Method and device for determining rationality of slope soil parameters

Abstract

The invention belongs to the technical field of geotechnical engineering, and provides a method and device for determining rationality of slope soil parameters. The method comprises the following steps: S1, collecting geological data of a certain engineering area; s2, dividing the damaged area into a plurality of parts, selecting a first area and a second area, and solving an upper limit value of a slope soil parameter; s3, a slope soil parameter initial value is given, reasonability is judged, and a slope soil parameter intermediate value is obtained; s4, searching the most dangerous sliding surface of the slope soil body; s5, solving a safety coefficient, judging whether the safety coefficient is less than 1 or not, and solving a lower limit value of the slope soil body parameter; and S6, according to the upper limit value and the lower limit value of the slope soil parameter, carrying out rationality judgment of the slope soil parameter on the intermediate value of the slope soil parameter. The method can ensure the accuracy of slope soil body parameters, and reduce engineering hidden dangers and accident risks.

Description

Technical Field

[0001] The present invention belongs to the technical field of geotechnical engineering, and in particular relates to a method and device for determining the rationality of slope soil parameters. Background Art

[0002] In geotechnical engineering, slopes are ubiquitous in nature and engineering. Slope stability analysis is a key component in ensuring project safety. Slope stability is directly related to the construction quality and operational safety of a project. Slope soil parameters (such as cohesion C and internal friction angle φ) are key parameters in slope stability analysis. The accuracy of these parameters directly impacts the rationality and safety of slope design. However, due to the complexity of engineering geological conditions and the influence of human factors, the determination of slope soil parameters often faces numerous challenges.

[0003] Current regulations, specifications, and technical requirements typically require field testing at representative locations and laboratory testing on representative samples. Subsequently, based on the test results, combined with the on-site engineering geological conditions and experience from similar projects, a comprehensive analysis is performed to determine slope soil parameters (cohesion C and internal friction angle φ). However, field testing is often limited by various factors, such as the complexity of the engineering geological conditions, limitations on test conditions, and the knowledge and operational skills of test personnel. These factors can lead to biased test results, resulting in inappropriate slope soil parameters and, in turn, inaccurate slope soil parameters. Furthermore, field testing is typically conducted at only a limited number of locations, making it difficult to fully reflect the soil strength distribution across the entire slope. Therefore, relying solely on the results of a few field test points combined with limited laboratory testing to determine slope soil parameters has certain limitations. Using inappropriate slope soil parameters can even lead to engineering hazards, accidents, and waste. Summary of the Invention

[0004] The present invention aims to address the technical problems existing in the prior art and provide a method for determining the rationality of slope soil parameters, thereby reducing engineering hidden dangers, accident risks and engineering waste caused by unreasonable slope soil parameters.

[0005] In order to achieve the above technical objectives, the present invention adopts the following technical solutions:

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

[0007] S1. Collect hydrogeological and engineering geological conditions data, seismic data and slope design data of a certain project area;

[0008] S2. Determine the damaged area in the project area based on the data collected in step S1, and 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. Given an initial value of a slope soil parameter, compare and determine an upper limit value of the slope soil parameter with the initial value, adjust the initial value of the slope soil parameter, and use the upper limit value of the slope soil parameter and the adjusted initial value of the slope soil parameter to respectively solve for the corresponding safety factor to obtain a first safety factor and a second safety factor, and compare and determine the first safety factor and the second safety factor to obtain an intermediate value of the slope soil parameter;

[0010] S4, selecting the third area and the fourth area in step S2, using the middle value of the slope soil parameter in step S3, searching the third area and the fourth area respectively, and obtaining the most dangerous sliding surface of the slope soil in the third area and the fourth area respectively;

[0011] S5. Solve the safety factors for the most dangerous sliding surfaces of the slope soil in the third area and the fourth area obtained in step S4 to obtain a third safety factor and a fourth safety factor. If the third safety factor and the fourth safety factor obtained are both greater than or equal to 1, determine the middle value of the slope soil parameter as a reasonable slope soil parameter, and terminate the process. If the third safety factor or the fourth safety factor obtained is less than 1, solve the lower limit value of the slope soil parameter and execute step S6.

[0012] S6. Based on the upper limit value and the lower limit value of the slope soil parameter, the rationality of the slope soil parameter is judged for the intermediate 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:

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

[0015] S202. Assume that the slope soil is in a limit equilibrium state before failure. At this time, the anti-destruction capacity of the slope soil reaches its maximum. The slope soil parameters include cohesion C and internal friction angle φ. At this time, the slope soil parameters are all at their highest values, and the safety factor K0 = 1.

[0016] S203. Calculate the upper limit values of slope soil parameters using the safety factor K0=1, including the upper limit value C0 of cohesion and the upper limit value of the internal friction angle φ0.

[0017] Preferably, in step S203, a system of equations is established through the safety factor calculation formula to solve the upper limit values of the slope soil parameters. The established system of equations is as follows:

[0018]

[0019] In the formula, 1 is the safety factor K0, G1 is the gravity of the soil mass above the failure surface in the first region; G2 is the gravity of the soil mass above the failure surface in the second region; G1' is the horizontal force generated in the soil mass above the failure surface in the first region caused by the seismic action; G2' is the horizontal force generated in the soil mass above the failure surface in the second region caused by the seismic action; α1 is the inclination angle of the failure surface of the slope soil mass in the first region; α2 is the inclination angle of the failure surface of the slope soil mass in the second region; L1 is the length of the failure surface of the slope soil mass in the first region; L2 is the length of the failure surface of the slope soil mass in the second region; 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 as follows:

[0021] S301. Given the initial values of the slope soil parameters, including the initial cohesion value C1 and the initial internal friction angle value φ1, compare the initial cohesion value C1 and the initial internal friction angle value φ1 with the upper limit values 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 values of the slope soil parameters are unreasonable, and the initial values of the slope soil parameters are adjusted until C1 < C0 and φ1 < φ0 are satisfied;

[0022] S302. Using the adjusted initial values of the slope soil parameters, search for the most dangerous sliding surfaces of the slope soil masses in the first region and the second region respectively, obtain the most dangerous sliding surfaces of the slope soil masses in the first region and the second region, calculate the safety factor values corresponding to the most dangerous sliding surfaces of the slope soil masses in the first region and the safety factor values corresponding to the most dangerous sliding surfaces of the slope soil masses in the second region according to the upper limit values of the slope soil parameters, and compare the safety factor values corresponding to the most dangerous sliding surfaces of the slope soil masses in the first region and the safety factor values corresponding to the most dangerous sliding surfaces of the slope soil masses in the second region, and select the most dangerous sliding surface of the slope soil mass in the region with a smaller safety factor value;

[0023] S303. Obtain the most dangerous sliding surface of the slope soil mass selected in step S302, and solve 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 adjusted initial values of the slope soil parameters on this most dangerous sliding surface of the slope soil mass;

[0024] S304. Compare K1 and K2. If K2 > K1, it is determined that the adjusted initial values of the slope soil parameters are unreasonable, and step S305 is executed;

[0025] S305. Repeat steps S301 - S304 until the initial values of the given slope soil parameters satisfy C1 < C0, φ1 < φ0, and K2 < K1, to obtain the intermediate values of the slope soil parameters, including the intermediate cohesion value C2 and the intermediate internal friction angle value φ2.

[0026] Preferably, 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 are taken as the upper limit values of the slope soil parameters and the adjusted initial values of the slope soil parameters.

[0027] Preferably, in step S4, the specific method for determining the lower limit values of the slope soil parameters is as follows:

[0028] S401. Select the third area and the fourth area, and draw two engineering geological profiles.

[0029] S402. Obtain the intermediate values of the slope soil parameters in step S305, including the intermediate cohesion value C2 and the intermediate internal friction angle value φ2. For the two drawn engineering geological profiles, use the intermediate values of the slope soil parameters to separately search for the most dangerous slip surfaces of the slope soil in the third area and the fourth area, to obtain the most dangerous slip surface of the slope soil in the third area and the most dangerous slip surface of the slope soil in the fourth area.

[0030] Preferably, in step S402, based on the Fellenius method, the most dangerous slip surfaces of the slope soil in the third area and the fourth area are separately searched. When searching, the slope soil parameters are taken as the intermediate values of the slope soil parameters.

[0031] Preferably, step S5 specifically includes:

[0032] S501. Solve the third safety factor K3 of the most dangerous slip surface of the slope soil in the third area and the fourth safety factor K4 of the most dangerous slip surface of the slope soil in the fourth area.

[0033] S502. Assume that the slope soil is in the limit equilibrium state with a safety factor of 1, and compare K3 and K4 with 1. If K3 ≥ 1 and K4 ≥ 1, it is determined that the intermediate values of the slope soil parameters are reasonable. If K3 < 1 or K4 < 1, it means that the intermediate values of the slope soil parameters are relatively small. At this time, set the values of K3 and K4 to 1, and solve for the transition values of the slope soil parameters, including the cohesion transition value C3 and the internal friction angle transition value φ3, according to the safety factor formula. At this time, the transition values of the slope soil parameters are the lower limit values of the slope soil parameters in this engineering area. Denote the cohesion transition value as the cohesion lower limit value C3 and the internal friction angle transition value as the internal friction angle lower limit value 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 parameters are reasonable is as follows:

[0035] S601. Obtain the lower limit values of the slope soil parameters in step S502, including the lower limit value of cohesion C3 and the lower limit value of internal friction angle φ3, and specify the final values of the slope soil parameters, including the final value of cohesion C4 and the final value of internal friction angle φ4, such that the final values of the slope soil parameters are all greater than the lower limit values of the slope soil parameters and less than the upper limit values of the slope soil parameters, i.e., C3 < C4 < C0 and φ3 < φ4 < φ0;

[0036] S602. Use the Fellenius method to search for the most dangerous slip surface of the slope soil in the third and fourth regions respectively with the upper limit value of the slope soil parameters, the lower limit value of the slope soil parameters, and the final value of the slope soil parameters, to obtain the most dangerous slip surface of the slope soil;

[0037] S603. Solve the safety factor corresponding to the final value of the slope soil parameters on the most dangerous slip surface of the slope soil, and determine whether the safety factor is greater than 1. If not, re-specify the final value of the slope soil parameters;

[0038] S604. Compare whether the re-specified final value of the slope soil parameters satisfies C3 < C4 < C0 and φ3 < φ4 < φ0;

[0039] S605. Repeat steps S601 - S604 until the final values of the slope soil parameters C4 and φ4 satisfy C3 < C4 < C0 and φ3 < φ4 < φ0, and the safety factor corresponding to the final value of the slope soil parameters on the most dangerous slip surface of the slope soil is greater than 1.

[0040] The present invention also provides a device for determining the rationality of slope soil parameters using the method for determining the rationality of slope soil parameters as described above, including a data collection unit, a region division unit, a primary determination unit, an intermediate determination unit, and a high - level determination unit;

[0041] The data collection unit is used to collect hydro - geological and engineering - geological condition data, seismic data, and slope design data of a certain engineering area;

[0042] The region division unit is used to divide the area where damage has occurred into multiple regions and calculate the upper limit value of the slope soil parameters;

[0043] The primary determination unit is used to specify the initial value of the slope soil parameters and determine the rationality of the initial value of the slope soil parameters;

[0044] The intermediate determination unit is used to calculate the intermediate value of the slope soil parameters and determine the rationality of the intermediate slope soil parameters;

[0045] The advanced judgment unit is used to calculate the lower limit value of the slope soil parameters and determine the final value of the slope soil parameters in the area.

[0046] Compared with the prior art, the present invention has the following beneficial effects:

[0047] (1) The present invention obtains reasonable slope soil parameters through multi-region slope soil parameter analysis and safety factor comparison, effectively reducing the slope soil parameter deviation caused by the complexity of engineering geological conditions and human factors. By determining the upper and lower limits and combining the continuous adjustment of the slope soil parameters, the rationality of the soil parameters can be systematically verified, thereby significantly improving the accuracy of the slope soil parameters (cohesion C and internal friction angle φ), avoiding the limitations of traditional methods of obtaining soil parameters, ensuring the reliability of the slope soil parameters, and reducing engineering hidden dangers, accident risks, and engineering waste caused by unreasonable slope soil parameters.

[0048] (2) The present invention divides the damaged area of the slope in the project area into multiple regions and uses the Ferenius method to search for the most dangerous sliding surface of the slope soil in different regions multiple times. The obtained most dangerous sliding surface of the slope soil and the calculated slope soil parameters are comprehensive and representative, which has important reference significance for slope stability analysis;

[0049] (3) The Ferenius method used in the present invention can not only perform searches and parameter analysis on different regions, but can also be extended to the slope soil parameter analysis of a single region;

[0050] (4) The present invention has clear steps and strong operability from data collection, regional division, parameter calculation to rationality verification. Through multiple adjustments and comparative analysis, it can quickly find a reasonable range of soil parameters, which significantly improves the efficiency of engineering operations. At the same time, the present invention combines the advantages of field tests, theoretical calculations and computer searches, reduces the uncertainty caused by relying solely on tests, provides a more reliable basis for engineering operations, and is scientific and efficient. BRIEF DESCRIPTION OF THE DRAWINGS

[0051] Figure 1 Flowchart of a method for determining rationality of slope soil parameters according to an embodiment of the present invention;

[0052] Figure 2 A schematic diagram of the forces acting on a slope soil mass according to an embodiment of the present invention;

[0053] Figure 3 An engineering geological map of the engineering area according to an embodiment of the present invention;

[0054] Figure 4 An engineering geological cross-section diagram of a first region according to an embodiment of the present invention;

[0055] Figure 5 An engineering geological cross-section diagram of the second region according to an embodiment of the present invention;

[0056] Figure 6 An engineering geological cross-section diagram of the third region according to an embodiment of the present invention;

[0057] Figure 7 An engineering geological cross-section diagram of the fourth region according to an embodiment of the present invention;

[0058] Figure 8 Schematic diagram of the most dangerous sliding surface of the slope soil in the fourth area of an embodiment of the present invention;

[0059] Figure 9 Schematic diagram of the Ferenius method according to an embodiment of the present invention. DETAILED DESCRIPTION

[0060] The following will clearly and completely describe the technical solutions in the embodiments of the present invention in conjunction with the accompanying drawings. Obviously, the described embodiments are only part of the embodiments of the present invention, not all of the embodiments. Based on the embodiments of the present invention, all other embodiments obtained by ordinary technicians in this field without making creative efforts are within the scope of protection of the present invention.

[0061] Example 1

[0062] Combine Figure 1 As shown, an embodiment of the present invention provides a method for determining the rationality of slope soil parameters, comprising the following steps:

[0063] S1. Collect hydrogeological and engineering geological conditions data, seismic data and slope design data of a certain project area;

[0064] S2. Determine the damaged area in the project area based on the data collected in step S1, and 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;

[0065] S3. Given an initial value of a slope soil parameter, compare and determine an upper limit value of the slope soil parameter with the initial value, adjust the initial value of the slope soil parameter, and use the upper limit value of the slope soil parameter and the adjusted initial value of the slope soil parameter to respectively solve for the corresponding safety factor to obtain a first safety factor and a second safety factor, and compare and determine the first safety factor and the second safety factor to obtain an intermediate value of the slope soil parameter;

[0066] S4, selecting the third area and the fourth area in step S2, using the middle value of the slope soil parameter in step S3, searching the third area and the fourth area respectively, and obtaining the most dangerous sliding surface of the slope soil in the third area and the fourth area respectively;

[0067] S5. Solve the safety factors for the most dangerous sliding surfaces of the slope soil in the third area and the fourth area obtained in step S4 to obtain a third safety factor and a fourth safety factor. If the third safety factor and the fourth safety factor obtained are both greater than or equal to 1, determine the middle value of the slope soil parameter as a reasonable slope soil parameter, and terminate the process. If the third safety factor or the fourth safety factor obtained is less than 1, solve the lower limit value of the slope soil parameter and execute step S6.

[0068] S6. Based on the upper limit value and the lower limit value of the slope soil parameter, the rationality of the slope soil parameter is judged for the intermediate value of the slope soil parameter.

[0069] Example 2

[0070] Combine Figure 1 As shown, an embodiment of the present invention provides a method for determining the rationality of slope soil parameters, comprising the following steps:

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

[0072] S2. Determine the damaged area in the project area based on the data collected in step S1, and 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;

[0073] Specifically, when dividing and selecting areas, the selection can be made based on engineering geological experience and current engineering geological conditions. Among the soil failure criteria, the Mohr-Coulomb criterion reflects the differential effect of soil compressive strength. It is simple and practical, and the soil parameters C and φ are easy to obtain. Therefore, the Mohr-Coulomb criterion has been widely used in engineering construction. The safety factor of soil slope anti-destruction stability can be calculated using this criterion. Therefore, if Figure 2 As shown in the figure, a schematic diagram of the slope soil force 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, based on the on-site topography and soil composition of the slope, it is possible to determine, on a macro scale, the areas where natural slopes in the project area have experienced slope damage due to gravity, earthquakes, long-term rainfall, etc., and to produce an engineering geological map of the area before the slope damage. The area where sliding damage has occurred is circled on the map, and the principles of engineering geological analysis are used to analyze these areas where sliding damage has occurred, and determine the areas that have experienced damage due to gravity + earthquake conditions. After that, an area that has experienced damage due to gravity + earthquake conditions is selected;

[0075] like Figure 3 As shown, the engineering area where damage has occurred is divided into multiple areas. The first area is the area where damage has occurred, which is surrounded by the dotted line a and the dotted line b, and an engineering geological profile is drawn along the section line 2-2 in the first area. The second area is the area where damage has occurred, which is surrounded by the dotted line a and the dotted line c, and an engineering geological profile is drawn along the section line 3-3 in the second area. The third and fourth areas are located at both ends of the area where damage has occurred but have not yet occurred. The third area is surrounded by the dotted line c and the dotted line d, and an engineering geological profile is drawn along the section line 5-5 in the third area. The fourth area is surrounded by the dotted line b and the dotted line e, and an engineering geological profile is drawn along the fourth area.

[0076] S3. Given an initial value of a slope soil parameter, compare and determine an upper limit value of the slope soil parameter with the initial value, adjust the initial value of the slope soil parameter, and use the upper limit value of the slope soil parameter and the adjusted initial value of the slope soil parameter to respectively solve for the corresponding safety factor to obtain a first safety factor and a second safety factor, and compare and determine the first safety factor and the second safety factor to obtain an intermediate value of the slope soil parameter;

[0077] S4, selecting the third area and the fourth area in step S2, using the middle value of the slope soil parameter in step S3, searching the third area and the fourth area respectively, and obtaining the most dangerous sliding surface of the slope soil in the third area and the fourth area respectively;

[0078] S5. Solve the safety factors for the most dangerous sliding surfaces of the slope soil in the third area and the fourth area obtained in step S4 to obtain a third safety factor and a fourth safety factor. If the third safety factor and the fourth safety factor obtained are both greater than or equal to 1, determine the middle value of the slope soil parameter as a reasonable slope soil parameter, and terminate the process. If the third safety factor or the fourth safety factor obtained is less than 1, solve the lower limit value of the slope soil parameter and execute step S6.

[0079] S6. Based on the upper limit value and the lower limit value of the slope soil parameter, the rationality of the slope soil parameter is judged for the intermediate value of the slope soil parameter;

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

[0081] S201. Select the first area and the second area, and draw two engineering geological profiles;

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

[0083] S202. Assume that the slope soil before failure is in the limit equilibrium state. At this time, the anti-failure ability of the slope soil reaches the maximum. The slope soil parameters include cohesion C and internal friction angle φ. At this time, both slope soil parameters are the highest values, and the safety factor K0 = 1;

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

[0085] Among them, in step S203, establish a system of equations through the safety factor calculation formula to solve the upper limit values of the slope soil parameters. The established system of equations is:

[0086]

[0087] In the formula, 1 is the safety factor K0, G1 is the gravity of the soil mass above the failure surface in the first area; G2 is the gravity of the soil mass above the failure surface in the second area; G1' is the horizontal force generated in the soil mass above the failure surface in the first area caused by the earthquake action; G2' is the horizontal force generated in the soil mass above the failure surface in the second area caused by the earthquake action; α1 is the inclination angle of the slope soil failure surface in the first area; α2 is the inclination angle of the slope soil failure surface in the second area; L1 is the length of the slope soil failure surface in the first area; L2 is the length of the slope soil failure surface in the second area; 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.

[0088] Embodiment 3

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

[0090] S301. Given the initial values of the slope soil parameters, including the initial value C1 of cohesion and the initial value φ1 of the internal friction angle, compare the initial value C1 of cohesion and the initial value φ1 of the internal friction angle with the upper limit value C0 of cohesion and the upper limit value φ0 of the internal friction angle. If C1 > C0 or φ1 > φ0, it is determined that the initial values of the slope soil parameters are unreasonable, and adjust the initial values of the slope soil parameters until C1 < C0 and φ1 < φ0 are satisfied;

[0091] S302. Use the adjusted initial values of the 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 adjusted initial values of the slope soil parameters on this most dangerous slip surface of the slope soil;

[0093] S304. Compare K1 and K2. If K2 > K1, then determine that the adjusted initial values of the slope soil parameters are unreasonable, and execute step S305;

[0094] S305. Repeat steps S301 - S304 until the given initial values of the slope soil parameters satisfy C1 < C0 and φ1 < φ0 and K2 < K1, to 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, use the Fellenius method to search for the most dangerous slip surface of the selected slope soil, and when searching, the slope soil parameters take the upper limit values of the slope soil parameters and the adjusted initial values of the 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, regard the sliding soil mass 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, divide the soil mass into strips to calculate its sliding force and anti - sliding force, and finally obtain the stability safety factor, without considering the interaction forces between soil strips during the calculation.

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

[0099] Table 1

[0100] Slope angle α(°) <![CDATA[β1(°)]]> <![CDATA[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] Take the centers O1, O2, ..., on the extended line DE and, passing through the relatively gentle slope point A (different locations can be selected for calculation), construct arcs AC1, AC2, ..., and calculate the corresponding safety factors F1, F2, ..., respectively. Use an appropriate scale to mark the corresponding center points and connect them to form a curve of the safety factor Fs as a function of the center position. The lowest point of the curve is the minimum safety factor when the center is on the extended line DE. However, the true center of the most dangerous sliding arc is not necessarily in the direction of the DE. Through this lowest point, draw the perpendicular line FG to the DE. Then, determine several more circles with centers O1', O2', ..., before and after the intersection of FG and the extended line DE. Use a similar procedure to determine the center of the circle with the minimum safety factor when the center is on FG. This center is considered the center of the most dangerous sliding arc when sliding across relatively gentle terrain. The internal arc surface of the soil corresponding to this center is the most dangerous sliding surface of the soil.

[0102] Example 4

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

[0104] S401, drawing two engineering geological profiles from the selected third area and the fourth area;

[0105] Specifically, if Figure 6 As shown in the figure, it is the engineering geological profile of the third area. Figure 7 The following is the engineering geological profile of the fourth area;

[0106] S402, obtaining the intermediate values of the slope soil parameters in step S305, including the intermediate value of cohesion C2 and the intermediate value of the internal friction angle φ2, and using the intermediate values of the slope soil parameters to search for the most dangerous sliding surfaces of the slope soil in the third region and the fourth region for the two drawn engineering geological profiles, 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;

[0107] Furthermore, in step S402, the most dangerous sliding surfaces of the slope soil in the third area and the fourth area are searched respectively based on the Ferenius method, and the slope soil parameters are taken as the middle values of the slope soil parameters during the search.

[0108] Example 5

[0109] Based on Example 4, in this embodiment, step S5 specifically includes:

[0110] S501. Solve the third safety factor K3 of the most dangerous slip surface of the slope soil mass in the third area and the fourth safety factor K4 of the most dangerous slip surface of the slope soil mass in the fourth area;

[0111] S502. Assume that the slope soil mass is in the limit equilibrium state with a safety factor of 1. Compare K3 and K4 with 1. If K3≥1 and K4≥1, determine that the intermediate value of the slope soil mass parameters is reasonable. If K3<1 or K4<1, it means that the intermediate value of the slope soil mass parameters is small. At this time, set the values of K3 and K4 to 1, and solve the transition value of the slope soil mass parameters according to the safety factor formula, including the cohesion transition value C3 and the internal friction angle transition value φ3. At this time, this transition value of the slope soil mass parameters is the lower limit value of the slope soil mass parameters in this engineering area. Denote the cohesion transition value as the cohesion lower limit value C3 and the internal friction angle transition value as the internal friction angle lower limit value φ3, and execute step S6.

[0112] Example 6

[0113] Based on Example 5, in this example, in step S6, when K3<1 or K4<1, the specific method for determining that the slope soil mass parameters are reasonable is as follows:

[0114] S601. Obtain the lower limit value of the slope soil mass parameters in step S502, including the cohesion lower limit value C3 and the internal friction angle lower limit value φ3, and give the final value of the slope soil mass parameters, including the cohesion final value C4 and the internal friction angle final value φ4, such that the final value of the slope soil mass parameters is greater than the lower limit value of the slope soil mass parameters and less than the upper limit value of the slope soil mass parameters, C3<C4<C0 and φ3<φ4<φ0; <​​​​​​​​​​​​​​S605. Repeat steps S601 - S604 until the final values of the slope soil parameters C4 and φ4 satisfy C3 < C4 < C0 and φ3 < φ4 < φ0, and the safety factor corresponding to the final values of the slope soil parameters is greater than 1 at the most dangerous slip surface of the slope soil.

[0120] Embodiment 7

[0121] The embodiment of the present invention also provides a device for determining the rationality of slope soil parameters, which is applicable to the method for determining the rationality of slope soil parameters as described above, and includes a data collection unit, a region division unit, a primary determination unit, an intermediate determination unit, and a high - level determination unit;

[0122] The data collection unit is used to collect the hydrogeological and engineering geological condition data, seismic data, and slope design data of a certain engineering area;

[0123] The region division unit is used to divide the area where damage has occurred into multiple regions and calculate the upper limit values of the slope soil parameters;

[0124] The primary determination unit is used to give the initial values of the slope soil parameters and determine the rationality of the initial values of the slope soil parameters;

[0125] The intermediate determination unit is used to calculate the intermediate values of the slope soil parameters and determine the rationality of the intermediate slope soil parameters;

[0126] The high - level determination unit is used to calculate the lower limit values of the slope soil parameters and determine the final values of the slope soil parameters in this region.

[0127] The above are only the embodiments of the present invention and are not intended to limit the present invention. Any modifications, equivalent replacements, and improvements made within the scope of the application of the present invention shall be included within the protection scope of the present invention.

Claims

1. A method for determining the rationality of slope soil parameters, characterized in that: The following steps are involved: S1. Collect hydrogeological and engineering geological conditions data, seismic data and slope design data of a certain project area; S2. Determine the damaged area in the project area based on the data collected in step S1, and 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; S3. Given an initial value of a slope soil parameter, compare and determine an upper limit value of the slope soil parameter with the initial value, adjust the initial value of the slope soil parameter, and use the upper limit value of the slope soil parameter and the adjusted initial value of the slope soil parameter to respectively solve for the corresponding safety factor to obtain a first safety factor and a second safety factor, and compare and determine the first safety factor and the second safety factor to obtain an intermediate value of the slope soil parameter; S4, selecting the third area and the fourth area in step S2, using the middle value of the slope soil parameter in step S3, searching the third area and the fourth area respectively, and obtaining the most dangerous sliding surface of the slope soil in the third area and the fourth area respectively; S5. Solve the safety factors for the most dangerous sliding surfaces of the slope soil in the third area and the fourth area obtained in step S4 to obtain a third safety factor and a fourth safety factor. If the third safety factor and the fourth safety factor obtained are both greater than or equal to 1, determine the middle value of the slope soil parameter as a reasonable slope soil parameter, and terminate the process. If the third safety factor or the fourth safety factor obtained is less than 1, solve the lower limit value of the slope soil parameter and execute step S6. S6. Based on the upper limit value and the lower limit value of the slope soil parameter, the rationality of the slope soil parameter is judged for the intermediate value of the slope soil parameter.

2. The method for determining the rationality of slope soil parameters according to claim 1, characterized in that: In step S2, the specific method for determining the upper limit value of the slope soil parameter is: S201, select a first area and a second area, and draw two engineering geological profiles; S202. Assume that the slope soil is in a limit equilibrium state before failure. At this time, the anti-destruction capacity of the slope soil reaches its maximum. The slope soil parameters include cohesion C and internal friction angle φ. At this time, the slope soil parameters are all at their highest values, and the safety factor K0 = 1. S203. Calculate the upper limit values of slope soil parameters using the safety factor K0=1, including the upper limit value C0 of cohesion and the upper limit value of the internal friction angle φ0.

3. The method for determining the rationality of slope soil parameters according to claim 2, characterized in that: In step S203, a system of equations is established by using the safety factor calculation formula to solve the upper limit values of the slope soil parameters. The established system of equations is: Where 1 is the safety factor K0, G1 is the weight of the soil above the failure surface in the first area; G2 is the gravity of the soil above the failure surface in the second area; G1' is the horizontal force generated by the soil above the failure surface in the first area due to earthquake action; $G2'$ is the horizontal force generated by the earthquake on the soil mass above the failure surface in the second area; $\alpha1$ is the inclination angle of the failure surface of the soil mass on the slope in the first area; $\alpha2$ is the inclination angle of the failure surface of the soil mass on the slope in the second area; $L1$ is the length of the failure surface of the soil mass on the slope in the first area; $L2$ is the length of the failure surface of the soil mass on the slope in the second area; $C0$ is the upper limit value of the cohesion of the soil mass parameters of the slope, and $\varphi0$ is the upper limit value of the internal friction angle of the soil mass parameters of the slope.

4. The method for determining the rationality of slope soil parameters according to claim 2, characterized in that: In step S3, the specific method for judging the rationality of the initial value is as follows: S301. Given the initial values of the soil mass parameters of the slope, including the initial cohesion value $C1$ and the initial internal friction angle value $\varphi1$, compare the initial cohesion value $C1$ and the initial internal friction angle value $\varphi1$ with the upper limit value of cohesion $C0$ and the upper limit value of the internal friction angle $\varphi0$. If $C1 > C0$ or $\varphi1 > \varphi0$, it is determined that the initial values of the soil mass parameters of the slope are unreasonable, and the initial values of the soil mass parameters of the slope are adjusted until $C1 < C0$ and $\varphi1 < \varphi0$ are satisfied; S302. Using the adjusted initial values of the soil mass parameters of the slope, search for the most dangerous slip surfaces of the soil mass on the slopes in the first area and the second area respectively, obtain the most dangerous slip surface of the soil mass on the slope in the first area and the most dangerous slip surface of the soil mass on the slope in the second area. According to the upper limit values of the soil mass parameters, calculate the safety factor values corresponding to the most dangerous slip surface of the soil mass on the slope in the first area and the safety factor values corresponding to the most dangerous slip surface of the soil mass on the slope in the second area. Compare the safety factor values corresponding to the most dangerous slip surface of the soil mass on the slope in the first area and the safety factor values corresponding to the most dangerous slip surface of the soil mass on the slope in the second area, and select the most dangerous slip surface of the soil mass on the slope in the area with the smaller safety factor value; S303. Obtain the most dangerous slip surface of the soil mass on the slope selected in step S302, and solve the first safety factor $K1$ corresponding to the upper limit values of the soil mass parameters and the second safety factor $K2$ corresponding to the adjusted initial values of the soil mass parameters on this most dangerous slip surface of the soil mass on the slope; S304. Compare $K1$ and $K2$. If $K2 > K1$, it is judged that the adjusted initial values of the soil mass parameters of the slope are unreasonable, and execute step S305; S305. Repeat steps S301 - S304 until the given initial values of the soil mass parameters of the slope satisfy $C1 < C0$, $\varphi1 < \varphi0$ and $K2 < K1$, and obtain the intermediate values of the soil mass parameters of the slope, including the intermediate cohesion value $C2$ and the intermediate internal friction angle value $\varphi2$.

5. The method for determining the rationality of slope soil parameters according to claim 4, characterized in that: In step S303, the Fellenius method is used to search for the most dangerous slip surface of the soil mass on the slope selected. When searching, the soil mass parameters are taken as the upper limit values of the soil mass parameters and the adjusted initial values of the soil mass parameters.

6. The method for determining the rationality of slope soil parameters according to claim 4, characterized in that: In step S4, the specific method for determining the lower limit values of the soil mass parameters of the slope is as follows: S401. Select the third area and the fourth area, and draw two engineering geological profiles; S402. Obtain the intermediate values of the slope soil parameters in step S305, including the intermediate cohesion value C2 and the intermediate internal friction angle value φ2. For the two drawn engineering geological profiles, use the intermediate values of the slope soil parameters to search for the most dangerous slip surfaces of the slope soil in the third area and the fourth area respectively, and obtain the most dangerous slip surface of the slope soil in the third area and the most dangerous slip surface of the slope soil in the fourth area.

7. The method for determining the rationality of slope soil parameters according to claim 6, characterized in that: In step S402, based on the Fellenius method, search for the most dangerous slip surfaces of the slope soil in the third area and the fourth area respectively. When searching, the slope soil parameters are taken as the intermediate values of the slope soil parameters.

8. The method for determining the rationality of slope soil parameters according to claim 6, characterized in that: Step S5 specifically includes: S501. Solve the third safety factor K3 of the most dangerous slip surface of the slope soil in the third area and the fourth safety factor K4 of the most dangerous slip surface of the slope soil in the fourth area; S502. Assume that the slope soil is in the limit equilibrium state and the safety factor is 1. Compare K3 and K4 with 1. If K3≥1 and K4≥1, it is determined that the intermediate values of the slope soil parameters are reasonable. If K3<1 or K4<1, it means that the intermediate values of the slope soil parameters are small. At this time, set the values of K3 and K4 to 1, and solve the transition values of the slope soil parameters, including the cohesion transition value C3 and the internal friction angle transition value φ3, according to the safety factor formula. At this time, the transition value of the slope soil parameters is the lower limit value of the slope soil parameters in this engineering area. Record the cohesion transition value as the cohesion lower limit value C3 and the internal friction angle transition value as the internal friction angle lower limit value φ3, and execute step S6.

9. The method for determining the rationality of slope soil parameters according to claim 8, characterized in that: In step S6, when K3<1 or K4<1, the specific method for determining that the slope soil parameters are reasonable is: S601. Obtain the lower limit values of the slope soil parameters in step S502, including the cohesion lower limit value C3 and the internal friction angle lower limit value φ3, and give the final values of the slope soil parameters, including the cohesion final value C4 and the internal friction angle final value φ4, so that the final values of the slope soil parameters are all greater than the lower limit values of the slope soil parameters and less than the upper limit values of the slope soil parameters, C3<C4<C0 and φ3<φ4<φo; S602. Use the upper limit values of the slope soil parameters, the lower limit values of the slope soil parameters, and the final values of the slope soil parameters respectively, and use the Fellenius method to search for the most dangerous slip surfaces of the slope soil in the third area and the fourth area to obtain the most dangerous slip surfaces of the slope soil; S603. Solve the safety factor corresponding to the final values of the slope soil parameters on the most dangerous slip surface of the slope soil, and judge whether the safety factor is greater than 1. If not, re-give the final values of the slope soil parameters; S604. Compare whether the re-given final values of the slope soil parameters satisfy C3<C4<C0 and φ3<φ4<φo; S605. Repeat steps S601-S604 until the final values of the slope soil parameters C4 and φ4 satisfy C3<C4<C0 and φ3<φ4<φo, and satisfy that the safety factor corresponding to the final values of the slope soil parameters on the most dangerous slip surface of the slope soil is greater than 1.

10. A device for determining the rationality of slope soil parameters using the method for determining the rationality of slope soil parameters according to any one of claims 1 to 9, characterized in that: It includes a data collection unit, a regional division unit, a primary determination unit, an intermediate determination unit, and a high-level determination unit; The data collection unit is used to collect hydrogeological and engineering geological conditions data, seismic data and slope design data of a certain project area; The regional division unit is used to divide the damaged area into multiple areas and calculate the upper limit values of slope soil parameters; The primary judgment unit is used to give the initial values of the slope soil parameters and judge the rationality of the initial values of the slope soil parameters; The intermediate judgment unit is used to calculate the intermediate values of slope soil parameters and judge the rationality of the intermediate slope soil parameters; The advanced judgment unit is used to calculate the lower limit value of the slope soil parameters and determine the final value of the slope soil parameters in the area.

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