follows: the average value, the variation coefficient, the vertical fluctuation range and the horizontal fluctuation range of the cohesive force c are respectively 0 to 4, 0.28 to 0.43, 0.37 to 1.15m and 41.4 to 58.2m, and the internal friction angle
Figure FDA0004063960170000051
The average value, the variation coefficient, the vertical fluctuation range and the horizontal fluctuation range of the wave-shaping filter are respectively 20 to 32, 0.17 to 0.34,0.17 to 0.76m and 36.8 to 47.4m.
5. The method for analyzing the stability of double-walled steel cofferdam sinking in a heterogeneous riverbed as claimed in claim 4,
the random field statistical parameters of the fine sand irregular soil layer region of the engineering region are as follows: the average value, the variation coefficient, the vertical fluctuation range and the horizontal fluctuation range of the cohesive force c are respectively 3, 0.3, 0.4m and 45m, and the internal friction angle
Figure FDA0004063960170000052
The mean value, the coefficient of variation, the vertical fluctuation range and the horizontal fluctuation range of the wave are respectively 30, 0.2, 0.52m and 43m;
the value of the random field statistical parameter of the clay irregular soil layer area in the engineering area is specifically as follows: the average value, the variation coefficient, the vertical fluctuation range and the horizontal fluctuation range of the cohesive force c are respectively 21 m, 0.15 m, 3m and 50m, and the internal friction angle
Figure FDA0004063960170000053
The mean value, the coefficient of variation, the vertical fluctuation range and the horizontal fluctuation range of the wave are respectively 23, 0.2, 2.7m and 47.3m;
the value of the random field statistical parameter of the coarse sand irregular soil layer region of the engineering region is specifically as follows: the average value, the variation coefficient, the vertical fluctuation range and the horizontal fluctuation range of the cohesive force c are respectively 1, 0.4, 0.6m and 43m, and the internal friction angle
Figure FDA0004063960170000054
The mean, coefficient of variation, vertical fluctuation range and horizontal fluctuation range of (1) were 29, 0.3, 0.48m and 41m, respectively. />
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