Method for calculating residual gliding force of wedge-shaped landslide

Abstract

The invention provides a wedge-shaped landslide residual gliding force calculation method, and relates to the technical field of slope treatment, the technology comprises a landslide body, the landslide body is of an inclined structure, and anti-slide piles arranged in rows are arranged in the direction perpendicular to the inclined core part of the landslide body; the residual gliding force corresponding to each anti-slide pile is determined through a wedge-shaped body residual gliding force calculation method, it is ensured that no engineering redundancy exists in design of the anti-slide piles, and the wedge-shaped body residual gliding force calculation method comprises the following steps that firstly, geological information of a landslide body is collected to determine the gliding direction; 2, determining the sliding direction of the landslide mass according to the geological information; and 3, establishing a gliding force equation and calculating the residual gliding force corresponding to each anti-slide pile. According to the method, the residual gliding force corresponding to each anti-slide pile can be calculated, the residual gliding force perpendicular to the axis of the anti-slide pile can be obtained through force decomposition, calculation of the residual gliding force is accurate and close to engineering practice, and engineering redundant design is avoided.

Description

Technical Field

[0001] The invention relates to the technical field of slope management, in particular to a method for calculating the residual sliding force of a wedge-shaped landslide. Background Art

[0002] At present, the sliding failure mode of most landslides belongs to plane sliding, and the sliding surface is mainly controlled by weak interlayers. The design and control scheme usually adopts strong support measures such as anti-slide piles or anchor piles. The depth of the sliding surface of this type of landslide can be found out through conventional methods such as geological drilling and in-hole photography. Based on the material composition of the landslide body found out by investigation and the sliding surface parameters determined by indoor tests, the residual sliding force of the landslide can be calculated using conventional geotechnical design software. According to the residual sliding force, the diameter, spacing, reinforcement and anchor cable design parameters of the anti-slide piles can be determined.

[0003] In addition to the above-mentioned landslides caused by plane sliding, there is another type of landslide whose failure form is wedge sliding. This type of wedge landslide is relatively rare in research and engineering practice, mainly due to special tectonic movements in geological history and later human engineering activities. A very obvious feature of wedge landslides is the existence of syncline structures. Due to the existence of syncline structures, the sliding surface of wedge landslides is three-dimensional in spatial distribution and relatively complex; while the sliding surface of plane sliding landslides is two-dimensional in spatial distribution and relatively intuitive and simple.

[0004] At present, there are relatively few studies and engineering practices on wedge-shaped landslides. From the above analysis, the deformation and failure mechanisms of wedge-shaped landslides and plane sliding landslides are obviously different. In particular, when calculating the residual sliding force, the calculation method of the residual sliding force has not been really understood, and the design value of the residual sliding force is often too conservative. In this case, most engineering practices follow the landslide support form of the plane sliding failure mode, and roughly adopt strong support measures such as multiple rows of large-diameter anti-sliding piles or anchor piles for treatment design, which often leads to overly conservative support design schemes and increases in engineering investment. Summary of the invention

[0005] The present invention provides a method for calculating the residual sliding force of a wedge-shaped landslide, aiming to solve at least one technical problem existing in the prior art mentioned in the background technology.

[0006] The present invention provides the following technical solutions to achieve the above objectives:

[0007] A method for calculating the residual sliding force of a wedge-shaped landslide includes a landslide body, which is in a syncline structure. Anti-sliding piles are arranged in rows perpendicular to the syncline core of the landslide body. The method is characterized in that the residual sliding force corresponding to each anti-sliding pile is determined by the wedge-shaped body residual sliding force calculation method to ensure that the anti-sliding pile design has no engineering redundancy.

[0008] Furthermore, the method for calculating the remaining sliding force of the wedge-shaped body comprises the following steps:

[0009] Step 1: Collect geological information of the landslide to determine the sliding direction;

[0010] Step 2: Determine the sliding direction of the landslide based on geological information;

[0011] Step 3: Establish the sliding force equation and calculate the residual sliding force corresponding to each anti-sliding pile.

[0012] Furthermore, the step 1 includes topography, stratum lithology, geological structure, hydrological conditions and physical properties of rock and soil.

[0013] Furthermore, the step 2 includes: taking the syncline core as the axis, dividing the landslide body into the left wing of the syncline and the right wing of the syncline, the left wing of the syncline and the right wing of the syncline having a sliding trend toward the syncline core and downward, and determining, based on the geological information of the landslide body, that the sliding direction of the left wing of the syncline and the right wing of the syncline is toward the syncline core and is in an angle α direction with the axis of the anti-sliding pile.

[0014] Furthermore, the step three includes:

[0015] The sliding force equations are established for the anti-sliding piles on the left and right wings of the syncline according to the sliding direction.

[0016] Calculate the anti-sliding force of the landslide body on the left and right wings of the syncline based on the geological information of the landslide body;

[0017] The residual sliding force corresponding to each anti-sliding pile is solved according to the sliding force equation and the anti-sliding force.

[0018] Furthermore, the establishment of the sliding force equation includes denoting the anti-sliding pile as k, the sliding body corresponding to the kth anti-sliding pile is located behind the kth anti-sliding pile, and forms an angle α with the axis of the anti-sliding pile and faces the core of the syncline. Considering the influence of groundwater within the range of the landslide body, the sliding force is denoted as T, and the sliding force equation is:

[0019] T=G×sinθ+U w1 ×cos(θ+β); where

[0020] G—land slide body weight, kN;

[0021] U w1 —water pressure value of trailing edge fissure, kN;

[0022] θ—Angle between sliding surface and horizontal plane, °;

[0023] β—the angle between the trailing edge tensile crack and the vertical plane, °;

[0024] The landslide body self-weight equation is established based on the geological information of the landslide body as follows:

[0025] in

[0026] γ—weighted average gravity of landslide mass, kN / m 3 ;

[0027] V—volume of landslide, m 3

[0028] S k —The sliding surface area corresponding to the kth anti-sliding pile, m 2 ;

[0029] H1—depth of the trailing edge crack above the groundwater level, m;

[0030] H2—depth of the trailing edge crack below the groundwater level, m;

[0031] H3—depth above the sliding surface of the anti-slide pile, m;

[0032] S k =L×S;

[0033] S—spacing of anti-slide piles, m;

[0034] L—sliding surface length, m;

[0035] in

[0036] u1—maximum value of water pressure at the trailing edge, kPa;

[0037] Furthermore, the anti-sliding force of the landslide body includes: establishing an anti-sliding force equation of the kth anti-sliding pile, denoting the anti-sliding force as R:

[0038] in

[0039] U w2 —sliding surface uplift pressure value, kN;

[0040] C—sliding surface cohesion, kPa;

[0041] —Internal friction angle of sliding surface, °;

[0042] in

[0043] u2—minimum value of sliding surface uplift pressure, kPa;

[0044] Furthermore, the residual sliding force corresponding to each anti-sliding pile is T k but,

[0045] T k =T'k ×sinα

[0046] in

[0047] T k —Residual sliding force of the kth anti-sliding pile perpendicular to the axis of the anti-sliding pile, kN;

[0048] T' k —Residual sliding force of the kth anti-sliding pile along the sliding direction, kN;

[0049] F s —Safety factor.

[0050] Beneficial Effects

[0051] Compared with the prior art, the present invention has the following beneficial effects:

[0052] The present invention relates to a method for calculating the residual sliding force of a wedge-shaped landslide, and provides a method for calculating the residual sliding force of a wedge-shaped landslide. The method can calculate the residual sliding force corresponding to each anti-sliding pile, and the residual sliding force perpendicular to the axis of the anti-sliding pile can be obtained by force decomposition. The residual sliding force calculation is relatively accurate and close to the actual project. On this basis, a detailed design can be performed for each pile, avoiding the rough use of a large value of the residual sliding force for design, resulting in an overly conservative support design scheme and an increase in project investment. The calculation method provided by the present invention can be calculated in a table list, and the calculation is relatively simple, and can be widely used in engineering to guide the scientific and reasonable design of anti-sliding piles for wedge-shaped landslides, and reduce the project cost under the premise of ensuring the safety and stability of the landslide. BRIEF DESCRIPTION OF THE DRAWINGS

[0053] In order to more clearly illustrate the embodiments of the present invention or the technical solutions in the prior art, the following briefly introduces the drawings required for use in the embodiments or the prior art descriptions. Obviously, the drawings described below only relate to some embodiments of the present invention, and for those of ordinary skill in the art, other drawings can be obtained based on these drawings without creative labor.

[0054] Figure 1 It is the schematic diagram of the sliding plane of the landslide body;

[0055] Figure 2 for Figure 1 AA section view;

[0056] Figure 3 Calculation model diagram for residual sliding force;

[0057] Figure 4 is the sliding surface model diagram corresponding to the kth anti-sliding pile;

[0058] Figure 5 It is the decomposition diagram of the residual sliding force;

[0059] Figure 6 Illustration of the cross-sectional diagram for the calculation of the residual sliding force for the existing anti-slide pile design;

[0060] Figure 7 It is the floor plan of the engineering example;

[0061] Figure 8 for Figure 7 BB section view;

[0062] Fig. 9 for Figure 7 BB section anti-slide pile design residual sliding force calculation cross-section diagram;

[0063] Fig.10 for Figure 7 Cross-sectional diagram for calculating the residual sliding force of the AA section anti-slide pile design.

[0064] Figure symbols: 1-intercepting ditch; 2-syncline core; 3-rear edge of landslide; 4-left wing of syncline; 5-right wing of syncline; 6-ground line; 7-groundwater level; 8-bottom boundary of landslide body; 9-rear edge tensile crack; 10-anti-slide pile; 11-crown beam; 12-sliding surface; L-anti-slide pile spacing, in meters. DETAILED DESCRIPTION

[0065] In order to enable those skilled in the art to better understand the solutions of the present invention, the technical solutions in the embodiments of the present invention will be clearly and completely described below in conjunction with the accompanying drawings in the embodiments of the present invention.

[0066] It should be noted that in the present invention: the terms "include" and "have" and any variations thereof are intended to cover non-exclusive inclusions. For example, a process, method, system, product or apparatus comprising a series of steps or units is not necessarily limited to those steps or units clearly listed, but may include other steps or units not clearly listed or inherent to these processes, methods, products or apparatuses; the directions or positional relationships indicated by the terms "upper", "lower", "left", "right", "front", "back", "top", "bottom", "inside", "outside", "middle", "vertical", "horizontal", "lateral", "longitudinal" and the like are based on the directions or positional relationships shown in the drawings. These The terms are mainly used to better describe the present invention and its embodiments, and are not used to limit the indicated devices, elements or components to have a specific orientation, or to be constructed and operated in a specific orientation; the terms "first", "second", etc. are used to distinguish similar objects, and are not necessarily used to describe a specific order or sequence; the terms "install", "set", "provided with", "connected", "connected", "sleeved", etc. should be understood in a broad sense; for example, it can be a fixed connection, a detachable connection, or an integral structure; it can be a mechanical connection, or an electrical connection; it can be directly connected, or indirectly connected through an intermediate medium, or it can be an internal connection between two devices, elements or components. In addition, some terms can be used to express other meanings in addition to indicating orientation or positional relationships. For example, the term "on" may also be used to express a certain dependency or connection relationship in some cases. For those of ordinary skill in the art, the specific meanings of these terms in the present invention can be understood according to specific circumstances.

[0067] Embodiment. A method for calculating the residual sliding force of a wedge-shaped landslide, such as Figures 1 to 5 As shown, it includes a landslide body, which has a syncline structure. Anti-slide piles are arranged in rows perpendicular to the syncline core of the landslide body. The residual sliding force corresponding to each anti-slide pile is determined by the wedge-shaped body residual sliding force calculation method to ensure that the anti-slide pile design has no engineering redundancy.

[0068] The method for calculating the residual sliding force of a wedge-shaped body comprises the following steps:

[0069] Step 1: Collect geological information of the landslide to determine the sliding direction, including topography, stratum lithology, geological structure, hydrological conditions and physical properties of rock and soil;

[0070] Step 2: Determine the sliding direction of the landslide body according to the geological information; including: taking the syncline core as the axis, dividing the landslide body into the left wing of the syncline and the right wing of the syncline, the left wing of the syncline and the right wing of the syncline have a sliding trend toward the syncline core and downward, and determining according to the geological information of the landslide body that the sliding direction of the left wing of the syncline and the right wing of the syncline is toward the syncline core and is in an angle α direction with the axis of the anti-slide pile;

[0071] Step 3: Establish the sliding force equation and calculate the residual sliding force corresponding to each anti-sliding pile, including the following steps:

[0072] The sliding force equations are established for the anti-slide piles on the left and right wings of the syncline according to the sliding direction. The anti-slide pile is denoted as l, and the sliding body corresponding to the kth anti-slide pile is located behind the lth anti-slide pile, and forms an angle α with the axis of the anti-slide pile and faces the core of the syncline. Considering the influence of groundwater within the range of the landslide body, the sliding force is denoted as T, and the sliding force equation is:

[0073] T=G×sinθ+U w1 ×cos(θ+β); where

[0074] G—the weight of the landslide mass, kN;

[0075] U w1 —water pressure value of trailing edge fissure, kN;

[0076] θ—Angle between sliding surface and horizontal plane, °;

[0077] β—the angle between the trailing edge tensile crack and the vertical plane, °;

[0078] The landslide body self-weight equation is established based on the geological information of the landslide body as follows:

[0079] in

[0080] γ—weighted average gravity of landslide mass, kN / m 3 ;

[0081] V—volume of landslide, m 3

[0082] S k —The sliding surface area corresponding to the kth anti-sliding pile, m 2 ;

[0083] H1—depth of the trailing edge crack above the groundwater level, m;

[0084] H2—depth of the trailing edge crack below the groundwater level, m;

[0085] H3—depth above the sliding surface of the anti-slide pile, m;

[0086] S k =L×S; where

[0087] S—spacing of anti-slide piles, m;

[0088] L—sliding surface length, m;

[0089] in

[0090] u1—maximum value of water pressure at the trailing edge, kPa;

[0091] Based on the geological information of the landslide body, the anti-sliding force of the landslide body on the left and right wings of the syncline is calculated; the anti-sliding force equation of the lth anti-sliding pile is established, and the anti-sliding force is denoted as R:

[0092] in

[0093] U w2 —sliding surface uplift pressure value, kN;

[0094] C—sliding surface cohesion, kPa;

[0095] —Internal friction angle of sliding surface, °;

[0096] in

[0097] u2—minimum value of sliding surface uplift pressure, kPa;

[0098] According to the sliding force equation and the anti-sliding force, the residual sliding force corresponding to each anti-sliding pile is solved. The residual sliding force corresponding to each anti-sliding pile is denoted as T k Then, T k =T' k ×sinα

[0099] in

[0100] T k —Residual sliding force of the kth anti-sliding pile perpendicular to the axis of the anti-sliding pile, kN;

[0101] T' k —Residual sliding force of the kth anti-sliding pile along the sliding direction, kN;

[0102] F s —Safety factor.

[0103] The present invention has been applied in the Baihu Mountain hidden danger point treatment project of the resettlement site of Zhexiang Town in the Wangmo Reservoir area of ​​Longtan Hydropower Station and has been successfully accepted. In order to further explain the calculation method provided by the present invention, the calculation method of the existing anti-sliding pile design residual sliding force is compared with the calculation method provided by the present invention by calculation examples; the calculation method of the existing anti-sliding pile design residual sliding force is as follows: Figure 6 As shown in the figure, the current calculation of the residual sliding force of a wedge-shaped landslide is to directly analyze the BB section perpendicular to the axis of the anti-slide pile. The sliding direction of the landslide is considered to be perpendicular to the axis of the anti-slide pile, and the inclination of the sliding surface is approximately considered to be the inclination of the rock layer. The calculation of the residual sliding force is based on the above assumptions. This calculation method is unreasonable and the calculated value is large, which often leads to overly conservative engineering design and increased engineering investment.

[0104] The calculation method provided by the present invention is to take the AA section ( Figure 1 ) is analyzed, the AA section is along the sliding direction, and the sliding surface inclination is the rock layer inclination. This calculation method is more reasonable and closer to engineering practice than the calculation of the residual sliding force of the existing anti-slide pile design.

[0105] 1. Project Overview

[0106] Wangmo County is located in the southwest of Guizhou Province and belongs to Qianxinan Prefecture. It is located in the upper reaches of the Pearl River Basin, east of the Beipan River and west of the Sanglang River, and faces Guangxi in the south. The Baihushan landslide is located in Zhexiangji Town, Wangmo County. According to the survey and design, the following Figure 7 Landslide control is carried out in the following ways:

[0107] (1) A row of embedded anti-slip piles with a pile diameter of 2m and a pile spacing of 4m are set at the rear 466-468m platform.

[0108] (2) A row of anchor-type anti-slip piles is set at the 448m bridleway, with a pile diameter of 2m, a pile spacing of 4m, and an anchor cable length of 35-45m.

[0109] (3) Set up intercepting ditches at the rear side of the landslide rear edge and drainage ditches on horseback paths and roads at all levels to prevent rainwater from the periphery of the landslide from flowing into the landslide body.

[0110] (4) A 130-meter-long drainage corridor is arranged on the sliding bed of the landslide, combined with drainage holes to drain the accumulated water near the sliding zone.

[0111] 2. Basic geological conditions

[0112] (1) Topography

[0113] The Baihushan landslide is located on the slope behind the platform on the upstream side of the resettlement site of Zhexiang Town. It is a ridge terrain with three sides facing the sky. During the early excavation process, deformation and cracking occurred along the mountain direction (along the core of the syncline). The bedrock in the middle and front part of the landslide is exposed, which is the slope surface exposed by flat field excavation. The cutting height is 50-60m, the surface rock is broken, and the terrain slope is 20-30°. The surface of the middle and rear part and both sides is partially cultivated land, mostly covered with vegetation. The terrain slope in the middle and rear part is 15-25°, the slope on the west side is 30-35°, and the slope on the east side is 30-45°.

[0114] (2) Stratigraphic lithology

[0115] The exposed strata in the survey area are the upper part of the Lanmu Formation (T2l2) of the Middle Triassic and the Quaternary, which are described as follows:

[0116] 1) Residual slope deposit (Qdel): mainly composed of loose deposits such as residual yellow and brown-yellow clay, sub-clay, broken stones and gravel. The strength drops sharply when it encounters water, and it is sticky, plastic and highly compressible. It is mainly distributed on the southwest side of Baihu Mountain and the middle and upper part of the ridge, with an altitude of about 460 to 503 meters. The thickness of the residual slope deposit in this area is 0 to 3 meters, and locally reaches 5 to 7 meters; the covering layer is locally distributed on the northeast side of Baihu Mountain and beside the gully, which is 0.5 to 1.5 meters of slope residual deposits. Clay is mixed with gravel soil, and the gravel content accounts for about 30%.

[0117] 2) Upper Lanmu Formation of the Middle Triassic (T2l2): According to the geological data of the on-site drilling, it can be divided into two layers, which are described as follows:

[0118] ①T2l2-2: Gray and dark gray thin layers of silty mudstone intercalated with marl. The thickness of a single marl layer is about 10 to 20 cm, accounting for about 25% of the content. The layer is about 50 meters thick, with developed joints and fissures. It is mainly distributed in the upper part of the landslide body. There are partially fully weathered rock masses with a thickness of about 1 to 3 meters; the thickness of the strongly weathered layer is about 5 to 8 meters; there are local weak interlayers between the layers, with a thickness of 0.5 to 20 cm, mostly mudstone components, mostly mud-and-rock debris interlayers, and are random.

[0119] ②T2l2-1: Dark grey thin to medium thick marlstone intercalated with bluish grey and grey silty mudstone. The thickness of the mudstone is about 5 to 15 cm, and the content is about 25%. The main structural surface is the bedding surface. The rock mass is relatively complete to complete. This drilling did not expose this layer.

[0120] (3) Geological structure

[0121] The north-south structure in the project area is found on the western edge. It is the Dode syncline composed of the Triassic System, extending parallel to the phase change line of the Middle Triassic System. It seems to be controlled by the paleo-tectonic conditions of the basin margin. The rock strata on both wings of the syncline have a dip angle of 15°.

[0122] 3. Design parameters

[0123] Table 1 Design calculation parameters

[0124]

[0125] 4. Comparative calculation process:

[0126] (1) Calculation of residual sliding force of existing anti-slide pile design, refer to Fig. 9 Taking a row of embedded anti-slide piles set at the rear 466-468m platform as an example, the area above the sliding surface is divided into three parts (S1 corresponds to the overburden, S2 corresponds to the strongly weathered bedrock, and S3 corresponds to the moderately weathered bedrock). The overburden is considered according to the saturated working condition, and the design calculation parameters are taken according to Table 1 above.

[0127] The calculation process is as follows:

[0128] S1: Area = 254m 2 , Heavy = 19kN / m 3 ;

[0129] S2: Area = 536m 2 , Heavy = 26kN / m 3 ;

[0130] S3: Area = 503m 2 , Heavy = 26.5kN / m 3 ;

[0131] The weight of soil per width above the sliding surface G = 254*19+536*26+503*26.5 = 28120.5 kN / m

[0132] The sliding surface length L1 = 23.9 m, the sliding surface inclination angle θ = 15°;

[0133] Sliding surface cohesion C = 10 kPa, internal friction angle

[0134] The angle between the trailing edge crack and the vertical plane is β = 36°, cosβ = 0.81, sinβ = 0.59;

[0135] The water filling height of the rear edge tensile fracture is H2 = 3m, and the water pressure of the single width of the rear edge fracture is:

[0136]

[0137] The uplift pressure value of the sliding surface with a single width is:

[0138]

[0139] The anti-slip force of single width is: R = [28120.5*cos15-633.4-55.6*sin(36+15)]*tan15

[0140] +10*23.9=7335.8kN / m;

[0141] The single width sliding force is: T = 28120.5*sin15+55.6*cos(36+15) = 7313.1 kN / m;

[0142] Design safety factor F s =1.35;

[0143] Single width design residual sliding force T k =TR / F s =7313.1-7335.8 / 1.35=1879.2kN / m;

[0144] The distance between anti-slide piles is S = 4.0m. The residual sliding force borne by a single anti-slide pile is:

[0145] T k =1879.2*4=7516.80kN.

[0146] (2) Calculation method proposed by the present invention

[0147] The calculation method provided by the present invention is to take the AA section reference image Fig.10 The analysis and calculation process are as follows:

[0148] S1: Area = 207m 2 , Heavy = 19kN / m 3 ;

[0149] S2: Area = 439m 2 , Heavy = 26kN / m 3 ;

[0150] S3: Area = 412m 2 , Heavy = 26.5kN / m 3 ;

[0151] The weight of soil per width above the sliding surface G = 207*19+439*26+412*26.5 = 26265 kN / m

[0152] The sliding surface length L1 = 18.6 m, the sliding surface inclination angle θ = 12°, and the angle between the sliding direction of the landslide body and the horizontal plane (axis) α = 68°;

[0153] Sliding surface cohesion C = 10 kPa, internal friction angle φ = 15°

[0154] The angle between the trailing edge crack and the vertical plane is β = 36°, cosβ = 0.81, sinβ = 0.59

[0155] The water filling height of the rear edge tensile fracture is H2 = 3m, and the water pressure of the single width of the rear edge fracture is:

[0156]

[0157] The uplift pressure value of the sliding surface with a single width is:

[0158]

[0159] The single width anti-slip force is:

[0160] R=[26265*cos15-492.9-55.6*sin(36+15)]*tan15+10*18.6=6840.23N / m;

[0161] The single width sliding force is: T = 26265*sin15+55.6*cos(36+15) = 6832.87 kN / m;

[0162] Design safety factor F s =1.35;

[0163] Single width design residual sliding force T k =(TR / F s )×sinα=(6832.87-6840.23 / 1.35)×sin68°=1637.43kN / m;

[0164] The distance between anti-slide piles is S = 4.0m. The residual sliding force borne by a single anti-slide pile is:

[0165] T k =1637.43*4=6549.72kN.

[0166] According to the above calculation, the residual sliding force of the existing anti-slide pile design is 7516.8kN, and the residual sliding force of the anti-slide pile design by this method is 6549.72kN, with a difference of 967.08kN. The difference ratio is 12.9%. Obviously, the use of the existing calculation method for residual sliding force of anti-slide pile design will cause engineering redundancy and unnecessary waste.

[0167] Obviously, the above is only a part of the embodiments of the present invention, not all of the embodiments. The above embodiments are not intended to limit the present invention. For those skilled in the art, the present invention may have various changes and variations. Any combination, modification, equivalent replacement, improvement and all other embodiments that can be made by those of ordinary skill in the art within the spirit and principle of the present invention should be within the protection scope of the present invention.

Claims

1. A method for calculating the residual sliding force of a wedge-shaped landslide, comprising a landslide body, the landslide body being in a syncline structure, and anti-slide piles arranged in rows perpendicular to the syncline core of the landslide body, characterized in that: The residual sliding force corresponding to each anti-sliding pile is determined by the wedge-shaped residual sliding force calculation method to ensure that there is no engineering redundancy in the anti-sliding pile design.

2. The method for calculating the residual sliding force of a wedge-shaped landslide according to claim 1, characterized in that: The method for calculating the residual sliding force of a wedge-shaped body comprises the following steps: Step 1: Collect geological information of the landslide to determine the sliding direction; Step 2: Determine the sliding direction of the landslide based on geological information; Step 3: Establish the sliding force equation and calculate the residual sliding force corresponding to each anti-sliding pile.

3. The method for calculating the residual sliding force of a wedge-shaped landslide according to claim 2, characterized in that: The first step includes topography, stratum lithology, geological structure, hydrological conditions and physical properties of rock and soil.

4. The method for calculating the residual sliding force of a wedge-shaped landslide according to claim 3 is characterized in that: The second step comprises: taking the syncline core as the axis, dividing the landslide body into the left wing and the right wing of the syncline, the left wing and the right wing of the syncline having a sliding trend toward the syncline core and downward, and determining, based on the geological information of the landslide body, that the sliding direction of the left wing and the right wing of the syncline is toward the syncline core and is in an angle α direction with the axis of the anti-slide pile.

5. The method for calculating the residual sliding force of a wedge-shaped landslide according to claim 4 is characterized in that: The step three comprises: The sliding force equations are established for the anti-sliding piles on the left and right wings of the syncline according to the sliding direction. Calculate the anti-sliding force of the landslide body on the left and right wings of the syncline based on the geological information of the landslide body; The residual sliding force corresponding to each anti-sliding pile is solved according to the sliding force equation and the anti-sliding force.

6. The method for calculating the residual sliding force of a wedge-shaped landslide according to claim 5, characterized in that: The establishment of the sliding force equation includes denoting the anti-sliding pile as k, the sliding body corresponding to the kth anti-sliding pile is located behind the kth anti-sliding pile, and forms an angle α with the axis of the anti-sliding pile and faces the core of the syncline. Considering the influence of groundwater within the range of the landslide body, the sliding force is denoted as T, and the sliding force equation is: T=G×sinθ+U w1 ×cos(θ+β); in G—land slide body weight, kN; U w1 —water pressure value of trailing edge fracture, kN; θ—Angle between sliding surface and horizontal plane, °; β—the angle between the trailing edge tensile crack and the vertical plane, °; The landslide body self-weight equation is established based on the geological information of the landslide body as follows: in γ—weighted average gravity of landslide mass, kN / m 3 ; V—volume of landslide, m 3 S k —The sliding surface area corresponding to the kth anti-sliding pile, m 2 ; H1—depth of the trailing edge crack above the groundwater level, m; H2—depth of the trailing edge crack below the groundwater level, m; H3—depth above the sliding surface of the anti-slide pile, m; S k =L×S; in S—spacing of anti-slide piles, m; L—sliding surface length, m; in u1—maximum value of water pressure in the trailing edge fissure, kPa.

7. The method for calculating the residual sliding force of a wedge-shaped landslide according to claim 6, characterized in that: The anti-sliding force of the landslide body includes: establishing the anti-sliding force equation of the kth anti-sliding pile, denoting the anti-sliding force as R: in U w2 —sliding surface uplift pressure value, kN; C—sliding surface cohesion, kPa; —Internal friction angle of sliding surface, °; in u2—minimum value of sliding surface uplift pressure, kPa.

8. The method for calculating the residual sliding force of a wedge-shaped landslide according to claim 7, characterized in that: The residual sliding force corresponding to each anti-sliding pile is denoted as T k but, T k =T' k ×sinα in T k —Residual sliding force of the kth anti-sliding pile perpendicular to the axis of the anti-sliding pile, kN; T′ k —Residual sliding force of the kth anti-sliding pile along the sliding direction, kN; F s —Safety factor.

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