Method for optimizing structure of asphalt concrete panel cut-fill interface

Abstract

The application discloses a kind of asphalt concrete panel excavation filling interface area structure optimization method, comprising the following steps: one, the safety performance index of determining reservoir bottom asphalt concrete panel;Two, select the panel structure parameter of asphalt concrete panel excavation filling interface area;Three, obtain safety performance index response value;Four, the response surface regression prediction model corresponding to safety performance index response value is fitted;Five, obtain the optimal region of panel structure parameter combination of excavation interface part;Six, obtain the selectable area range of panel trapezoidal body thickening thickness and thickening range under different excavation gradients under the condition of meeting safety performance index;Seven, the optimization mathematical model of excavation filling interface part optimization design is established;Eight, solve the optimal body shape parameter of excavation filling interface part.The application determines safety performance index, with panel trapezoidal body thickening as objective function, comprehensively considers the safety and economy of dam body, provides important technical support for the construction of pumped storage power station reservoir bottom asphalt concrete panel.

Description

TECHNICAL FIELD

[0001] The application belongs to the technical field of asphalt concrete dam structure optimization design, and particularly relates to a structure optimization method for an asphalt concrete panel excavation-filling interface area. BACKGROUND

[0002] The upper reservoir basin engineering of a pumped storage power station is different from a conventional reservoir dam or a fill engineering, and is mainly formed by a main dam, a secondary dam, a reservoir bank mountain ridge and a reservoir bottom. When the natural water head of the upper reservoir is low, a high fill reservoir basin must be built to increase the power generation water head. The upper reservoir is usually built on the top of a mountain with a steep depression, and the upper reservoir basin is usually excavated and filled to meet the reservoir capacity requirement, and the fill height and fill amount are large. The special geological and topographical conditions and functional requirements determine that the reservoir basin engineering of the pumped storage power station must be built according to the local conditions and the situation, and the engineering often has a very complex structure type, especially for the high fill reservoir basin, the excavation-filling interface is complex, and the reservoir shape is various. Therefore, under the premise of ensuring the safety of the dam body, the asphalt concrete panel at the excavation-filling interface position is optimized, and the stress deformation at the excavation-filling interface position is effectively improved, which has important engineering significance. SUMMARY

[0003] The technical problem to be solved by the application is to provide a structure optimization method for an asphalt concrete panel excavation-filling interface area to solve the problems in the prior art, to take tensile strain, shear stress and maximum settlement as safety performance indexes, to take panel trapezoidal body thickening and volume increase as an objective function, to comprehensively consider the safety and economy of the dam body, to provide important technical support for the construction of the reservoir bottom asphalt concrete panel of the pumped storage power station, and to be convenient for popularization and use.

[0004] To solve the above technical problems, the technical scheme adopted by the application is that the structure optimization method for the asphalt concrete panel excavation-filling interface area comprises the following steps:

[0005] Step one, determining the safety performance indexes of the reservoir bottom asphalt concrete panel: establishing a finite element numerical model of the reservoir bottom asphalt concrete panel, analyzing the stress deformation results of the excavation-filling interface position of the reservoir bottom asphalt concrete panel, and determining the safety performance indexes of the reservoir bottom asphalt concrete panel;

[0006] The safety performance indexes include tensile strain, shear stress and maximum settlement.

[0007] Step two, selecting the panel structure parameters of the asphalt concrete panel excavation-filling interface area: establishing a geometric model of the body shape parameters of the asphalt concrete panel excavation-filling interface area, and selecting the panel structure parameters of the asphalt concrete panel excavation-filling interface area.

[0008] The panel structure parameters include the body shape parameters and the excavation slope at the excavation-filling interface.

[0009] The body shape parameters include a panel trapezoidal body thickening thickness and a panel trapezoidal body thickening range.

[0010] Step three, obtaining a safety performance index response value: taking the panel structure parameters as test parameters, taking the safety performance index as a response, adopting a response surface method to design multiple test schemes, establishing a soil and rock dam three-dimensional finite element calculation model of each test scheme, and then obtaining the safety performance index response value;

[0011] Step four, fitting a response surface regression prediction model corresponding to the safety performance index response value: according to the soil and rock dam three-dimensional finite element numerical calculation results, fitting a response surface regression prediction model of the tensile strain, a response surface regression prediction model of the shear stress and a response surface regression prediction model of the maximum settlement;

[0012] Step five, obtaining an optimal region of the panel structure parameter combination of the asphalt concrete panel at the excavation-filling junction of the reservoir bottom: constructing a reasonable region of each response surface regression prediction model, and performing intersection operation to obtain the optimal region of the panel structure parameter combination of the asphalt concrete panel at the excavation-filling junction of the reservoir bottom;

[0013] Step six, obtaining a selectable region range of the panel trapezoidal body thickening thickness and the panel trapezoidal body thickening range under different excavation slopes that meet the safety performance index conditions: within the optimal region of the panel structure parameter combination of the asphalt concrete panel at the excavation-filling junction of the reservoir bottom, drawing a value range diagram of the panel trapezoidal body thickening thickness and the panel trapezoidal body thickening range under different excavation slope conditions, obtaining the value range of the panel trapezoidal body thickening thickness and the panel trapezoidal body thickening range under a specific excavation slope ratio; changing the slope ratio of the excavation slope can obtain the selectable region range of the panel trapezoidal body thickening thickness and the panel trapezoidal body thickening range under different excavation slopes that meet the safety performance index conditions;

[0014] Step seven, establishing an optimization mathematical model of the optimization design of the asphalt concrete panel at the excavation-filling junction of the reservoir bottom: taking the panel trapezoidal body thickening volume increase as an objective function, taking the safety performance index and the panel structure parameters as constraint conditions, and establishing an optimization mathematical model of the optimization design of the asphalt concrete panel at the excavation-filling junction of the reservoir bottom;

[0015] Step eight, obtaining the optimal body shape parameters of the asphalt concrete panel at the excavation-filling junction of the reservoir bottom: comprehensively considering the safety and economy of the asphalt concrete panel at the reservoir bottom, taking the panel trapezoidal body thickening volume increase as an objective function, constructing a display expression of the objective function and the body shape parameters and the excavation slope of the asphalt concrete panel at the excavation-filling junction of the reservoir bottom, and solving the optimal body shape parameters of the asphalt concrete panel at the excavation-filling junction of the reservoir bottom by using a nonlinear programming method.

[0016] The asphalt concrete panel excavation-filling junction structure optimization method has the characteristics that in step one, the allowable tensile strain of the safety performance index is obtained by stretching the asphalt concrete sample, measuring the deformation of the sample under different tensile forces until the sample is broken, obtaining the stress-strain curve of the sample from the test data, and determining the strain values of the elastic stage, yield stage and fracture stage of the sample, and then determining the allowable tensile strain of the asphalt concrete panel.

[0017] The allowable shear stress of the safety performance index is nonlinear, and its value is related to the cohesion of asphalt and the internal friction resistance of aggregate, that is, wherein τ is the shear stress, C is the cohesion of the asphalt concrete, σ is the normal total stress on the sliding surface, and φ is the internal friction angle. The internal friction angle is

[0018] The allowable maximum settlement of the safety performance index is obtained by the relationship between the maximum settlement and the backfill depth of the existing pumped storage power station reservoir bottom panel and the related literature data.

[0019] The asphalt concrete panel excavation-filling junction structure optimization method has the characteristics that in step three, a response surface analysis software Design-Expert is used to design multiple test schemes by using the response surface method, and a three-dimensional finite element calculation model of the earth-rock dam for each test scheme is established.

[0020] The asphalt concrete panel excavation-filling junction structure optimization method has the characteristics that in step four, the data of model significance detection, misfit term detection and correlation test are compared, and suitable response surface regression prediction models of the tensile strain, shear stress and maximum settlement are fitted.

[0021] After the corresponding response surface regression prediction models are obtained, the normal probability distribution diagram of the residual error of each response surface regression prediction model, the distribution diagram of the residual error and the predicted value, and the distribution diagram of the predicted value and the actual value are analyzed respectively; the variance analysis of the fitted response surface regression prediction model is performed, and when the accompanying probability value of the model regression coefficient statistical value is less than 0.05 and the model determination coefficient and the corrected determination coefficient are both greater than 0.8, the response surface regression prediction model is considered to be fitted and qualified.

[0022] The asphalt concrete panel excavation-filling junction structure optimization method has the characteristics that in step five, a data processing software Mathematic is used to construct a reasonable region of each response surface regression prediction model, and an intersection operation is performed to obtain the optimal region of the panel structure parameter combination of the reservoir bottom asphalt concrete panel excavation-filling junction part.

[0023] The asphalt concrete panel excavation-filling junction structure optimization method has the characteristics that in step seven, the panel trapezoidal body thickening increase volume minimum is taken as the objective function, and the constraint condition is Wherein, b is the panel trapezoidal body thickening thickness, b min is the minimum value of the panel trapezoidal body thickening thickness, b max is the maximum value of the panel trapezoidal body thickening thickness, l is the panel trapezoidal body thickening range, l min is the minimum value of the panel trapezoidal body thickening range, l max is the maximum value of the panel trapezoidal body thickening range, i is the slope ratio of the excavation slope at the excavation-filling junction, i min is the minimum value of the slope ratio of the excavation slope at the excavation-filling junction, i max is the maximum value of the slope ratio of the excavation slope at the excavation-filling junction, ε max is the maximum tensile strain of the reservoir bottom asphalt concrete panel excavation-filling junction part, [ε t ] is the allowable tensile strain of the reservoir bottom asphalt concrete panel excavation-filling junction part, τ max is the maximum shear stress of the reservoir bottom asphalt concrete panel excavation-filling junction part, [τ t ] is the allowable shear stress of the reservoir bottom asphalt concrete panel excavation-filling junction part, u max is the maximum maximum settlement of the reservoir bottom asphalt concrete panel excavation-filling junction part, [u t ] is the allowable maximum settlement of the reservoir bottom asphalt concrete panel excavation-filling junction part.

[0024] The asphalt concrete panel excavation-filling junction structure optimization method has the characteristics that in step seven, the panel trapezoidal body thickening increase volume minimum is taken as the objective function, and the constraint condition is

[0025] Step 801, taking the panel trapezoidal body thickening increase volume as the objective function, a volume display expression is constructed Wherein, V is the panel trapezoidal body thickening increase volume, and L is the excavation line length.

[0026] Step 802, selecting the actual slope ratio of the excavation slope at the excavation-filling junction and the excavation line length, and simplifying the volume display expression;

[0027] Step 803, according to the panel trapezoidal body thickening thickness and thickening range value range obtained under the condition of the excavation slope in step six, the panel trapezoidal body thickening thickness and thickening range value range when the actual slope ratio of the excavation slope at the excavation-filling junction and the excavation line length are obtained, the coordinate points in the slicing area are substituted into the simplified volume display expression, the panel trapezoidal body thickening volume change range under the premise of safety can be obtained, and then the minimum value of the panel trapezoidal body thickening volume can be obtained.

[0028] Compared with the prior art, the present application has the following advantages:

[0029] 1、The present application can optimize the geometric size of the panel excavation-filling junction part, effectively improve the stress and strain condition of the excavation-filling junction part, and be convenient for popularization and use.

[0030] 2、The present application fuses the response surface method into the numerical simulation calculation of the three-dimensional finite element, significantly reduces the calculation amount while ensuring the calculation precision, and can fit the results at a high speed, and establishes a regression prediction model of the related safety performance indicators of the model, not only clearly expresses the relationship between the safety performance indicators and various panel structure parameters, but also can make specific analysis on the influence degree of a single safety performance indicator on other safety performance indicators, the reasonable interval of the safety performance indicators can directly represent the panel structure parameter value range under the condition of meeting the panel safety, and the volume increase amount of the panel trapezoidal body thickening area as the target function, under the premise of meeting the panel structure safety, under the condition of considering the engineering economy, reduces the use of asphalt, and provides a reference for the excavation-filling junction area structure optimization of the asphalt concrete panel.

[0031] In summary, the present application determines the safety performance indicators of the panel optimization design at the excavation-filling junction, selects the panel structure parameters of the panel excavation-filling junction area, adopts the response surface method to design a test scheme, obtains the safety performance indicator response value, establishes a safety performance indicator response surface regression prediction model, obtains the optimal region of the panel structure parameter combination at the excavation-filling junction part, obtains the value range of the panel structure parameter optional region, establishes a mathematical model of the panel optimization design at the excavation-filling junction part, solves the optimal body shape parameters of the panel trapezoidal body thickening at the excavation-filling junction part, takes the tensile strain, the shear stress and the maximum settlement as the safety performance indicators, takes the volume increase of the panel trapezoidal body thickening as the target function, comprehensively considers the safety and economy of the dam body, provides important technical support for the construction of the pumped storage power station reservoir bottom asphalt concrete panel, and is convenient for popularization and use.

[0032] The technical solutions of the present application will be further described in detail below through the drawings and examples. BRIEF DESCRIPTION OF DRAWINGS

[0033] Figure 1 It is a panel trapezoidal body thickening part and related design parameter illustration of the present application;

[0034] Figure 2 It is a three-dimensional finite element model of a certain pumped storage power station of the present application;

[0035] Figure 3 It is a panel tensile strain calculation cloud chart of the present application;

[0036] Figure 4 It is a panel shear stress calculation cloud chart of the present application;

[0037] Figure 5 Calculate the cloud picture for the panel settlement of the application;

[0038] Figure 6 Optimal interval effect diagram for shear stress of the application;

[0039] Figure 7 Optimal area effect diagram for the application;

[0040] Figure 8 Other design parameter value range for the excavation slope of 1:2.0 of the application;

[0041] Figure 9 Method flowchart of the application. DETAILED DESCRIPTION

[0042] As Figures 1 to 9 shown, the asphalt concrete panel excavation-filling interface structure optimization method of the application comprises the following steps:

[0043] Step one, determine the safety performance index of the library bottom asphalt concrete panel: establish a finite element numerical model of the library bottom asphalt concrete panel, analyze the stress and deformation results of the excavation-filling interface part of the library bottom asphalt concrete panel, and determine the safety performance index of the library bottom asphalt concrete panel;

[0044] The safety performance index includes tensile strain, shear stress and maximum settlement;

[0045] In this embodiment, in step one, the allowable tensile strain of the safety performance index is obtained by stretching the asphalt concrete sample, measuring its deformation under different tensile forces until the asphalt concrete sample is broken, obtaining the stress-strain curve of the asphalt concrete sample from the test data, thereby determining the strain values of the elastic stage, yield stage and fracture stage of the asphalt concrete sample, and further determining the allowable tensile strain of the asphalt concrete panel;

[0046] The allowable shear stress of the safety performance index is nonlinear, and its value is related to the cohesion generated by the asphalt and the internal friction resistance generated by the aggregate, that is, Where τ is the shear stress, C is the cohesion of the asphalt concrete, σ is the normal total stress on the sliding surface, is the internal friction angle;

[0047] The allowable maximum settlement of the safety performance index is obtained by the relationship between the maximum settlement and the backfill depth and the allowable maximum settlement of the existing pumped storage power station library bottom panel settlement amount related literature record data.

[0048] Step two, selecting the panel structure parameters of the asphalt concrete panel cut-fill junction: establishing the geometric model of the body shape parameters of the asphalt concrete panel cut-fill junction, and selecting the panel structure parameters of the asphalt concrete panel cut-fill junction;

[0049] The panel structure parameters include the body shape parameters and the excavation slope at the cut-fill junction;

[0050] The body shape parameters include the panel trapezoidal body thickening thickness and the panel trapezoidal body thickening range;

[0051] It should be noted that, taking the panel at the cut-fill junction as the object, according to the optimized structure form, the geometric model of the panel trapezoidal body thickening part is constructed by using AutoCAD software, the structure parameters of the panel trapezoidal body thickening part are selected according to the specific engineering example, and the selected parameters of the selected parameters of the built project are referred to, and the value range of the panel structure parameters is determined, as shown in Table 1.

[0052] Table 1

[0053] Panel structure parameters Numerical values Panel trapezoidal body thickening thickness b 0.2～1.0 Panel trapezoidal body thickening range l 6～14 Trapezoidal body slope ratio i 1:1～1:3

[0054] Step three, obtaining the safety performance index response value: taking the panel structure parameters as the test parameters, taking the safety performance index as the response, adopting the response surface method to design multiple test schemes, establishing the three-dimensional finite element calculation model of the earth-rock dam of each test scheme, and then obtaining the safety performance index response value;

[0055] In this embodiment, in step three, the response surface analysis software Design-Expert is used to adopt the response surface method to design multiple test schemes, and the three-dimensional finite element calculation model of the earth-rock dam of each test scheme is established.

[0056] It should be noted that, according to the panel structure parameters as the test parameters, the test scheme design adopts 3-factor 5-level design, and the distribution is represented by -α, -1, 0, 1, α (α = 1.682), and the factor level is shown in Table 2.

[0057] Table 2

[0058] Horizontal b l i -1.682 0.2 6 1:1 -1 0.4 8 1:1.5 0 0.6 10 1:2 1 0.8 12 1:2.5 1.682 1.0 14 1:3

[0059] According to the 5-level design idea, the central composite method most widely used in the response surface method is selected to design the test scheme. In the response surface analysis software Design-Expert, the “Numeric factors” and “Categoricfactors” of the optimization parameters are set, then the panel structure parameters, factor levels and center point number are set, finally the name of the response and the number of responses are set, and the optimization design test scheme can be generated, as shown in Table 3.

[0060] Table 3

[0061]

[0062]

[0063] Through the analysis of the three-dimensional finite element calculation model of the earth-rock dam, the panel tensile stress of different test schemes can be directly obtained through the stress nephogram of E, Max.Principal in the result visualization of the finite element software, as shown in Figure 3 .

[0064] During the normal impoundment period of the pumped storage power station, three shear stresses appear at the junction of the reservoir bottom panel and the excavation, which are the river direction shear stress, the dam axis shear stress and the vertical shear stress. The river direction shear stress is less than the allowable shear stress, which is one of the performance indicators for safety. Through the analysis of the three-dimensional finite element calculation model of the earth-rock dam, the reservoir bottom panel tensile stress of different test schemes can be directly obtained through the stress nephogram of S12 in the result visualization of the finite element software, as shown in Figure 4 .

[0065] Through the analysis of the three-dimensional finite element calculation model of the earth-rock dam, the settlement of the reservoir bottom panel of different test schemes can be directly obtained through the deformation nephogram of U, U3 in the result visualization of the finite element software, as shown in Figure 5 .

[0066] Step four, fitting the response surface regression prediction model corresponding to the response value of the safety performance index: according to the three-dimensional finite element numerical calculation results of the earth-rock dam, the response surface regression prediction model of tensile strain, the response surface regression prediction model of shear stress and the response surface regression prediction model of maximum settlement are fitted respectively;

[0067] In this embodiment, in step four, by comparing the data of model significance detection, misfit term detection and correlation test, the suitable response surface regression prediction model of tensile strain, the response surface regression prediction model of shear stress and the response surface regression prediction model of maximum settlement are fitted;

[0068] After obtaining the corresponding response surface regression prediction model, the normal probability distribution diagram of the residual error of each response surface regression prediction model, the residual error and the predicted value distribution diagram, and the predicted value and the actual value distribution diagram are analyzed respectively; the variance analysis of the fitted response surface regression prediction model is carried out, and when the probability value of the model regression coefficient statistical value is less than 0.05, and the model determination coefficient and the corrected determination coefficient are both greater than 0.8, it is regarded as the condition for the fitting qualification of the response surface regression prediction model.

[0069] In this embodiment, the response surface regression prediction model of shear stress is The response surface regression prediction model of tensile strain is The response surface regression prediction model of maximum settlement is

[0070]

[0071] Step 5: Obtain the optimal region for the panel structural parameter combination at the interface between the excavation and filling of the reservoir bottom asphalt concrete panel: construct a reasonable region for each response surface regression prediction model, and perform an intersection operation to obtain the optimal region for the panel structural parameter combination at the interface between the excavation and filling of the reservoir bottom asphalt concrete panel;

[0072] In this embodiment, in step five, the data processing software Mathematic is used to construct a reasonable area for each response surface regression prediction model, and an intersection operation is performed to obtain the optimal area of ​​the panel structural parameter combination at the interface of the reservoir bottom asphalt concrete panel excavation and filling.

[0073] It should be noted that the highly reliable and significant regression prediction model established in step 4 was used to construct a reasonable three-dimensional spatial region for each safety performance indicator using the "Region Plot 3D" command in the data processing software Mathematic.

[0074] After obtaining a reasonable area for safety performance indicators by inputting the command "Region Plot 3D", first obtain an implicit area that meets the three safety performance indicators by inputting the command "Implicit Region". Then, input the command "Region Plot3D" to obtain the three-dimensional optimal area for the structural parameter combination at the panel cut-fill junction that meets all performance indicators.

[0075] Taking the reasonable shear stress area as an example, Figure 6 As shown, enter the command in Mathematic:

[0076] Y1 = Region Plot 3D[3321.46 - 745.63*i - 119.29*l + 523.67*b - 21.30*i*l + 1772.46*i*b - 24.24*l*b + 2413.65*i^2 + 1.03*l^2 + 510.81*b^2 <= 0.05 {i, 1, 3}, {l, 6, 14}, {b, 0.2, 1.0}, PlotStyle -> Directive[RGBColor[1, 1, 0.21], Opacity[0.3]], Ticks -> {{1, 1.5, 2, 2.5, 3}, {6, 8, 10, 12, 14}, {0.2, 0.4, 0.6, 0.8, 1.0}}, PlotRangePadding -> None, Mesh -> None, AxesLabel -> {Style["i", 21], Style["l", 21], Style["b", 21]}, TicksStyle -> Directive["Times New Roman", 17], BoundaryStyle -> None] gives the reasonable region of the three-dimensional shear stress space as shown in FIG. 3. Figure 6

[0077] An implicit region W1 = Implicit Region[{3321.46 - 745.63*i - 119.29*l + 523.67*b - 21.30*i*l + 1772.46*i*b - 24.24*l*b + 2413.65*i^2 + 1.03*l^2 + 510.81*b^2 <= 500, 2014.90 - 1741.78*i - 23.27*l - 1014.35*b + 3.63i*l - 120.38i*b + 7.46l*b + 1071.16*i^2 + 0.13*l^2 + 869.57*b^2 <= 550, 1.2345 + 1.6895*i - 0.0346*l + 0.2020*b + 0.0050i*l - 0.0500i*b + 0.0020l*b - 0.6530*i^2 + 0.0002*l^2 - 0.4055*b^2 <= 500, 1 <= i <= 3, 6 <= l <= 14, 0.2 <= b <= 1.0} is obtained by inputting the command Implicit Region.

[0078] ​W2 = Region Plot 3D[W1, Box Ratios -> {1, 1, 1}, Plot Theme -> "Dark Mesh", Color Function -> "Neon Colors", Axes -> True, Axes

[0079] Label -> {Style["i", 18], Style["l", 18], Style["b", 18]}, Plot

[0080] Range -> {{1, 3}, {6, 14}, {0.2, 1.0}}, Boxed -> True, Boundary

[0081] Style -> Directive[Red, Thick], Plot

[0082] Points -> 14, Ticks -> {{1, 1.5, 2, 2.5, 3}, {6, 8, 10, 12, 14}, {0.2, 0.4, 0.6, 0.8, 1.0}}, TicksStyle -> Directive["Times New Roman", 13]] gives an optimal region that meets all performance indicators, as shown in Figure 7 .

[0083] Step six, obtain the optional region range of the panel trapezoidal body thickening thickness and the panel trapezoidal body thickening range under different excavation slopes that meet the safety performance index conditions: in the optimal region of the combination of the panel structure parameters at the junction of the library bottom asphalt concrete panel excavation and filling, draw the value range diagram of the panel trapezoidal body thickening thickness and the panel trapezoidal body thickening range under different excavation slope conditions, to obtain the value range of the panel trapezoidal body thickening thickness and the panel trapezoidal body thickening range under the specific excavation slope ratio; change the slope ratio of the excavation slope, and the optional region range of the panel trapezoidal body thickening thickness and the panel trapezoidal body thickening range under different excavation slopes that meet the safety performance index conditions can be obtained.

[0084] It should be noted that the value range diagram of the panel trapezoidal body thickening thickness and the panel thickening range under different excavation slope conditions is drawn, the region "Region Plot" is input, and the specific value of the excavation slope is substituted into the equation to obtain the value range of the panel trapezoidal body thickening thickness and the panel thickening range under the specific excavation slope ratio; change the slope ratio of the excavation slope, input the same instruction to draw the region "Region Plot", and the optional region range of the panel trapezoidal body thickening thickness and the panel trapezoidal body thickening range under different excavation slopes that meet all safety performance indicators can be obtained.

[0085] Take the excavation slope 1:2.0 as an example:

[0086] A 20 = Region Plot

[0087] [{3321.46-745.63*2-119.29*l+523.67*b-21.30*2*l+1772.46*2*b-24.24*l*b+2413.65*2^2+1.03*l^2+510.81*b^2<=0.05&&2014.90-1741.78*2-23.27*l-1014.35*b+3.63*2*l-120.38*2*b+7.46*l*b+1071.16*2^2+0.13*l^2+869.57*b^2<=550&&1.2345+1.6895*2-0.0346*l+0.2020*b+0.0050*2*l-0.0500*2*b+0.0020*l*b-0.6530*2^2+0.0002*l^2-0.4055b^2<=500},{l,6,14},{b,0.2,1.0},Plot Legends->"Expressions",Color Function->"Neon Colors",Plot Theme->{"Detailed"},PlotStyle->Directive[Opacity

[500] ],PlotRangePadding->None,AxesStyle->Thick]get the panel trapezoidal body thickening thickness and the panel thickening range under the condition of the excavation slope 1:2, as shown in Figure 8 .

[0088] Step seven, establish the optimization mathematical model of the optimization design of the reservoir asphalt concrete panel excavation-filling interface: taking the panel trapezoidal body thickening volume as the objective function, and the safety performance index and the panel structure parameters as the constraint conditions, the optimization mathematical model of the optimization design of the reservoir asphalt concrete panel excavation-filling interface is established;

[0089] In this embodiment, in step seven, the minimum panel trapezoidal body thickening volume is taken as the objective function, and the constraint conditions are Wherein, b is the panel trapezoidal body thickening thickness, b min is the minimum value of the panel trapezoidal body thickening thickness, b max is the maximum value of the panel trapezoidal body thickening thickness, l is the panel trapezoidal body thickening range, l min is the minimum value of the panel trapezoidal body thickening range, l max is the maximum value of the panel trapezoidal body thickening range, i is the slope ratio of the excavation slope at the excavation-filling interface, imin is the minimum value of the slope ratio of the excavation slope at the cut-fill junction, i max is the maximum value of the slope ratio of the excavation slope at the cut-fill junction, ε max is the maximum tensile strain of the asphalt concrete panel at the cut-fill junction of the reservoir bottom, [ε t ] is the allowable tensile strain of the asphalt concrete panel at the cut-fill junction of the reservoir bottom, τ max is the maximum shear stress of the asphalt concrete panel at the cut-fill junction of the reservoir bottom, [τ t ] is the allowable shear stress of the asphalt concrete panel at the cut-fill junction of the reservoir bottom, u max is the maximum maximum settlement of the asphalt concrete panel at the cut-fill junction of the reservoir bottom, [u t ] is the allowable maximum settlement of the asphalt concrete panel at the cut-fill junction of the reservoir bottom.

[0090] Step eight, solving the optimal body shape parameters of the cut-fill junction of the reservoir bottom asphalt concrete panel: considering the safety and economy of the reservoir bottom asphalt concrete panel, taking the increased volume of the panel trapezoidal body thickening as the objective function, constructing the explicit expression of the objective function and the body shape parameters of the cut-fill junction of the reservoir bottom asphalt concrete panel and the excavation slope, and solving the optimal body shape parameters of the cut-fill junction of the reservoir bottom asphalt concrete panel by using the nonlinear programming method.

[0091] In this embodiment, the process of solving the optimal body shape parameters of the cut-fill junction of the reservoir bottom asphalt concrete panel in step eight includes the following steps:

[0092] Step 801, taking the increased volume of the panel trapezoidal body thickening as the objective function, and constructing the volume explicit expression wherein V is the increased volume of the panel trapezoidal body thickening, and L is the excavation line length.

[0093] Step 802, selecting the actual slope ratio of the excavation slope at the cut-fill junction and the excavation line length, and simplifying the volume explicit expression;

[0094] In this embodiment, the constant in the formula and the optimized engineering example i=1:2 are substituted into the volume explicit expression which can be simplified as: V=931.81bl-1863.62b 2 .

[0095] Step 803, according to the panel trapezoidal body thickening thickness and thickening range value range obtained under the condition of the excavation slope in step six, the panel trapezoidal body thickening thickness and thickening range value range when the actual slope ratio of the excavation slope at the cut-fill junction and the excavation line length are obtained, the coordinate points in the slice area are substituted into the simplified volume explicit expression, the panel trapezoidal body thickening volume variation range under the premise of meeting the safety can be obtained, and then the minimum value of the panel trapezoidal body thickening volume can be obtained.

[0096] In the application, the safety performance index of the optimization design of the panel at the excavation-filling junction is determined, the panel structure parameters of the panel at the excavation-filling junction are selected, the response surface method is used to design a test scheme, the safety performance index response value is obtained, a safety performance index response surface regression prediction model is established, the optimal region of the panel structure parameter combination at the excavation-filling junction is obtained, the value range of the panel structure parameter selectable region is obtained, a mathematical model of the optimization design of the panel at the excavation-filling junction is established, the optimal body shape parameters of the trapezoidal body thickening of the panel at the excavation-filling junction are solved, the tensile strain, the shear stress and the maximum settlement are taken as the safety performance indexes, the volume increase of the trapezoidal body thickening of the panel is taken as the objective function, the safety and economy of the dam body are comprehensively considered, important technical support is provided for the construction of the asphalt concrete panel at the bottom of the pumped storage power station, the response surface method is applied to the numerical simulation calculation of the three-dimensional finite element, the calculation amount is significantly reduced while ensuring the calculation accuracy, the result can be fitted at a high speed, the regression prediction model of the related safety performance indexes of the model is established, the relationship between the safety performance indexes and the various optimization panel structure parameters is clearly expressed, the influence degree of a single safety performance index on other safety performance indexes can be specifically analyzed, the reasonable interval of the safety performance indexes can directly represent the panel structure parameter value range under the condition of meeting the panel safety, and the volume increase of the trapezoidal body thickening region of the panel is taken as the objective function, the asphalt use is reduced under the premise of meeting the panel structure safety and under the condition of considering the engineering economy of the project, and reference is provided for the structure optimization of the asphalt concrete panel at the excavation-filling junction.

[0097] The above is only a preferred embodiment of the application, and does not limit the application, and any simple modification, change and equivalent structure change of the above embodiment according to the technical essence of the application are still within the protection scope of the technical solution of the application.

Claims

1. A method for optimizing the interface between cut and fill of asphalt concrete panels, characterized in that: The method comprises the following steps: Step 1: Determine the safety performance indicators of the reservoir bottom asphalt concrete panel: Establish a finite element numerical model of the reservoir bottom asphalt concrete panel, analyze the stress and deformation results of the excavation and fill interface of the reservoir bottom asphalt concrete panel, and determine the safety performance indicators of the reservoir bottom asphalt concrete panel; The safety performance indicators include tensile strain, shear stress and maximum settlement; Step 2: Selecting the panel structural parameters of the asphalt concrete panel cut-fill interface area: Establishing a geometric model of the shape parameters of the asphalt concrete panel cut-fill interface area, and selecting the panel structural parameters of the asphalt concrete panel cut-fill interface area; The panel structure parameters include shape parameters and the excavation slope at the cut-fill interface; The body shape parameters include the panel trapezoidal body thickening thickness and the panel trapezoidal body thickening range; Step 3: Obtain the response value of the safety performance index: Using the panel structure parameters as the test parameters and the safety performance index as the response, the response surface method is used to design multiple test schemes, and a three-dimensional finite element calculation model of the earth-rock dam is established for each test scheme to obtain the response value of the safety performance index; Step 4: Fitting the response surface regression prediction model corresponding to the response value of the safety performance index: Based on the three-dimensional finite element numerical calculation results of the earth-rock dam, fit the response surface regression prediction model of tensile strain, the response surface regression prediction model of shear stress, and the response surface regression prediction model of maximum settlement respectively; Step 5: Obtain the optimal region for the panel structural parameter combination at the interface between the excavation and filling of the reservoir bottom asphalt concrete panel: construct a reasonable region for each response surface regression prediction model, and perform an intersection operation to obtain the optimal region for the panel structural parameter combination at the interface between the excavation and filling of the reservoir bottom asphalt concrete panel; Step 6. Obtain the optional regional range of the panel trapezoidal body thickening thickness and the panel trapezoidal body thickening range under different excavation slopes that meet the safety performance index conditions: within the optimal area of ​​the panel structural parameter combination at the excavation and fill junction of the reservoir bottom asphalt concrete panel, draw a value range diagram of the panel trapezoidal body thickening thickness and the panel trapezoidal body thickening range under different excavation slope conditions to obtain the value range of the panel trapezoidal body thickening thickness and the panel trapezoidal body thickening range under the specific excavation slope ratio; by changing the excavation slope ratio, the optional regional range of the panel trapezoidal body thickening thickness and the panel trapezoidal body thickening range under different excavation slopes that meet the safety performance index conditions can be obtained; Step 7: Establish an optimization mathematical model for the optimal design of the cut-and-fill interface of the asphalt concrete panel: Using the increase in volume by thickening the trapezoidal panel as the objective function and the safety performance index and panel structural parameters as constraints, establish an optimization mathematical model for the optimal design of the cut-and-fill interface of the asphalt concrete panel; Step 8. Determine the optimal shape parameters for the cut-fill interface of the reservoir bottom asphalt concrete panel: Taking into account the safety and economy of the reservoir bottom asphalt concrete panel, and taking the increase in volume by thickening the panel trapezoidal body as the objective function, construct a display expression for the objective function, the shape parameters of the cut-fill interface of the reservoir bottom asphalt concrete panel, and the excavation slope. Utilize nonlinear programming to determine the optimal shape parameters for the cut-fill interface of the reservoir bottom asphalt concrete panel. In step 7, the objective function is to minimize the volume increase of the panel trapezoidal body by thickening, and the constraints are: ,in, Thicken the panel trapezoidal body. The minimum value of the panel trapezoidal body thickening thickness, The maximum value of the panel trapezoidal body thickening thickness, Thickening range of the panel trapezoidal body, The minimum value of the panel trapezoidal body thickening range, The maximum value of the panel trapezoidal body thickening range, is the slope ratio of the excavation slope at the cut-fill interface, is the minimum slope ratio of the excavation slope at the junction of cut and fill. is the maximum slope ratio of the excavation slope at the junction of cut and fill. is the maximum tensile strain at the junction of the asphalt concrete panel at the bottom of the reservoir, is the allowable tensile strain at the junction of the asphalt concrete panel at the bottom of the reservoir, is the maximum shear stress at the junction of the asphalt concrete panel at the bottom of the reservoir, is the allowable shear stress at the junction of the asphalt concrete panel at the bottom of the reservoir, The maximum settlement at the junction of the asphalt concrete panel at the bottom of the reservoir. The maximum allowable settlement at the interface between the excavation and fill of the asphalt concrete slab at the reservoir bottom; In step eight, the process of solving the optimal shape parameters of the cut-fill interface of the asphalt concrete panel at the reservoir bottom includes the following steps: Step 801: Taking the increase in volume by thickening the panel trapezoid as the objective function, construct a volume display expression ,in, Thicken the trapezoidal body of the panel to increase its volume, is the length of the excavation line; Step 802: Select the actual excavation slope ratio and excavation line length at the cut-fill interface to simplify the volume display expression; Step 803, according to step 6, the thickness and range of the thickening of the panel trapezoid under the excavation slope condition are obtained, and the slope ratio of the excavation slope at the actual junction of cut and fill and the thickness and range of the thickening of the panel trapezoid when the excavation line length is obtained. Substitute the coordinate points in the slice area into the simplified volume display expression to obtain the range of change of the thickening volume of the panel trapezoid under the premise of meeting safety, and then the minimum value of the thickening volume of the panel trapezoid can be obtained.

2. The method for optimizing the cut-and-fill interface structure of an asphalt concrete panel according to claim 1, characterized in that: In step 1, the allowable tensile strain of the safety performance index is obtained by tensile loading the asphalt concrete sample, measuring its deformation under different tensile forces until the asphalt concrete sample breaks, and obtaining the stress-strain curve of the asphalt concrete sample from the test data, thereby determining the strain values ​​in the elastic stage, yield stage and fracture stage, and then determining the allowable tensile strain of the asphalt concrete panel; The allowable shear stress of the safety performance index is nonlinear, and its value is related to the cohesion generated by asphalt and the internal friction resistance generated by aggregate, that is, ,in, is the shear stress, is the cohesion of asphalt concrete, is the normal total stress on the sliding surface, is the internal friction angle; The maximum allowable settlement of the safety performance indicator is obtained by obtaining the relationship between the maximum settlement and the backfill depth through statistical data recorded in relevant literature on the settlement of the reservoir bottom panel of the existing pumped storage power station, and obtaining the maximum allowable settlement.

3. The method for optimizing the cut-and-fill interface structure of an asphalt concrete panel according to claim 1, characterized in that: In step three, the response surface analysis software Design-Expert was used to design multiple test schemes using the response surface method, and a three-dimensional finite element calculation model of the earth-rock dam was established for each test scheme.

4. The method for optimizing the cut-and-fill interface structure of an asphalt concrete panel according to claim 1, characterized in that: In step 4, by comparing the data of model significance test, lack-of-fit test, and correlation test, suitable response surface regression prediction models for tensile strain, shear stress, and maximum settlement are fitted; After obtaining the corresponding response surface regression prediction model, the normal probability distribution diagram of the residual, the distribution diagram of the residual and predicted value, and the distribution diagram of the predicted value and actual value of each response surface regression prediction model were analyzed respectively through diagnosis; the variance analysis was performed on the fitted response surface regression prediction model, and the response surface regression prediction model was considered qualified when the accompanying probability value of the model regression coefficient statistic was less than 0.05 and the model determination coefficient and the adjusted determination coefficient were both greater than 0.

8.

5. The method for optimizing the cut-and-fill interface structure of an asphalt concrete panel according to claim 1, characterized in that: In step five, the data processing software Mathematic is used to construct the reasonable area of ​​each response surface regression prediction model, and the intersection operation is performed to obtain the optimal area of ​​the panel structural parameter combination at the intersection of the excavation and fill of the reservoir bottom asphalt concrete panel.

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