A method and device for determining the rationality of parameters of a slope soil body

Abstract

The present application belongs to the technical field of geotechnical engineering, and provides a method and device for determining the rationality of slope soil parameters; the method comprises the following steps: S1, collecting geological data of an engineering area; S2, dividing the damaged area into multiple parts, selecting a first and a second area, and solving the upper limit value of the slope soil parameters; S3, giving an initial value of the slope soil parameters, judging the rationality and obtaining the intermediate value of the slope soil parameters; S4, searching for the most dangerous sliding surface of the slope soil; S5, solving the safety factor and determining whether the safety factor is less than 1, and solving the lower limit value of the slope soil parameters; S6, judging the rationality of the intermediate value of the slope soil parameters according to the upper limit value and the lower limit value of the slope soil parameters. The present application can ensure the accuracy of the slope soil parameters, reduce engineering hidden dangers and accident risks.

Description

TECHNICAL FIELD

[0001] The application belongs to the technical field of geotechnical engineering, and particularly relates to a method and device for determining the rationality of slope soil parameters. BACKGROUND

[0002] In the field of geotechnical engineering, slopes are widely present in nature and engineering, and slope stability analysis is one of the key links to ensure engineering safety. The stability of a slope is directly related to the construction quality and operation safety of an engineering, and slope soil parameters (such as cohesion C and internal friction angle φ) are core parameters in slope stability analysis. The accuracy of these parameters directly affects the rationality and safety of slope design. However, due to the complexity of engineering geological conditions and human factors, the determination of slope soil parameters often faces many challenges.

[0003] Current regulations, specifications and technical requirements usually require on-site tests at representative locations and indoor tests on representative samples. Then, based on the test results, the slope soil parameters (cohesion C and internal friction angle φ) are given by comprehensively analyzing the on-site engineering geological conditions and combining similar engineering experience. However, on-site tests are often limited by various factors such as the complexity of engineering geological conditions, test conditions, test personnel's cognitive level and test personnel's operation level. These factors may cause deviations in test results, and the slope soil parameters are often unreasonable, which affects the accuracy of the slope soil parameters. In addition, on-site tests can usually only be conducted at a limited number of points, and it is difficult to fully reflect the soil strength distribution of the entire slope. Therefore, there are certain limitations in determining the slope soil parameters only by the results of a limited number of test points combined with limited indoor tests. If unreasonable slope soil parameters are used, engineering risks, accidents, and engineering waste may occur. SUMMARY

[0004] The present application aims to solve the technical problems existing in the prior art, and provides a method for determining the rationality of slope soil parameters, which reduces engineering risks, accident risks and engineering waste caused by unreasonable slope soil parameters.

[0005] To achieve the above technical purposes, the application adopts the following technical solutions:

[0006] A method for determining the rationality of slope soil parameters, comprising the following steps:

[0007] S1, collecting hydrogeological and engineering geological condition data, seismic data and slope design data of an engineering area;

[0008] S2, determine the area where the damage occurred in the project area according to the information collected in step S1, divide it into multiple areas, including a first area, a second area, a third area and a fourth area, wherein the first area and the second area are damaged areas, and the third area and the fourth area are undamaged areas at both ends of the damaged area, select the first area and the second area, determine the safety factor, and solve the upper limit value of the slope soil parameter according to the safety factor formula;

[0009] S3, compare the upper limit value of the slope soil parameter with the initial value of the slope soil parameter, adjust the initial value of the slope soil parameter, solve the corresponding safety factor using the upper limit value of the slope soil parameter and the adjusted initial value of the slope soil parameter, obtain the first safety factor and the second safety factor, and compare the first safety factor with the second safety factor to obtain the intermediate value of the slope soil parameter;

[0010] S4, select the third area and the fourth area in step S2, and search the third area and the fourth area using the intermediate value of the slope soil parameter in step S3 to obtain the most dangerous sliding surface of the slope soil in the third area and the fourth area, respectively;

[0011] S5, solve the safety factor according to the most dangerous sliding surface of the slope soil in the third area and the fourth area obtained in step S4 to obtain the third safety factor and the fourth safety factor, if the third safety factor and the fourth safety factor are greater than or equal to 1, the intermediate value of the slope soil parameter is determined as a reasonable slope soil parameter, and the process is ended, if the third safety factor or the fourth safety factor is less than 1, solve the lower limit value of the slope soil parameter, and execute step S6;

[0012] S6, determine the rationality of the intermediate value of the slope soil parameter according to the upper limit value and the lower limit value of the slope soil parameter.

[0013] Preferably, in step S2, the specific method for determining the upper limit value of the slope soil parameter is as follows:

[0014] S201, select the first area and the second area, and draw two engineering geological profiles;

[0015] S202, assume that the slope soil before damage is in a limit equilibrium state, at this time the anti-damage capacity of the slope soil reaches the maximum, the slope soil parameters include cohesion C and internal friction angle φ, at this time the slope soil parameters are all the highest values, and the safety factor K0=1;

[0016] S203, solve the upper limit value of the slope soil parameter including the upper limit value of the cohesion C0 and the upper limit value of the internal friction angle φ0 by the safety factor K0=1.

[0017] Preferably, in step S203, an equation group is established by a safety factor calculation formula to solve the upper limit value of the slope soil parameters, and the equation group is:

[0018]

[0019] In the formula, K0 is the safety factor, G1 is the gravity of the soil above the first region failure surface; G2 is the gravity of the soil above the second region failure surface; G1' is the horizontal force generated by the earthquake on the soil above the first region failure surface; G2' is the horizontal force generated by the earthquake on the soil above the second region failure surface; α1 is the inclination of the first region slope soil failure surface; α2 is the inclination of the second region slope soil failure surface; L1 is the length of the first region slope soil failure surface; L2 is the length of the second region slope soil failure surface; C0 is the upper limit value of the cohesion of the slope soil parameters, and φ0 is the upper limit value of the internal friction angle of the slope soil parameters.

[0020] Preferably, in step S3, the specific method for judging the rationality of the initial value is:

[0021] S301, an initial value of a slope soil parameter is given, including a cohesion initial value C1 and an internal friction angle initial value φ1, and the cohesion initial value C1 and the internal friction angle initial value φ1 are compared with an upper limit value of cohesion C0 and an upper limit value of internal friction angle φ0. If C1>C0 or φ1>φ0, it is determined that the initial value of the slope soil parameter is not reasonable, and the initial value of the slope soil parameter is adjusted until C1<C0 and φ1<φ0 are satisfied.

[0022] S302, the initial value of the slope soil parameter is adjusted, and the most dangerous sliding surface of the slope soil in the first region and the second region is searched respectively to obtain the most dangerous sliding surface of the slope soil in the first region and the most dangerous sliding surface of the slope soil in the second region. According to the upper limit value of the slope soil parameter, a safety factor value corresponding to the most dangerous sliding surface of the slope soil in the first region and a safety factor value corresponding to the most dangerous sliding surface of the slope soil in the second region are calculated. The most dangerous sliding surface of the slope soil in the region with the smaller safety factor value is selected.

[0023] S303, the most dangerous sliding surface of the slope soil selected in step S302 is obtained, and a first safety factor K1 corresponding to the upper limit value of the slope soil parameter and a second safety factor K2 corresponding to the adjusted initial value of the slope soil parameter are solved at the most dangerous sliding surface of the slope soil.

[0024] S304, K1 and K2 are compared. If K2>K1, it is determined that the adjusted initial value of the slope soil parameter is not reasonable, and step S305 is performed.

[0025] S305, repeating steps S301-S304 until the given initial value of the slope soil parameter satisfies C1

[0026] Preferably, in step S303, the Fellenius method is used to search for the most dangerous sliding surface of the selected slope soil, and the slope soil parameter is taken as the upper limit value of the slope soil parameter and the adjusted initial value of the slope soil parameter during the search.

[0027] Preferably, in step S4, the specific method for determining the lower limit value of the slope soil parameter is:

[0028] S401, draw two engineering geological profiles from the selected third region and fourth region;

[0029] S402, obtain the intermediate value of the slope soil parameter in step S305, including the intermediate value of the cohesion C2 and the intermediate value of the internal friction angle φ2, and use the intermediate value of the slope soil parameter to search for the most dangerous sliding surface of the slope soil in the third region and the fourth region, respectively, to obtain the most dangerous sliding surface of the slope soil in the third region and the most dangerous sliding surface of the slope soil in the fourth region.

[0030] Preferably, in step S402, the most dangerous sliding surface of the slope soil in the third region and the fourth region is searched based on the Fellenius method, and the slope soil parameter is taken as the intermediate value of the slope soil parameter during the search.

[0031] Preferably, step S5 specifically includes:

[0032] S501, solve the third safety factor K3 of the most dangerous sliding surface of the slope soil in the third region and the fourth safety factor K4 of the most dangerous sliding surface of the slope soil in the fourth region;

[0033] S502, assuming that the slope soil is in a limit equilibrium state and the safety factor is 1, compare K3 and K4 with 1, if K3≥1 and K4≥1, determine that the intermediate value of the slope soil parameter is reasonable, if K3<1 or K4<1, it means that the intermediate value of the slope soil parameter is small, at this time, set the value of K3 and K4 as 1, solve the transition value of the slope soil parameter according to the safety factor formula, including the transition value of the cohesion C3 and the transition value of the internal friction angle φ3, at this time, the transition value of the slope soil parameter is the lower limit value of the slope soil parameter in the engineering area, record the transition value of the cohesion as the lower limit value of the cohesion C3, and record the transition value of the internal friction angle as the lower limit value of the internal friction angle φ3, and execute step S6.

[0034] Preferably, in step S6, when K3 < 1 or K4 < 1, the specific method for determining that the slope soil body parameter is reasonable is:

[0035] S601, acquire the lower limit value of the slope soil body parameter in step S502, including the lower limit value of cohesion C3 and the lower limit value of internal friction angle φ3, give the final value of the slope soil body parameter, including the final value of cohesion C4 and the final value of internal friction angle φ4, so that the final value of the slope soil body parameter is greater than the lower limit value of the slope soil body parameter and less than the upper limit value of the slope soil body parameter, C3 < C4 < C0 and φ3 < φ4 < φ0;

[0036] S602, the upper limit value of the slope soil body parameter, the lower limit value of the slope soil body parameter and the final value of the slope soil body parameter are respectively used to search the most dangerous sliding surface of the slope soil body in the third region and the fourth region by using the Fellenius method, and the most dangerous sliding surface of the slope soil body is obtained;

[0037] S603, the safety factor corresponding to the final value of the slope soil body parameter at the most dangerous sliding surface of the slope soil body is solved, and whether the safety factor is greater than 1 is judged, if not, the final value of the slope soil body parameter is given again;

[0038] S604, compare whether the final value of the slope soil body parameter given again satisfies C3 < C4 < C0 and φ3 < φ4 < φ0;

[0039] S605, repeat steps S601-S604 until the final value C4 and φ4 of the slope soil body parameter satisfy C3 < C4 < C0 and φ3 < φ4 < φ0, and the safety factor corresponding to the final value of the slope soil body parameter at the most dangerous sliding surface of the slope soil body is greater than 1.

[0040] The application also provides a device for determining the rationality of the slope soil body parameter using the method for determining the rationality of the slope soil body parameter as described above, which comprises a data collection unit, a region division unit, a primary judgment unit, an intermediate judgment unit and a high-level judgment unit.

[0041] The data collection unit is used for collecting the hydrogeological and engineering geological condition data, seismic data and slope design data of a certain engineering area;

[0042] The region division unit is used for dividing the damaged region into multiple regions and calculating the upper limit value of the slope soil body parameter;

[0043] The primary judgment unit is used for giving the initial value of the slope soil body parameter and judging the rationality of the initial value of the slope soil body parameter;

[0044] The intermediate judgment unit is used for calculating the intermediate value of the slope soil body parameter and judging the rationality of the intermediate slope soil body parameter;

[0045] The high-level judging unit is used for calculating the lower limit value of the slope soil body parameter and determining the final value of the slope soil body parameter in the region.

[0046] Compared with the prior art, the application has the beneficial effects that:

[0047] (1) The application can effectively reduce the deviation of the slope soil body parameter caused by the complexity of the engineering geological conditions and human factors by analyzing the slope soil body parameter of multiple regions and comparing the safety factors, and can systematically verify the rationality of the soil body parameter by determining the upper limit value and the lower limit value and continuously adjusting the slope soil body parameter, thereby significantly improving the accuracy of the slope soil body parameter (cohesion C and internal friction angle φ), avoiding the limitations of the traditional method of obtaining the soil body parameter, ensuring the reliability of the slope soil body parameter, and reducing the engineering hidden dangers, accident risks and engineering waste caused by unreasonable slope soil body parameter.

[0048] (2) The application can divide the region where damage has occurred in the slope of the engineering area into multiple regions, use the Fellenius method to search the most dangerous sliding surface of the slope soil body in different regions multiple times, and the obtained most dangerous sliding surface of the slope soil body and the calculated slope soil body parameter are comprehensive and representative, and have important reference significance for the slope stability analysis.

[0049] (3) The Fellenius method used in the application can not only be used for searching and parameter analysis of different regions, but also can be used for slope soil body parameter analysis of a single region.

[0050] (4) The application has clear steps and strong operability from data collection, region division, parameter calculation to rationality verification, and can quickly find a reasonable soil body parameter range through multiple adjustments and comparative analysis, thereby significantly improving the efficiency of engineering operation. Meanwhile, the application combines the advantages of field test, theoretical calculation and computer search, reduces the uncertainty caused by relying on test alone, provides a more reliable basis for engineering operation, and has scientificity and high efficiency. BRIEF DESCRIPTION OF DRAWINGS

[0051] Figure 1 It is a flow chart for determining the rationality of the slope soil body parameter of the embodiment of the application.

[0052] Figure 2 It is a force schematic diagram of the slope soil body of the embodiment of the application.

[0053] Figure 3 It is an engineering geological map of the engineering area of the embodiment of the application.

[0054] Figure 4 It is an engineering geological profile of the first region of the embodiment of the application.

[0055] Figure 5 An engineering geological profile of a second region of an embodiment of the present application;

[0056] Figure 6 An engineering geological profile of a third region of an embodiment of the present application;

[0057] Figure 7 An engineering geological profile of a fourth region of an embodiment of the present application;

[0058] Figure 8 A schematic diagram of a most dangerous sliding surface of a slope soil body of a fourth region of an embodiment of the present application;

[0059] Figure 9 A schematic diagram of a Fellenius method of an embodiment of the present application. DETAILED DESCRIPTION

[0060] The technical solutions in the embodiments of the present application will be described clearly and completely below with reference to the drawings in the embodiments of the present application. Obviously, the described embodiments are only a part of the embodiments of the present application, rather than all the embodiments of the present application. Based on the embodiments in the present application, all other embodiments obtained by a person of ordinary skill in the art without creative effort belong to the scope of protection of the present application.

[0061] Embodiment 1

[0062] In combination with Figure 1 the drawings, the embodiments of the present application provide a method for determining the rationality of parameters of a slope soil body, comprising the following steps:

[0063] S1, collecting hydrogeological and engineering geological condition data, seismic data and slope design data of an engineering region;

[0064] S2, determining a region in which damage has occurred in the engineering region according to the data collected in step S1, dividing the region into a plurality of regions, including a first region, a second region, a third region and a fourth region, wherein the first region and the second region are damaged regions, the third region and the fourth region are undamaged regions at two ends of the damaged regions, selecting the first region and the second region, determining a safety factor, and solving an upper limit value of a slope soil body parameter according to a safety factor formula;

[0065] S3, comparing the upper limit value of the slope soil body parameter with an initial value of the slope soil body parameter, adjusting the initial value of the slope soil body parameter, solving a corresponding safety factor by using the upper limit value of the slope soil body parameter and the adjusted initial value of the slope soil body parameter respectively, obtaining a first safety factor and a second safety factor, and comparing the first safety factor with the second safety factor to obtain an intermediate value of the slope soil body parameter;

[0066] S4. Select the third and fourth regions in step S2, and use the intermediate values ​​of the slope soil parameters in step S3 to search the third and fourth regions respectively, and obtain the most dangerous sliding surfaces of the slope soil in the third and fourth regions respectively.

[0067] S5. Based on the most dangerous sliding surfaces of the slope soil in the third and fourth regions obtained in step S4, calculate the safety factors to obtain the third safety factor and the fourth safety factor. If the calculated third safety factor and the fourth safety factor are both greater than or equal to 1, then the intermediate value of the slope soil parameters is determined to be a reasonable slope soil parameter, and the process ends. If the calculated third safety factor or the fourth safety factor is less than 1, then calculate the lower limit value of the slope soil parameters and proceed to step S6.

[0068] S6. Based on the upper limit and lower limit of the slope soil parameters, determine the rationality of the intermediate values ​​of the slope soil parameters.

[0069] Example 2

[0070] Combination Figure 1 As shown in the figure, this embodiment of the invention provides a method for determining the rationality of slope soil parameters, including the following steps:

[0071] S1. Collect hydrogeological and engineering geological conditions data, seismic data, and slope design data for a certain engineering area;

[0072] S2. Based on the data collected in step S1, determine the areas in the project area that have been damaged and divide them into multiple areas, including the first area, the second area, the third area and the fourth area. The first area and the second area are the damaged areas, and the third area and the fourth area are the undamaged areas at both ends of the damaged areas. Select the first area and the second area, determine the safety factor, and solve the upper limit value of the slope soil parameters according to the safety factor formula.

[0073] Specifically, when dividing and selecting areas, selection can be made based on engineering geological experience and current engineering geological conditions. Among soil failure criteria, the Mohr-Coulomb criterion reflects the difference in compressive strength of soil; it is simple and practical, and the soil parameters C and φ are easily obtained. Therefore, the Mohr-Coulomb criterion is widely used in engineering construction. The safety factor for the stability of soil slopes can be calculated using this criterion. Therefore, as... Figure 2 As shown, a schematic diagram of the forces acting on the slope soil is given, where G is the weight of the soil above the failure surface, and G' is the horizontal force generated by the soil above the failure surface caused by the earthquake.

[0074] Through field engineering geological surveying and mapping, according to the site topography and geomorphology, the slope soil composition, the macroscopic can determine that the natural slope of the engineering area has occurred due to gravity, earthquake, long-term rainfall and other actions The area of slope failure, make the engineering geological map of the area before the slope failure, circle the area where the sliding damage has occurred in the figure, use the principle of engineering geology, analyze the area where the sliding damage has occurred, determine the area which has been damaged due to gravity + earthquake working condition, then select an area which has been damaged due to gravity + earthquake working condition;

[0075] As shown in Figure 3 , the engineering area where the damage has occurred is divided into multiple areas, the first area is the area where the damage has occurred, surrounded by dashed line a and dashed line b, and the engineering geological profile along the profile line 2-2 is drawn in the first area, the second area is the area where the damage has occurred, surrounded by dashed line a and dashed line c, and the engineering geological profile along the profile line 3-3 is drawn in the second area; The third area and the fourth area are located at the two ends of the area where the damage has occurred, but the area has not been damaged, the third area is surrounded by dashed line c and dashed line d, and the engineering geological profile along the profile line 5-5 is drawn in the third area, the fourth area is surrounded by dashed line b and dashed line e, and the engineering geological profile is drawn in the fourth area;

[0076] S3, give the initial value of the slope soil parameters, compare the upper limit value of the slope soil parameters with the initial value, adjust the initial value of the slope soil parameters, use the upper limit value of the slope soil parameters and the adjusted initial value of the slope soil parameters to solve the corresponding safety factor respectively, get the first safety factor and the second safety factor, and compare the first safety factor and the second safety factor, get the middle value of the slope soil parameters;

[0077] S4, select the third area and the fourth area in step S2, use the middle value of the slope soil parameters in step S3, search the third area and the fourth area respectively, get the most dangerous sliding surface of the slope soil in the third area and the fourth area respectively;

[0078] S5, according to the most dangerous sliding surface of the slope soil in the third area and the fourth area obtained in step S4, solve the safety factor respectively, get the third safety factor and the fourth safety factor, if the third safety factor and the fourth safety factor are greater than or equal to 1, then the middle value of the slope soil parameters is determined as the reasonable slope soil parameters, the process is ended, if the third safety factor or the fourth safety factor is less than 1, then the lower limit value of the slope soil parameters is solved, step S6 is executed;

[0079] S6, according to the upper limit value of the slope soil parameters and the lower limit value of the slope soil parameters, the rationality of the slope soil parameters is judged;

[0080] On this basis, in the embodiment, in step S2, the specific method for determining the upper limit value of the slope soil body parameter is:

[0081] S201, select a first region and a second region, and draw two engineering geological profile maps;

[0082] Specifically, as shown in Figure 4 , it is an engineering geological profile map of the first region, and as shown in Figure 5 , it is an engineering geological profile map of the second region;

[0083] S202, assuming that the slope soil body before failure is in a limit equilibrium state, at this time the anti-failure capacity of the slope soil body reaches the maximum, the slope soil body parameters including the cohesion C and the internal friction angle φ, at this time the slope soil body parameters are all the highest values, and the safety factor K0=1;

[0084] S203, solving the upper limit value of the slope soil body parameter including the upper limit value of the cohesion C0 and the upper limit value of the internal friction angle φ0 through the safety factor K0=1.

[0085] In step S203, an equation group is established through the safety factor calculation formula to solve the upper limit value of the slope soil body parameter, and the established equation group is:

[0086]

[0087] In the formula, 1 is the safety factor K0, G1 is the gravity of the soil body above the failure surface of the first region; G2 is the gravity of the soil body above the failure surface of the second region; G1' is the horizontal force generated by the earthquake on the soil body above the failure surface of the first region; G2' is the horizontal force generated by the earthquake on the soil body above the failure surface of the second region; α1 is the inclination angle of the failure surface of the slope soil body of the first region; α2 is the inclination angle of the failure surface of the slope soil body of the second region; L1 is the length of the failure surface of the slope soil body of the first region; L2 is the length of the failure surface of the slope soil body of the second region; C0 is the upper limit value of the cohesion of the slope soil body parameter, and φ0 is the upper limit value of the internal friction angle of the slope soil body parameter.

[0088] Embodiment 3

[0089] On the basis of embodiment 2, in the embodiment, in step S3, the specific method for judging the rationality of the initial value is:

[0090] S301, giving the initial value of the slope soil body parameter including the initial value of the cohesion C1 and the initial value of the internal friction angle φ1, comparing the initial value of the cohesion C1 and the initial value of the internal friction angle φ1 with the upper limit value of the cohesion C0 and the upper limit value of the internal friction angle φ0, if C1>C0 or φ1>φ0, it is determined that the initial value of the slope soil body parameter is not reasonable, and the initial value of the slope soil body parameter is adjusted until C1<C0 and φ1<φ0 are met.

[0091] S302. Use the initial values of the adjusted slope soil parameters to separately search for the most dangerous slip surfaces of the slope soils in the first area and the second area, obtain the most dangerous slip surfaces of the slope soils in the first area and the most dangerous slip surfaces of the slope soils in the second area, calculate the safety factor values corresponding to the most dangerous slip surfaces of the slope soils in the first area and the safety factor values corresponding to the most dangerous slip surfaces of the slope soils in the second area according to the upper limit values of the slope soil parameters, compare the safety factor values corresponding to the most dangerous slip surfaces of the slope soils in the first area and the safety factor values corresponding to the most dangerous slip surfaces of the slope soils in the second area, and select the most dangerous slip surface of the slope soil in the area with the smaller safety factor value;

[0092] S303. Obtain the most dangerous slip surface of the slope soil selected in step S302, and solve for the first safety factor K1 corresponding to the upper limit value of the slope soil parameters and the second safety factor K2 corresponding to the initial value of the adjusted slope soil parameters on this most dangerous slip surface of the slope soil;

[0093] S304. Compare K1 and K2. If K2 > K1, it is determined that the initial value of the adjusted slope soil parameters is unreasonable, and step S305 is executed;

[0094] S305. Repeat steps S301 - S304 until the given initial value of the slope soil parameters satisfies C1 < C0 and φ1 < φ0 and K2 < K1, and obtain the intermediate values of the slope soil parameters, including the intermediate value of cohesion C2 and the intermediate value of internal friction angle φ2;

[0095] Among them, in step S303, the Fellenius method is used to search for the most dangerous slip surface of the selected slope soil. When searching, the slope soil parameters take the upper limit values of the slope soil parameters and the initial values of the adjusted slope soil parameters;

[0096] Specifically, as Figure 9 shown, the Fellenius method is presented. The principle of the Fellenius method is:

[0097] Based on the limit equilibrium principle, the sliding soil mass is regarded as a rigid body rotating around the center of the circle. According to the above calculation method of the safety factor K for the stability against failure of the soil slope, the soil mass is divided into strips to calculate its sliding force and anti - sliding force, and finally the stability safety factor is obtained. When calculating, the interaction forces between soil strips are not considered.

[0098] The position of the center of the most dangerous slip surface may be on the extension of line DE in the figure. The position of line DE is determined according to the method shown in Figure 9 , where α is the slope angle at the relatively gentle place, β1 and β2 are empirical values. The specific corresponding relationship of α, β1, and β2 is shown in Table 1 below: Figure 9 , α is the slope angle at the relatively gentle place, β1, β2 are empirical values, and the specific corresponding relationship of α, β1, β2 is shown in Table 1 below:

[0099] Table 1

[0100] Pitch angle a (°) ​ β2(°) 60 29 40 45 28 37 33.7 26 35 26.6 25 35 18.4 25 35 14 25 36 11.3 25 39

[0101] The circle centers O1, O2, … are taken on the extension line DE, and the circular arcs AC1, AC2, … are drawn through the relatively gentle part A of the slope (different positions can be selected for calculation), and the corresponding safety factors F1, F2, … are calculated, and then the safety factors are marked on the corresponding circle center points with a proper scale, and connected to form a curve of the safety factor Fs changing with the circle center position. The lowest point of the curve is the minimum value of the safety factor when the circle center is on the extension line DE. However, the real most dangerous sliding arc center is not necessarily in the DE line direction. Through the lowest point, the vertical line FG of DE is drawn, and several circle centers O1', O2', … are determined before and after the intersection point of the FG line and the extension line DE, and the minimum safety factor of the circle center when the circle center is on the FG line is determined by a similar step. The circle center is considered as the circle center of the most dangerous sliding arc through the relatively gentle terrain, and the internal arc surface of the circle center corresponding to the soil body is the most dangerous sliding surface of the soil body.

[0102] Embodiment 4

[0103] In this embodiment, on the basis of embodiment 3, in step S4, the specific method for determining the lower limit value of the slope soil body parameter is:

[0104] S401, draw two engineering geological profile graphs from the selected third region and fourth region;

[0105] Specifically, as shown in Figure 6 , the engineering geological profile graph of the third region, and as shown in Figure 7 , the engineering geological profile graph of the fourth region;

[0106] S402, obtain the intermediate value of the slope soil body parameter in step S305, including the intermediate value of the cohesion C2 and the intermediate value of the internal friction angle φ2, and for the two drawn engineering geological profile graphs, use the intermediate value of the slope soil body parameter to search the most dangerous sliding surface of the slope soil body in the third region and the fourth region respectively, to obtain the most dangerous sliding surface of the slope soil body in the third region and the fourth region;

[0107] Further, in step S402, the most dangerous sliding surface of the slope soil body in the third region and the fourth region is searched based on the Fellenius method respectively, and the slope soil body parameter is taken as the intermediate value of the slope soil body parameter during the search.

[0108] Embodiment 5

[0109] In this embodiment, on the basis of embodiment 4, step S5 specifically includes:

[0110] S501, solve the third safety factor K3 of the most dangerous sliding surface of the third region of the slope soil body and the fourth safety factor K4 of the most dangerous sliding surface of the fourth region of the slope soil body;

[0111] S502, assuming that the slope soil body is in a limit equilibrium state and the safety factor is 1, comparing K3 and K4 with 1, if K3≥1 and K4≥1, it is determined that the intermediate value of the slope soil body parameter is reasonable, if K3<1 or K4<1, it is indicated that the intermediate value of the slope soil body parameter is small, at this time, the values of K3 and K4 are both set to 1, and the transition value of the slope soil body parameter is solved according to the safety factor formula, including the transition value of the cohesion C3 and the transition value of the internal friction angle φ3, at this time, the transition value of the slope soil body parameter is the lower limit value of the slope soil body parameter in the engineering area, the transition value of the cohesion is recorded as the lower limit value of the cohesion C3, and the transition value of the internal friction angle is recorded as the lower limit value of the internal friction angle φ3, and step S6 is executed.

[0112] Embodiment 6

[0113] On the basis of embodiment 5, in this embodiment, when K3<1 or K4<1 in step S6, the specific method for determining that the slope soil body parameter is reasonable is:

[0114] S601, obtaining the lower limit value of the slope soil body parameter in step S502, including the lower limit value of the cohesion C3 and the lower limit value of the internal friction angle φ3, and giving the final value of the slope soil body parameter, including the final value of the cohesion C4 and the final value of the internal friction angle φ4, so that the final value of the slope soil body parameter is greater than the lower limit value of the slope soil body parameter and less than the upper limit value of the slope soil body parameter, C3<C4<C0 and φ3<φ4<φ0;

[0115] S602, searching the most dangerous sliding surface of the third region and the fourth region of the slope soil body by using the Fellenius method respectively for the upper limit value of the slope soil body parameter, the lower limit value of the slope soil body parameter and the final value of the slope soil body parameter, to obtain the most dangerous sliding surface of the slope soil body;

[0116] Specifically, in this embodiment, as shown in Figure 8 , a geological profile of the fourth region from another perspective is shown, wherein the shaded part is the most dangerous sliding surface of the slope soil body in the fourth region;

[0117] S603, solving the safety factor corresponding to the final value of the slope soil body parameter at the most dangerous sliding surface of the slope soil body, and judging whether the safety factor is greater than 1, if not, redefining the final value of the slope soil body parameter;

[0118] S604, comparing whether the redefined final value of the slope soil body parameter satisfies C3<C4<C0 and φ3<φ4<φ0;

[0119] S605, repeating steps S601-S604 until the slope soil parameter final value C4, φ4 meets C3

[0120] Embodiment 7

[0121] The embodiment of the present application further provides a device for determining rationality of slope soil parameters, which is suitable for the method for determining rationality of slope soil parameters and comprises a data collection unit, a region division unit, a primary judgment unit, an intermediate judgment unit and a high-level judgment unit.

[0122] The data collection unit is used for collecting hydrogeological and engineering geological condition data, seismic data and slope design data of a certain engineering area.

[0123] The region division unit is used for dividing a region where damage has occurred into multiple regions and calculating an upper limit value of the slope soil parameters.

[0124] The primary judgment unit is used for giving an initial value of the slope soil parameters and judging rationality of the initial value of the slope soil parameters.

[0125] The intermediate judgment unit is used for calculating an intermediate value of the slope soil parameters and judging rationality of the intermediate slope soil parameters.

[0126] The high-level judgment unit is used for calculating a lower limit value of the slope soil parameters and determining a final value of the slope soil parameters in the region.

[0127] The above merely describes the embodiments of the present application and is not used to limit the present application. Any modification, equivalent replacement and improvement made within the scope of the present application should be included in the protection scope of the present application.

Claims

1. A method for determining the rationality of slope soil parameters, characterized in that, Includes the following steps: S1. Collect hydrogeological and engineering geological conditions data, seismic data, and slope design data for a certain engineering area; S2. Based on the data collected in step S1, determine the areas in the project area that have been damaged and divide them into multiple areas, including the first area, the second area, the third area and the fourth area. The first area and the second area are the damaged areas, and the third area and the fourth area are the undamaged areas at both ends of the damaged areas. Select the first area and the second area, determine the safety factor, and solve the upper limit value of the slope soil parameters according to the safety factor formula. S3. Given the initial values ​​of the slope soil parameters, compare the upper limit value of the slope soil parameters with the initial value to make a judgment, adjust the initial value of the slope soil parameters, use the upper limit value of the slope soil parameters and the adjusted initial value of the slope soil parameters to solve the corresponding safety factor, obtain the first safety factor and the second safety factor, and compare the first safety factor and the second safety factor to obtain the intermediate value of the slope soil parameters. S4. Select the third and fourth regions in step S2, and use the intermediate values ​​of the slope soil parameters in step S3 to search the third and fourth regions respectively, and obtain the most dangerous sliding surfaces of the slope soil in the third and fourth regions respectively. S5. Based on the most dangerous sliding surfaces of the slope soil in the third and fourth regions obtained in step S4, calculate the safety factors to obtain the third safety factor and the fourth safety factor. If the calculated third safety factor and the fourth safety factor are both greater than or equal to 1, then the intermediate value of the slope soil parameters is determined to be a reasonable slope soil parameter, and the process ends. If the calculated third safety factor or the fourth safety factor is less than 1, then calculate the lower limit value of the slope soil parameters and proceed to step S6. S6. Based on the upper and lower limits of the slope soil parameters, determine the rationality of the intermediate values ​​of the slope soil parameters; In step S2, the specific method for determining the upper limit value of the slope soil parameters is as follows: S201. Select the first region and the second region, and draw two engineering geological profile maps; S202. Assume the slope soil is in a state of limit equilibrium before failure, at which point the slope soil's resistance to failure reaches its maximum. The slope soil parameters include cohesion. and internal friction angle At this point, all soil parameters of the slope are at their maximum values, and the safety factor is [value missing]. ; S203, passing the safety factor Solve for the upper limit values ​​of slope soil parameters, including the upper limit value of cohesion. and internal friction angle The upper limit; In step S3, the specific method for determining the reasonableness of the initial value is as follows: S301. Given initial values ​​of slope soil parameters, including initial values ​​of cohesion. Initial value of internal friction angle The initial value of cohesion Initial value of internal friction angle With upper limit of cohesion internal friction angle Compare with the upper limit value, if or If the initial values ​​of the slope soil parameters are deemed unreasonable, the initial values ​​of the slope soil parameters should be adjusted until they meet the requirements. and ; S302. Using the adjusted initial values ​​of slope soil parameters, search for the most dangerous sliding surfaces of the slope soil in the first and second regions respectively, and obtain the most dangerous sliding surfaces of the slope soil in the first and second regions. Based on the upper limit values ​​of the slope soil parameters, calculate the safety factor value corresponding to the most dangerous sliding surface of the slope soil in the first and second regions. Compare the safety factor values ​​corresponding to the most dangerous sliding surfaces of the slope soil in the first and second regions, and select the most dangerous sliding surface of the slope soil in the region with the smaller safety factor value. S303. Obtain the most dangerous sliding surface of the slope soil selected in step S302, and solve for the first safety factor corresponding to the upper limit value of the slope soil parameters at the most dangerous sliding surface of the slope soil. The second safety factor corresponding to the adjusted initial values ​​of slope soil parameters ; S304, Comparison and ,if If the initial values ​​of the adjusted slope soil parameters are deemed unreasonable, proceed to step S305. S305. Repeat steps S301-S304 until the initial values ​​of the given slope soil parameters are satisfied. and and This yields intermediate values ​​of slope soil parameters, including intermediate values ​​of cohesion. Intermediate value of internal friction angle .

2. The method for determining the rationality of slope soil parameters according to claim 1, characterized in that, In step S203, a system of equations is established using the safety factor calculation formula to solve for the upper limit of the slope soil parameters. The established system of equations is as follows: ， ， In the formula, 1 is the safety factor. , The weight of the soil above the failure surface in the first region; The weight of the soil above the failure surface in the second region; The horizontal force generated in the soil above the failure surface in the first region due to the earthquake. The horizontal force generated in the soil above the failure surface in the second region due to the earthquake. The angle of inclination of the soil failure surface in the first region slope; The angle of inclination of the soil failure surface on the slope of the second region; The length of the soil failure surface of the first region's slope; This is the length of the soil failure surface on the second region slope. This represents the upper limit of the cohesion value for the slope soil parameters. This represents the upper limit of the internal friction angle of the slope soil parameters.

3. The method for determining the rationality of slope soil parameters according to claim 1, characterized in that, In step S303, the Ferenius method is used to search for the most dangerous sliding surface of the selected slope soil. During the search, the slope soil parameters are taken as the upper limit value of the slope soil parameters and the adjusted initial value of the slope soil parameters.

4. The method for determining the rationality of slope soil parameters according to claim 1, characterized in that, In step S4, the specific method for determining the lower limit values ​​of slope soil parameters is as follows: S401. Select the third and fourth regions and draw two engineering geological profiles; S402. Obtain the intermediate values ​​of the slope soil parameters from step S305, including the intermediate value of cohesion. Intermediate value of internal friction angle For the two engineering geological profile maps drawn, the intermediate values ​​of slope soil parameters are used to search for the most dangerous sliding surfaces of the slope soil in the third and fourth regions, respectively, to obtain the most dangerous sliding surfaces of the slope soil in the third region and the most dangerous sliding surfaces of the slope soil in the fourth region.

5. The method for determining the rationality of slope soil parameters according to claim 4, characterized in that, In step S402, the most dangerous sliding surfaces of the slope soil in the third and fourth regions are searched based on the Ferenius method, and the slope soil parameters are taken as the median value during the search.

6. The method for determining the rationality of slope soil parameters according to claim 4, characterized in that, Step S5 specifically includes: S501. Solve for the third safety factor of the most dangerous sliding surface of the slope soil in the third region. The fourth safety factor for the most dangerous sliding surface of the slope soil in the fourth region. ; S502. Assuming the slope soil is in a state of limit equilibrium and the safety factor is 1, and Compare with 1, if and If the median values ​​of the slope soil parameters are determined to be reasonable, then... or This indicates that the median value of the slope soil parameters is relatively small, at which point... and All values ​​are set to 1. The transition values ​​of the slope soil parameters, including the cohesion transition value, are calculated according to the safety factor formula. Transition value of internal friction angle At this point, the transition value of the slope soil parameters is the lower limit value of the slope soil parameters in this project area, and the transition value of cohesion is recorded as the lower limit value of cohesion. The transition value of the internal friction angle is recorded as the lower limit of the internal friction angle. Proceed to step S6.

7. The method for determining the rationality of slope soil parameters according to claim 6, characterized in that, In step S6, when or When determining reasonable slope soil parameters, the specific method is as follows: S601. Obtain the lower limit values ​​of slope soil parameters from step S502, including the lower limit value of cohesion. Lower limit of internal friction angle Given the final values ​​of the slope soil parameters, including the final value of cohesion. Final value of internal friction angle This results in the final values ​​of the slope soil parameters all being greater than the lower limit of the slope soil parameter values ​​but less than the upper limit of the slope soil parameter values. and ; S602. Using the Ferenius method, the upper limit, lower limit, and final values ​​of the slope soil parameters are used to search for the most dangerous sliding surface of the slope soil in the third and fourth regions, respectively, to obtain the most dangerous sliding surface of the slope soil. S603. Solve for the safety factor corresponding to the final value of the slope soil parameters at the most dangerous sliding surface of the slope soil. Determine whether the safety factor is greater than 1. If not, re-determine the final value of the slope soil parameters. S604. Compare whether the newly given final values ​​of slope soil parameters meet the requirements. and ; S605. Repeat steps S601-S604 until the final values ​​of the slope soil parameters are reached. , satisfy and Furthermore, at the most dangerous sliding surface of the slope soil, the safety factor corresponding to the final value of the slope soil parameters is greater than 1.

8. An apparatus for determining the rationality of slope soil parameters using the method for determining the rationality of slope soil parameters as described in any one of claims 1-7, characterized in that, It includes a data collection unit, a regional division unit, a primary judgment unit, an intermediate judgment unit, and a high-level judgment unit; The data collection unit is used to collect hydrogeological and engineering geological conditions, seismic data, and slope design data for a certain engineering area; The regional division unit is used to divide the area that has been damaged into multiple regions and to calculate the upper limit value of the slope soil parameters; The primary judgment unit is used to determine the rationality of the initial values ​​of the slope soil parameters given the initial values; The intermediate judgment unit is used to calculate the intermediate values ​​of slope soil parameters and to determine the rationality of intermediate slope soil parameters; The advanced decision unit is used to calculate the lower limit of slope soil parameters and determine the final value of slope soil parameters in the area.

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