A method for zoning design of high embankment slopes and a server

Abstract

This invention discloses a method and server for zoning design of high embankment slopes. The method includes the following steps: S1: Establishing a finite element model of the high embankment and setting a coordinate system; S2: Setting monitoring sections at intervals and extracting the settlement elevation of the monitoring sections; S3: Setting the endpoint of the horizontal segment on the observation curve as the theoretical zoning boundary and dividing the slope according to the theoretical zoning boundary; S4: Designing the slope of settlement control zone I according to the highway subgrade design specifications; S5: Calculating the overall stability of the slope in strength control zone II, obtaining the stability coefficient and the design slope line; S6: Using the design slope line as the zoning land-saving design slope line. In this invention, by reducing the settlement control zone from the entire slope to settlement control zone I, it ensures that pavement settlement control is not affected, saves construction compaction costs, and shortens the subgrade filling construction period; at the same time, by carrying out land-saving design for the lower strength control zone II of the high embankment slope, the construction land for the high embankment slope can be saved.

Description

Technical Field

[0001] This invention relates to the field of roadbed technology, and in particular to a method for zoning design of high embankment slopes and a server. Background Technology

[0002] With the needs of national construction, a large number of high embankment slopes are inevitably required in mountainous construction and various road projects. According to the definition in the "Highway Subgrade Design Specification" (JTG D30-2015), embankments with a height of more than 20m are called high embankments. High embankments are characterized by a large land area and a huge amount of fill, which will result in a large land occupation area and serious soil erosion caused by large-scale excavation and filling. In addition, high embankment slopes also have problems such as large subgrade settlement and high stability requirements.

[0003] After more than 30 years of development, my country's highway embankment design has formed a mature set of methods for cross-sectional forms, slope ratio design, and quality control and acceptance. Engineering practice shows that my country's traditional embankment cross-sectional design methods have the advantages of good slope stability and good subgrade settlement performance to meet the requirements of highway construction, but they also have the disadvantage of large land occupation. Especially in the construction of mountain highways, the terrain is limited and there are red lines for arable land. At the same time, large-scale filling projects can easily lead to ecological damage. In order to reduce the land used for highway construction from the design source, the objective reality has given rise to the concept of land-saving design.

[0004] Currently, the commonly used cross-sectional design method for highway high embankment slopes is as follows: a slope level is designed every 8 meters in height, with a 2-meter-wide step outside each level. The slope rate gradually decreases from top to bottom, for example, the top level uses a slope rate of 1:1.5, the next level 1:1.75, and the level after that 1:2. Although current highway specifications stipulate that highway high embankment slopes should be designed separately, in current conventional designs, the commonly used cross-sectional form is still the main approach, with specific design calculations for embankment settlement and slope stability performed separately. In reality, for specific projects and specific fill materials, using the above cross-sectional form may lead to design redundancy. With further refined design, there is still room for optimization of the high embankment cross-sectional form. Summary of the Invention

[0005] In order to overcome the shortcomings of the prior art, one of the objectives of this invention is to provide a zoning design method for high embankment slopes, which can solve the problem of excessive land occupation in the design section of conventional high embankment design methods.

[0006] The second objective of this invention is to provide a high embankment slope zoning design server, which can solve the problem of excessively large design cross-sections in conventional high embankment design methods.

[0007] To achieve one of the above objectives, the technical solution adopted by the present invention is as follows:

[0008] A method for zoning design of high embankment slopes includes the following steps:

[0009] S1: Establish a finite element model of the high embankment and set up a rectangular coordinate system, with the horizontal axis representing the distance from the centerline of the embankment and the vertical axis representing the embankment elevation;

[0010] S2: Set up several monitoring sections at preset intervals and extract the elevation of the maximum settlement on each monitoring section;

[0011] S3: Using the distance from the center line of the embankment as the abscissa and the elevation of the maximum settlement position on each monitoring section as the ordinate, an observation curve is formed. The endpoint of the horizontal section of the slope position on the observation curve is set as the theoretical zoning boundary. Zoning design starts from the top of the first-level slope closest to the right of the theoretical zoning boundary. This position is set as the starting point of the actual zoning design. The left side is set as settlement control zone I, and the right side is set as strength control zone II.

[0012] S4: The embankment slopes within settlement control zone I shall be designed in accordance with the highway subgrade design specifications;

[0013] S5: For the strength control zone II, the slope is narrowed step by step from top to bottom. The overall stability of the slope is calculated according to the original slope line to obtain the stability coefficient and the design slope line.

[0014] S6: Use the design slope line as the zoning land-saving design slope line.

[0015] Preferably, the finite element model of the high embankment is a half-width embankment model.

[0016] Preferably, S1 is implemented by the following steps:

[0017] S11: Simulate the layered filling construction of a half-width embankment model and calculate the settlement distribution of the embankment during the construction period.

[0018] S12: Establish a rectangular coordinate system with the center line of the half-width embankment model as the origin. The horizontal axis represents the distance from the center line of the embankment, and the vertical axis represents the filling elevation.

[0019] Preferably, step S2 is implemented by the following steps:

[0020] Several monitoring sections were set at 10% intervals from the centerline of the embankment to the toe of the slope, and the elevation of the maximum settlement on each monitoring section was extracted.

[0021] Preferably, step S5 is implemented by the following steps:

[0022] S51: Using the simplified Bishop method based on the original slope line of strength control zone II, the overall slope stability is calculated to obtain the original stability coefficient F. s0 ;

[0023] S52: Determine the original stability coefficient F s0 Is it greater than the critical value? If not, end the program; if yes, execute S53.

[0024] S53: Perform progressive narrowing verification from top to bottom, steepening the slope of the Nth level slope by one level while keeping the slopes of other slopes unchanged. Use the simplified Bishop method to calculate the overall stability of the slope and obtain the Nth stability coefficient F. sn and the Nth slope line;

[0025] S54: Determine the Nth stability coefficient F sn If the value is greater than the critical value, the original slope line is used as the design slope line; if it is, the Nth slope line is used as the provisional design slope line, and S55 is executed.

[0026] S55: Based on the provisional slope line, the slope ratio of the (N+1)th level slope is increased by one level, while keeping the slope ratios of other slopes unchanged. The simplified Bishop method is used to calculate the overall slope stability, and the stability coefficient F of the (N+1)th level slope is obtained. sn+1 and the N+1th slope line;

[0027] S56: Determine the stability coefficient F of the (N+1)th digit. sn+1 If the value is greater than the critical value, then the provisional slope line is used as the design slope line; if it is, then the N+1 slope line is used as the provisional slope line and S57 is executed.

[0028] S57: Determine whether the (N+1)th level slope is the last level slope from top to bottom. If not, increment N by 1 and execute S55. If yes, execute S53 again.

[0029] Preferably, the simplified Bishop method for calculating the overall stability of a slope is implemented through the following steps:

[0030] The position M1 is defined as 4.5H horizontally from the toe of the slope and 2H vertically from the top of the slope, where H is the slope height;

[0031] Set the top of the slope as point A and the bottom of the slope as point B1. Connect points A and B1 to obtain line AB1 and the angle θ between line AB1 and the horizontal direction.

[0032] Draw rays from points A and B1 to intersect at point M2. Obtain the angle β1 between line B1M2 and line AB1, and the angle β2 between line AM2 and the horizontal direction. Then, obtain the values ​​of angles β1 and β2 by looking up a table or by linear interpolation.

[0033] Several Q values ​​are set at a first preset distance on the extension lines of online M1 and M2. n Point, set Q n Point Q is the center of the first potential sliding surface. n B1 is used as the radius of the first circular arc sliding surface to determine the first potential sliding surface, and the soil above the first potential sliding surface is set to form the first potential sliding zone, which is then divided into several first soil strips along the vertical direction.

[0034] Through formula Calculate several Q values ​​respectively n The stability coefficient of the point is the center of the potential sliding surface circle. The center of the circle with the smallest stability coefficient is obtained, and a perpendicular line is drawn about line M1 M2 at the center of the circle with the smallest stability coefficient. Several Q points are set at a second preset distance on the perpendicular line about line M1 M2. ni Point Q is the center of the second potential sliding surface. ni B1 is used as the radius of the second circular sliding surface to determine the second potential sliding surface. The soil above the second potential sliding surface is set to form a second potential sliding zone, which is then vertically divided into several second soil strips. The solution is then determined using the formula... Get several Qs ni The stability coefficient corresponding to the point is taken as the minimum stability coefficient of the slope. In the formula F S c is the stability coefficient. i and The cohesion (kPa) and internal friction angle (°) of the soil layer containing the i-th soil strip slip arc are determined by laboratory geotechnical tests, b. i Let α be the width (m) of the i-th soil strip. i Let W be the dip angle (°) of the bottom sliding surface of the i-th soil strip. i and Q i Let m be the weight of the i-th soil strip and the vertical external force (kN), respectively. αi is a coefficient.

[0035] To achieve the second objective mentioned above, the technical solution adopted by this invention is as follows:

[0036] A server for zoning design of high embankment slopes, characterized in that it includes storage and a processor;

[0037] Storage, used to store program instructions;

[0038] A processor is used to run the program instructions to execute the high embankment slope zoning design method described above.

[0039] Compared with the prior art, the beneficial effects of the present invention are as follows: by reducing the settlement control zone from the entire slope to settlement control zone I, it ensures that the road settlement control is not affected, saves construction compaction costs, and shortens the roadbed filling construction period; at the same time, by designing the lower strength control zone II of the high embankment slope in a land-saving manner, the construction land of the high embankment slope can be saved. Attached Figure Description

[0040] Figure 1 This is a flowchart of the high embankment slope zoning design method described in this invention.

[0041] Figure 2 This is a schematic diagram of the monitoring section of the half-width embankment model described in this invention.

[0042] Figure 3 This is a schematic diagram of the observation curve described in this invention.

[0043] Figure 4 This is a schematic diagram of the high embankment zoning described in this invention.

[0044] Figure 5 This is a schematic diagram of the design process for the strength control zone II described in this invention.

[0045] Figure 6 This is a schematic diagram illustrating the principle of calculating the slope stability coefficient using the Bishop method described in this invention.

[0046] Figure 7 This is a schematic diagram of the observation curve of the 5-level slope described in Example 1.

[0047] Figure 8 This is a schematic diagram of the starting slope line for the 5-level slope zoning design described in Example 1. Detailed Implementation

[0048] The preferred embodiments of the present invention will be described below with reference to the accompanying drawings. It should be understood that the preferred embodiments described herein are for illustration and explanation only and are not intended to limit the present invention.

[0049] In the description of this invention, it should be noted that the terms "center," "upper," "lower," "left," "right," "vertical," "horizontal," "inner," and "outer," etc., indicate the orientation or positional relationship based on the orientation or positional relationship shown in the accompanying drawings. They are used only for the convenience of describing the invention and for simplifying the description, and do not indicate or imply that the device or element referred to must have a specific orientation, or be constructed and operated in a specific orientation. Therefore, they should not be construed as limitations on the invention. Furthermore, the terms "first," "second," and "third" are used for descriptive purposes only and should not be construed as indicating or implying relative importance.

[0050] In the description of this invention, it should be noted that, unless otherwise explicitly specified and limited, the terms "installation," "connection," and "linking" should be interpreted broadly. For example, they can refer to a fixed connection, a detachable connection, or an integral connection; they can refer to a mechanical connection or an electrical connection; they can refer to a direct connection or an indirect connection through an intermediate medium; and they can refer to the internal connection of two components. Those skilled in the art can understand the specific meaning of the above terms in this invention based on the specific circumstances.

[0051] The present invention will now be further described with reference to the accompanying drawings and specific embodiments:

[0052] Example 1:

[0053] like Figure 1-8 As shown, a method for zoning design of high embankment slopes includes the following steps:

[0054] S1: Establish a finite element model of the high embankment and set up a rectangular coordinate system, with the horizontal axis representing the distance from the centerline of the embankment and the vertical axis representing the embankment elevation;

[0055] Specifically, a finite element model of the high embankment is established, including geometric model, material properties, boundary conditions, etc. Preferably, the finite element model of the high embankment is a half-width embankment model. Preferably, S1 is implemented by the following steps:

[0056] S11: Simulate the layered filling construction of a half-width embankment model and calculate the settlement distribution of the embankment during the construction period;

[0057] Specifically, a finite element model of a high embankment is established, including geometric model, material properties, boundary conditions, etc. For conventional monolithic embankments, the geometric model can be a half-width embankment. The layered filling construction is simulated according to the construction plan, and the settlement distribution of the embankment during the construction period is calculated.

[0058] S12: Establish a rectangular coordinate system with the center line of the half-width embankment model as the origin. The horizontal axis represents the distance from the center line of the embankment, and the vertical axis represents the filling elevation.

[0059] Specifically, such as Figure 2 As shown, a rectangular coordinate system is established with the intersection of the centerline of the half-width embankment model and the ground of the model as the origin, and the distance from the centerline of the embankment as the abscissa and the filling elevation as the ordinate.

[0060] S2: Set up several monitoring sections at preset intervals and extract the elevation of the maximum settlement on each monitoring section;

[0061] Specifically, the entire half-width embankment model is divided into several detection sections for monitoring. S2 is implemented through the following steps:

[0062] like Figure 2 As shown, several monitoring sections (e.g., section 0, section 1, section 2, section 3... section n) are set at 10% intervals from the centerline of the embankment to the toe of the slope, and the elevation of the maximum settlement on each monitoring section is extracted.

[0063] S3: Using the distance from the center line of the embankment as the abscissa and the elevation of the maximum settlement position on each monitoring section as the ordinate, an observation curve is formed. The endpoint of the horizontal section of the slope position on the observation curve is set as the theoretical zoning boundary. Zoning design starts from the top of the first-level slope closest to the right of the theoretical zoning boundary. This position is set as the starting point of the actual zoning design. The left side is set as settlement control zone I, and the right side is set as strength control zone II.

[0064] Specifically, using the distance from the embankment centerline as the abscissa and the elevation of the maximum settlement position on each monitoring section as the ordinate, the data monitored at each monitoring section are extracted and plotted into a smooth observation curve. The endpoint of the horizontal segment of the slope on the observation curve is taken as the theoretical zoning boundary. To minimize pavement settlement, the zoning design begins at the top of the first-level slope closest to the right of the theoretical zoning boundary. This position is set as the starting point for the actual zoning design, with the left side designated as Settlement Control Zone I and the right side as Strength Control Zone II. Figure 3-4 As shown.

[0065] S4: The embankment slopes within settlement control zone I shall be designed in accordance with the highway subgrade design specifications;

[0066] Specifically, the embankment slopes within settlement control zone I are designed in accordance with the highway subgrade design specifications, such as following the slope ratio design sequence of 1:1.5 for Class I, 1:1.75 for Class II, and 1:2 for Class III and above.

[0067] S5: For the strength control zone II, the slope is narrowed step by step from top to bottom. The overall stability of the slope is calculated according to the original slope line to obtain the stability coefficient and the design slope line.

[0068] Specifically, by implementing land-saving design for the lower strength control zone II of the high embankment slope, the construction land for the high embankment slope can be saved. The specific design process is as follows: Figure 5 As shown, in this embodiment, step S5 is specifically implemented by the following steps:

[0069] S51: Using the simplified Bishop method based on the original slope line of strength control zone II, the overall slope stability is calculated to obtain the original stability coefficient F. s0 ;

[0070] Specifically, the overall stability of the slope is calculated using the simplified Bishop method based on the original slope line of strength control zone II, yielding the original stability coefficient F. s0

[0071] S52: Determine the original stability coefficient F s0 Is it greater than the critical value? If not, end the program; if yes, execute S53.

[0072] Specifically, the critical value is 1.35, when the original stability coefficient F s0 If the value is less than 1.35, then the land-saving design method is not applicable to the embankment slope. When the original stability coefficient F... s0 If the value is greater than 1.35, then execute S53.

[0073] S53: Perform progressive narrowing verification from top to bottom, steepening the slope of the Nth level slope by one level while keeping the slopes of other slopes unchanged. Use the simplified Bishop method to calculate the overall stability of the slope and obtain the Nth stability coefficient F. sn And the Nth slope line; where N is any positive integer.

[0074] Specifically, the slope is narrowed progressively from top to bottom. Starting with the first-level slope, the slope ratio of the first-level slope in strength control zone II is increased by one level. If its original slope ratio is 1:2, it is set to 1:1.75; if its original slope ratio is 1:1.75, it is set to 1:1.5. The slope ratio of the slope below the first-level slope remains unchanged from the original slope ratio. Then, the simplified Bishop method is used to calculate the overall stability of the slope, and the first stability coefficient F is obtained. s1 And the first slope line.

[0075] S54: Determine the Nth stability coefficient F sn If the value is greater than the critical value, the original slope line is used as the design slope line; if it is, the Nth slope line is used as the provisional design slope line, and S55 is executed.

[0076] Specifically, if the first stability coefficient F s1 If the value is less than 1.35, the original slope line is used as the design slope line. If the first stability coefficient F s1 If the value is greater than 1.35, the Nth slope line will be used as the provisional design slope line, and S55 will be executed.

[0077] S55: Based on the provisional slope line, the slope ratio of the (N+1)th level slope is increased by one level, while keeping the slope ratios of other slopes unchanged. The simplified Bishop method is used to calculate the overall slope stability, and the stability coefficient F of the (N+1)th level slope is obtained. sn+1 and the N+1th slope line;

[0078] Specifically, based on the provisional slope line, the slope ratio of the second-level slope in strength control zone II is increased by one level, while keeping the slope ratio of the slope below the second-level slope unchanged. Then, the simplified Bishop method is used to calculate the overall slope stability and obtain the second stability coefficient F. s2 And the second slope line.

[0079] S56: Determine the stability coefficient F of the (N+1)th digit. sn+1 If the value is greater than the critical value, then the provisional slope line is used as the design slope line; if it is, then the N+1 slope line is used as the provisional slope line and S57 is executed.

[0080] Specifically, if the second stability coefficient F s2 If the value is less than 1.35, the provisional slope line is used as the design slope line. If the second stability coefficient F s2 If the value is greater than 1.35, the second slope line will be used as a provisional slope line, and S57 will be executed.

[0081] S57: Determine whether the (N+1)th level slope is the last level slope from top to bottom. If not, increment N by 1 and execute S55. If yes, execute S53 again.

[0082] Specifically, determine whether the second-level slope is the last level slope in the top-down sequence. If not, increment N by 1 and execute S55 to obtain the third stability coefficient F. s3 And the third slope line, and determine the third stability coefficient F. s3 If the value is greater than the critical value, and if not, the provisional slope line is used as the design slope line; if so, the third slope line is used as the provisional slope line, and the fourth stability coefficient F is obtained. s4 And the fourth slope line, and so on, until the stability coefficient and slope line corresponding to the last level are obtained. If the stability coefficient corresponding to the last level is less than 1.35, the provisional slope line is used as the design slope line. Otherwise, return to S53 and start again from the first level slope to perform the step-by-step narrowing verification from top to bottom.

[0083] Preferred, such as Figure 6 As shown, the calculation of the overall slope stability using the simplified Bishop method in step S5 is specifically implemented through the following steps:

[0084] The position M1 is defined as 4.5H horizontally from the toe of the slope and 2H vertically from the top of the slope, where H is the slope height;

[0085] Set the top of the slope as point A and the bottom of the slope as point B1. Connect points A and B1 to obtain line AB1 and the angle θ between line AB1 and the horizontal direction.

[0086] Draw rays from points A and B1 to intersect at point M2. Obtain the angle β1 between line B1M2 and line AB1, and the angle β2 between line AM2 and the horizontal direction. Then, look up the values ​​of angles β1 and β2 in the table (see Table 1) based on the values ​​of the angles θ. When the angle θ is not a typical value listed in the table, the values ​​of angles β1 and β2 can be obtained by linear interpolation.

[0087] Table 1:

[0088] Slope inclination angle θ (°) <![CDATA[β1(°)]]> <![CDATA[β2(°)]]> 63 29 40 45 28 37 33 26 35 26 25 35 18 25 35 16 25 36

[0089] Several Q values ​​are set at a first preset distance on the extension lines of online M1 and M2. n Points (Q1, Q2, Q3...), set Q n Point Q is the center of the first potential sliding surface. n B1 is used as the radius of the first circular arc sliding surface to determine the first potential sliding surface, and the soil above the first potential sliding surface is set to form the first potential sliding zone. The zone is divided vertically into several first soil strips, where the width of a single soil strip is generally 2 to 4 m, and there are generally 8 to 10 soil strips.

[0090] Through formula Calculate several Q values ​​respectively n The point is the stability coefficient of the potential sliding surface center, and the center of the circle with the minimum stability coefficient is obtained. Figure 6 Assuming the value is Q3), a perpendicular line is drawn about line M1 to M2 at the center of the circle with the smallest stability coefficient. Several Q's are set at a second preset distance along the perpendicular line about line M1 to M2. ni Point (e.g.) Figure 6 Q shown 31 Q 32 Q 33 ) as the center of the second potential sliding surface, Q ni B1 is used as the radius of the second circular sliding surface to determine the second potential sliding surface. The soil above the second potential sliding surface is set to form a second potential sliding zone, which is then vertically divided into several second soil strips. The solution is then determined using the formula... Get several Qs ni The stability coefficient corresponding to the point is taken as the minimum stability coefficient of the slope. In the formula F s c is the stability coefficient. i and The cohesion (kPa) and internal friction angle (°) of the soil layer containing the i-th soil strip slip arc are determined by laboratory geotechnical tests, b. i Let α be the width (m) of the i-th soil strip. i Let W be the dip angle (°) of the bottom sliding surface of the i-th soil strip. i and Q iLet m be the weight of the i-th soil strip and the vertical external force (kN), respectively. αi is a coefficient.

[0091] S6: Use the design slope line as the zoning land-saving design slope line.

[0092] Specifically, the design slope line obtained in step S5 is used as the zoning land-saving design slope line for land-saving design, which can save construction land for high embankment slopes.

[0093] In this embodiment, the prototype of the half-width embankment model can be selected as a five-level slope, from top to bottom, representing the first to fifth level slopes, with original slope ratios of 1:1.5, 1:1.75, 1:2, 1:2, and 1:2 respectively. Figure 8 As shown. A finite element model of a five-level high embankment was established, including geometric model, material properties, boundary conditions, etc. For conventional monolithic embankments, a half-width embankment can be selected as the geometric model. Layered filling construction simulation was performed according to the construction plan to calculate the settlement distribution of the embankment during the construction period. A rectangular coordinate system was established with the intersection of the centerline of the half-width embankment model and the model ground as the origin, and the distance from the embankment centerline as the abscissa and the filling elevation as the ordinate. Several monitoring sections (e.g., section 0, section 1, section 2, section 3… section n) were set at 10% intervals from the embankment centerline to the slope toe. The elevation of the maximum settlement on each monitoring section was extracted. Using the distance from the embankment centerline as the abscissa and the elevation of the maximum settlement position on each monitoring section as the ordinate, the data monitored in each monitoring section were extracted and plotted into a smooth observation curve, as shown. Figure 7 As shown, the endpoint of the horizontal segment of the slope on the observation curve (approximately 2 / 3 of the slope height) is used as the theoretical zoning boundary. To minimize pavement settlement, the zoning design begins at the top of the first-level slope closest to the right of the theoretical zoning boundary. This position is designated as the starting point for the actual zoning design. The area to its left is designated as Settlement Control Zone I, and the area to its right is designated as Strength Control Zone II. The embankment slopes within Settlement Control Zone I are designed according to the highway subgrade design specifications, i.e., a slope ratio of 1:1.5 for the first level and 1:1.75 for the second level. The slope ratios for the third to fifth levels of slopes within Strength Control Zone II are set at 1:2. The overall slope stability is calculated based on the original slope line, yielding the original stability coefficient F. s0 =1.42>1.35, so the slope ratio of the third-level slope is steepened to 1:1.75, and the first stability coefficient F is calculated. s1 =1.40>1.35; The slope ratio of the fourth-level slope is steepened to 1:1.75, and the second stability coefficient F is calculated. s2 =1.38>1.35; The slope ratio of the fifth-level slope is steepened to 1:1.75, and the third stability coefficient F is calculated. s3=1.36>1.35; The slope ratio of the third-level slope is steepened to 1:1.5, and the fourth stability coefficient F is calculated. s4 =1.33<1.35; The program ends. The final design slope ratios are: Level 1 1:1.5, Level 2 1:1.75, Level 3 1:1.75, Level 4 1:1.75, and Level 5 1:1.75. Compared to the original scheme, the design width of half-width embankment is reduced by 6m, and the design width of full-width embankment will be reduced by 6m × 2 = 12m.

[0094] Example 2:

[0095] A server for zoning design of high embankment slopes includes storage and a processor;

[0096] Storage, used to store program instructions;

[0097] A processor is used to run the program instructions to execute the high embankment slope zoning design method as described in Embodiment 1.

[0098] For those skilled in the art, various other corresponding changes and modifications can be made based on the technical solutions and concepts described above, and all such changes and modifications should fall within the protection scope of the claims of this invention.

Claims

1. A high embankment slope zoning design method, characterized in that, The method comprises the following steps: S1: establishing a finite element model of the high fill embankment, and setting up a rectangular coordinate system, with the horizontal coordinate being the distance from the center line of the embankment and the vertical coordinate being the filling elevation; S2: setting a plurality of monitoring sections according to a preset interval, and extracting the maximum settlement elevation on each monitoring section; S3: forming an observation curve with the distance from the center line of the embankment as the horizontal coordinate and the elevation of the maximum settlement position on each monitoring section as the vertical coordinate, setting the end position of the horizontal section of the slope position on the observation curve as the theoretical partition boundary, and starting the partition design from the position of the top of the first-level slope closest to the right side of the theoretical partition boundary, which is set as the actual partition design starting point, with the left side being set as the settlement control area I and the right side being set as the strength control area II; S4: designing the embankment slope in the settlement control area I according to the highway subgrade design specification, and designing the slope ratio in the order of first level 1:1.5, second level 1:1.75, third level and later 1:2; S5: performing step-by-step narrowing calculation on the strength control area II from top to bottom, calculating the overall stability of the slope according to the original slope line to obtain the stability coefficient and the design slope line; S5 is specifically implemented by the following steps: S51: the original slope line of the strength control area II is used to calculate the overall stability of the slope by the simplified Bishop method to obtain the original stability coefficient F s0 ; S52: judge whether the original stability coefficient F s0 is greater than a critical value, if not, end the program, if yes, execute S53; S53: top-down step-by-step narrowing checking, putting the Nth slope rate one level steeper, keeping other slope rates unchanged, using the simplified Bishop method to calculate the overall stability of the slope, obtaining the Nth stability coefficient F sn and the Nth slope line; S54: judging whether the Nth stability coefficient F sn is greater than a critical value, if not, using the original slope line as the design slope line, if yes, taking the Nth slope line as the tentative design slope line, and performing S55; S55: On the basis of the tentative slope line, the slope ratio of the N+1th level is made steeper by one level, other slope ratios are kept unchanged, the overall stability of the slope is calculated by using the simplified Bishop method, and the N+1th stability coefficient F is obtained sn+1 and the N+1th slope line; S56: judging whether the N+1 stability coefficient F sn+1 is greater than a critical value, if not, adopting the provisional design slope line as the design slope line, if yes, adopting the N+1 slope line as the provisional design slope line, and performing S57; S57: determining whether the N+1 level slope is the last level slope from top to bottom, if not, performing the operation of accumulating +1 to N, and executing S55, if yes, re-executing S53; S6: taking the design slope line as the partition land-saving design slope line.

2. The high embankment slope zoning design method of claim 1, wherein: The finite element model of the high fill embankment is a half embankment model.

3. The high embankment slope zoning design method of claim 2, wherein, S1 is specifically implemented by the following steps: S11: performing layered filling construction simulation on the half embankment model to calculate the settlement distribution of the embankment during construction; S12: establishing a rectangular coordinate system with the center line of the half embankment model as the coordinate origin, with the horizontal coordinate being the distance from the center line of the embankment and the vertical coordinate being the filling elevation.

4. The high embankment slope zoning design method of claim 1, wherein, S2 is specifically implemented by the following steps: A plurality of monitoring sections are set at an interval of 10% of the distance from the center line of the embankment to the slope toe, and the maximum settlement elevation on each monitoring section is extracted.

5. The high embankment slope zoning design method of claim 1, wherein, The simplified Bishop method for calculating the overall stability of the slope is specifically implemented by the following steps: The position with a horizontal distance of 4.5H from the slope toe and a vertical distance of 2H from the slope top is set as M1, wherein H is the slope height; Set the slope top as point A, the slope foot as point B1, connect point A and point B1, obtain line A B1 and the included angle between line A B1 and the horizontal direction ; The angle between line B1 M2 and line A B1 is obtained by drawing a ray through point A and point B1 intersecting at M2 The angle between line AM2 and the horizontal direction is obtained The values of the angles and are obtained by looking up a table or by linear interpolation. A plurality of Qs are arranged on the extension line of M1 and M2 at a first preset distance n The Qs are arranged as points n The Qs are arranged as points n B1 is arranged as the radius of the first circular sliding surface to determine the first potential sliding surface, and the soil above the first potential sliding surface is arranged as the first potential sliding zone, which is divided into a plurality of first soil strips in the vertical direction; The stability coefficients of a plurality of Q n points as the centers of the potential sliding surfaces are calculated respectively by the formula to obtain the center with the minimum stability coefficient, and a perpendicular line to the line M1M2 is drawn at the center with the minimum stability coefficient. A plurality of Q ni points are set as the second potential sliding surface centers on the perpendicular line to the line M1M2 at a second preset distance, Q ni B1 is set as the radius of the second circular sliding surface, to determine the second potential sliding surface, and the soil above the second potential sliding surface is set as the second potential sliding zone, which is divided into a plurality of second soil strips in the vertical direction. The stability coefficients of a plurality of Q ni points are obtained by the formula , and the minimum stability coefficient is taken as the stability coefficient of the slope, wherein , in the formula, C is the stability coefficient, and are the cohesion and the internal friction angle of the soil layer where the sliding arc of the i-th soil strip is located, which are determined by the indoor soil test, is the width of the i-th soil strip, is the inclination of the bottom sliding surface of the i-th soil strip, and are the gravity and the vertical external force of the i-th soil strip, respectively, is a coefficient.

6. A high embankment slope zoning design server, characterized by: It comprises a storage and a processor; The storage is used for storing program instructions; The processor is used for running the program instructions to execute the high embankment slope partition design method according to any one of claims 1-5.

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