A method for calculating residual sliding force of wedge-shaped landslide

Abstract

The application provides a wedge landslide residual sliding force calculation method, relates to the technical field of slope treatment, and comprises a landslide body, the landslide body is in a syncline structure, and a row of anti-slide piles are arranged in the direction perpendicular to the syncline core of the landslide body; the residual sliding force corresponding to each anti-slide pile is determined by the wedge residual sliding force calculation method, so that the anti-slide pile design is ensured to be free of engineering redundancy; the wedge residual sliding force calculation method comprises the following steps: step one, collecting the geological information of the landslide body to determine the sliding direction; step two, determining the sliding direction of the landslide body according to the geological information; and step three, establishing a sliding force equation and calculating the residual sliding force corresponding to each anti-slide pile. The application can calculate the residual sliding force corresponding to each anti-slide pile, the residual sliding force perpendicular to the axis of the anti-slide pile can be obtained through force decomposition, the residual sliding force calculation is relatively accurate and close to the engineering practice, and engineering redundancy design is avoided.

Description

TECHNICAL FIELD

[0001] The present application relates to the technical field of slope treatment, in particular to a wedge-shaped landslide residual sliding force calculation method. BACKGROUND

[0002] At present, the sliding failure mode of most landslides is planar sliding, and the sliding surface is mainly controlled by weak interlayer. The design treatment scheme usually adopts strong support measures such as anti-slide pile or anchor pile. The depth of the sliding surface of this type of landslide can be found out by conventional methods such as geological drilling and hole camera. According to the landslide material composition found out by investigation and the sliding surface parameters determined by indoor test, the residual sliding force of the landslide can be calculated by using conventional geotechnical design software. According to the residual sliding force, the relevant parameters of the anti-slide pile diameter, spacing, reinforcement and anchor cable design can be determined.

[0003] In addition to the above-mentioned planar sliding failure landslide, there is another type of landslide failure mode, which is wedge-shaped sliding. This type of wedge-shaped landslide is relatively rare in research and engineering practice, and is mainly caused by special tectonic movement in geological history and later human engineering activities. A very obvious feature of wedge-shaped landslide is the existence of syncline structure. Due to the existence of syncline structure, the sliding surface of wedge-shaped landslide is three-dimensional in space, which is relatively complex. The sliding surface of planar sliding landslide is two-dimensional in space, which is relatively intuitive and simple.

[0004] At present, the research and engineering practice of wedge-shaped landslide are relatively less. From the foregoing analysis, the wedge-shaped landslide and the planar sliding landslide have obvious differences in deformation and failure mechanism, especially in the calculation of residual sliding force. The residual sliding force calculation method is not really clear, and the residual sliding force design value is often too conservative. In this case, the landslide support form of planar sliding failure mode is often used in engineering practice, and strong support measures such as multi-row large-diameter anti-slide pile or anchor pile are used for treatment design, which often leads to over-conservative support design scheme and increases the engineering investment. SUMMARY

[0005] The present application provides a wedge-shaped landslide residual sliding force calculation method, which aims to solve at least one of the technical problems existing in the prior art mentioned in the background.

[0006] The present application provides the following technical solutions to achieve the above-mentioned purposes:

[0007] A wedge-shaped landslide residual sliding force calculation method, comprising a landslide body, the landslide body is in syncline structure, and a row of anti-slide piles are arranged vertically to the direction of the syncline core of the landslide body, characterized in that: the residual sliding force corresponding to each anti-slide pile is determined by the wedge-shaped residual sliding force calculation method, and the anti-slide pile design is ensured to have no engineering redundancy.

[0008] Further, the wedge-shaped body remaining sliding force calculation method comprises the following steps:

[0009] Step one: collect the geological information of the landslide body to determine the sliding direction;

[0010] Step two: determine the sliding direction of the landslide body according to the geological information;

[0011] Step three: establish the sliding force equation and calculate the corresponding residual sliding force of each anti-slide pile.

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

[0013] Further, the step two includes: dividing the landslide body into syncline left wing and syncline right wing with the syncline core as the axis, the syncline left wing and the syncline right wing have a sliding trend towards the syncline core and downward, and the sliding direction of the syncline left wing and the syncline right wing is determined to be towards the syncline core and at an angle of α with the anti-slide pile axis according to the geological information of the landslide body.

[0014] Further, the step three includes:

[0015] Respectively, the sliding force equation is established for the anti-slide pile in the syncline left wing and the syncline right wing according to the sliding direction;

[0016] The landslide resistance of the syncline left wing and the syncline right wing is calculated based on the geological information of the landslide body;

[0017] According to the sliding force equation and the landslide resistance, the corresponding residual sliding force of each anti-slide pile is solved.

[0018] Further, the establishment of the sliding force equation includes that the anti-slide pile is denoted as k, the sliding body corresponding to the kth anti-slide pile is located behind the kth anti-slide pile, and has an angle of α with the anti-slide pile axis and is towards the syncline core, considering the influence of groundwater in the landslide body range, denoting the sliding force as T, then the sliding force equation is:

[0019] T=G×sinθ+U w1 ×cos(θ+β); wherein

[0020] G— landslide self-weight, kN;

[0021] U w1 — rear edge crack water pressure value, kN;

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

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

[0024] According to the geological information of the landslide body, the landslide body self-weight equation is established as follows:

[0025] wherein

[0026] γ—Weighted average unit weight of landslide mass, kN / m 3 ;

[0027] V—Volume of landslide mass, m 3

[0028] S k —Area of sliding surface corresponding to the kth anti-slide pile, m 2 ;

[0029] H1—Depth above groundwater level of back crack, m

[0030] H2—Depth below groundwater level of back crack, m

[0031] H3—Depth above sliding surface of anti-slide pile position, m

[0032] S k =L×S; wherein

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

[0034] L—Length of sliding surface, m

[0035] wherein

[0036] u1—Maximum value of water pressure of back crack, kPa

[0037] Further, the anti-slide force of the landslide mass comprises: establishing an anti-slide force equation of the kth anti-slide pile, denoted as R, then:

[0038] wherein

[0039] U w2 —Lift value of sliding surface, kN

[0040] C—Cohesion of sliding surface, kPa

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

[0042] wherein

[0043] u2—Minimum value of lift of sliding surface, kPa

[0044] Further, the residual downward force corresponding to each anti-slide pile, denoted as T k , then,

[0045] T k =T'k x sin a

[0046] wherein

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

[0048] T' k — the residual sliding force of the kth anti-slide pile in the sliding direction, kN;

[0049] F s — the safety factor.

[0050] Advantages

[0051] Compared with the prior art, the present application has the following advantages:

[0052] The present application relates to a wedge-shaped landslide residual sliding force calculation method, and provides a wedge-shaped landslide residual sliding force calculation method, which can calculate the residual sliding force corresponding to each anti-slide pile. Through force decomposition, the residual sliding force perpendicular to the anti-slide pile axis can be obtained. The residual sliding force calculation is relatively accurate and close to the engineering practice. On this basis, each pile can be designed in detail, avoiding the rough design of using a larger residual sliding force value, which leads to an overly conservative support design scheme and increases the engineering investment. The calculation method provided by the present application can be calculated in the form of a table list, and the calculation is relatively simple. It can be widely applied in engineering to guide the scientific and reasonable design of wedge-shaped landslide anti-slide piles, reduce the engineering cost under the premise of ensuring the safety and stability of the landslide. BRIEF DESCRIPTION OF DRAWINGS

[0053] In order to more clearly illustrate the technical solutions in the embodiments of the present application or the prior art, the following will briefly introduce the drawings needed to be used in the embodiments or prior art description. Obviously, the drawings described below relate to only some embodiments of the present application, and for those skilled in the art, other drawings can also be obtained without creative labor under the premise of the drawings.

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

[0055] Figure 2 It is Figure 1 A-A sectional view;

[0056] Figure 3 It is a residual sliding force calculation model diagram;

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

[0058] Figure 5 decomposition graph of the residual sliding force;

[0059] Figure 6 residual sliding force calculation section view for existing anti-slide pile design;

[0060] Figure 7 engineering example plan layout;

[0061] Figure 8 Figure 7 B-B section view;

[0062] Figure 9 Figure 7 B-B section anti-slide pile design residual sliding force calculation section view;

[0063] Figure 10 Figure 7 A-A section anti-slide pile design residual sliding force calculation section view.

[0064] Fig. 1 is a trench; 2 is a syncline core; 3 is a landslide rear edge; 4 is a syncline left wing; 5 is a syncline right wing; 6 is a ground line; 7 is an underground water level line; 8 is a landslide body bottom boundary; 9 is a rear edge tension crack; 10 is an anti-slide pile; 11 is a crown beam; 12 is a sliding surface; L is an anti-slide pile spacing, unit: meter. DETAILED DESCRIPTION

[0065] In order to make the personnel in the art better understand the technical scheme of the present application, the technical scheme in the embodiments of the present application will be described clearly and completely below in combination with the drawings in the embodiments of the present application.

[0066] ​​​It should be noted that in the present application: the terms "comprising" and "having" and any variations thereof are intended to cover non-exclusive inclusion, for example, a process, method, system, product or device comprising a series of steps or units does not have to be limited to those steps or units clearly listed, but can include other steps or units not clearly listed or inherent to these processes, methods, products or devices; the terms "up", "down", "left", "right", "front", "back", "top", "bottom", "inner", "outer", "middle", "vertical", "horizontal", "transverse", "longitudinal" and the like indicate the orientation or positional relationship based on the orientation or positional relationship shown in the drawings, and these terms are mainly used to better describe the present application 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" and the like are used to distinguish similar objects, and do not necessarily describe a specific order or sequence; the terms "mounting", "setting", "providing", "connecting", "connecting", "sleeving" and the like should be interpreted broadly; for example, it can be fixed connection, detachable connection, or integral structure; it can be mechanical connection, or electrical connection; it can be direct connection, or indirect connection through an intermediate medium, or internal communication between two devices, elements or components. In addition, in addition to indicating the orientation or positional relationship, some terms can also be used to indicate other meanings, for example, the term "up" may also be used to indicate a certain dependent relationship or connection relationship in some cases. For those skilled in the art, the specific meaning of these terms in the present application can be understood according to the specific circumstances.

[0067] Embodiment. A wedge landslide residual sliding force calculation method, as shown in the figure, comprising a landslide body, the landslide body is in syncline structure, a row of anti-slide piles are arranged perpendicular to the direction of the syncline core of the landslide body, the residual sliding force corresponding to each anti-slide pile is determined by the wedge landslide residual sliding force calculation method, and the design of the anti-slide pile is ensured without engineering redundancy. Figures 1 to 5

[0068] The wedge landslide residual sliding force calculation method comprises the following steps:

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

[0070] Step two: 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 syncline left wing and the syncline right wing, the syncline left wing and the syncline right wing have a sliding trend towards the syncline core and downward, and the sliding direction of the syncline left wing and the syncline right wing is determined according to the geological information of the landslide body as the direction of the syncline core and the direction of the anti-slide pile axis at an angle α; ​

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

[0072] For the anti-slide piles located on the left and right wings of the syncline, establish the sliding force equations according to the sliding direction. This includes denoteing the anti-slide pile as l, the sliding body corresponding to the k-th anti-slide pile being located behind the l-th anti-slide pile, forming an angle α with the anti-slide pile axis and facing the syncline core, considering the influence of groundwater within the landslide area, and denoteing the sliding force as T. The sliding force equation is then:

[0073] T = G × sinθ + U w1 ×cos(θ+β); where

[0074] G—The self-weight of the landslide body, kN;

[0075] U w1 —Water pressure in the trailing edge fracture, kN;

[0076] θ—The angle between the sliding surface and the horizontal plane, in degrees;

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

[0078] Based on the geological information of the landslide, the self-weight equation of the landslide is established as follows:

[0079] in

[0080] γ—Weighted average unit weight of landslide mass, kN / m 3 ;

[0081] V—Volume of the landslide mass, in meters 3

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

[0083] H1—Depth above the groundwater level of the rear edge fracture, in meters;

[0084] H2—Depth below the groundwater level of the rear edge fracture, in meters;

[0085] H3—Depth above the sliding surface at the location of the anti-slide pile, in meters;

[0086] S k =L×S; where

[0087] S—Spacing of anti-slide piles, in meters;

[0088] L—Length of the sliding surface, in meters;

[0089] in

[0090] u1—Maximum water pressure in the trailing edge fracture, kPa;

[0091] 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; establish the anti-sliding force equation for the l-th anti-sliding pile, denoted as R:

[0092] in

[0093] U w2 —Sliding surface lifting pressure value, kN;

[0094] C—cohesion of the sliding surface, kPa;

[0095] —Angle of friction within the sliding surface, °;

[0096] in

[0097] u2—Minimum sliding surface pressure, kPa;

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

[0099] in

[0100] T k —The remaining sliding force of the k-th anti-slide pile perpendicular to the anti-slide pile axis, kN;

[0101] T' k —The remaining sliding force of the k-th anti-slide pile along the sliding direction, kN;

[0102] F s —Safety factor.

[0103] This invention has been successfully applied and accepted in the Baihushan hidden danger treatment project at the Zhexiangji Town resettlement site in the Wangmo Reservoir area of ​​the Longtan Hydropower Station. To further illustrate the calculation method provided by this invention, a calculation example is compared between the existing method for calculating the residual sliding force of anti-slide piles and the method provided by this invention. The existing method for calculating the residual sliding force of anti-slide piles is as follows: Figure 6 As shown, the current calculation of the remaining sliding force of wedge-shaped landslides directly uses the BB section perpendicular to the axis of the anti-slide pile for analysis. The sliding direction of the landslide is assumed to be perpendicular to the axis of the anti-slide pile, and the inclination angle of the sliding surface is approximated as the inclination angle of the rock strata. The remaining sliding force is calculated based on the above assumptions. This calculation method is unreasonable and the calculated value is too large, which often leads to overly conservative engineering design and increases the engineering investment.

[0104] The calculation method provided by the present application is to analyze the A-A profile (A-A profile is along the sliding direction, and the sliding surface inclination is the stratum inclination). Figure 1 ) The calculation method is more reasonable and closer to the engineering practice than the calculation of the residual sliding force in the current anti-slide pile design.

[0105] 1. Project overview

[0106] Wangmo County is located in the southwest of Guizhou Province, under the jurisdiction of Qianxinan Prefecture, located in the upper reaches of the Pearl River Basin, east of the Beipan River, west of the Sanglang River, and south of Guangxi. The Bailushan landslide is located in the Zhexiang Town of Wangmo County. According to the survey and design, the landslide is treated in the following way: Figure 7

[0107] (1) A row of embedded anti-slide piles is set at the back side of the 466-468m platform, with a pile diameter of 2m and a pile spacing of 4m.

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

[0109] (3) A water interception ditch is set at the back side of the landslide rear edge fault, and drainage ditches are set at each level of the trail and road to prevent rainwater from the outside of the landslide from flowing into the landslide body.

[0110] (4) A 130m long drainage gallery is arranged in the landslide bed, combined with drainage hole measures to drain the water near the sliding zone.

[0111] 2. Basic geological conditions

[0112] (1) Topography

[0113] The Bailushan landslide is located on the upstream side of the platform behind the Zhexiang Town resettlement site, with a three-sided ridge topography. During the early excavation process, deformation and cracking occurred along the mountain direction (along the synclinal core). The middle and rear parts and both sides of the surface are partially cultivated land, with vegetation coverage. The middle and rear parts have a topographic slope of 15-25°, the west side has a slope of 30-35°, and the east side has a slope of 30-45°.

[0114] (2) Stratum lithology

[0115] The exposed strata in the survey area are the upper segment of the Middle Triassic Lannu Group (T2l2) and the Quaternary System, which are described as follows:

[0116] ​1) Residual slope layer (Qdel): mainly residual slope yellow, brown yellow clay, sub-clay, broken stone and loose accumulation of gravel and other materials. When water strength decreases dramatically, sticky, plastic, high compressibility. Mainly distributed in the southwest side of the White Tiger Mountain and the upper part of the ridge, the distribution elevation is about 460-503m, the thickness of the residual slope layer in this area is 0-3m, locally up to 5-7m; the northeast side of the White Tiger Mountain, the side of the gully, the local distribution of the covering layer is 0.5-1.5m of slope residual material. Clay with gravel content of about 30%.

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

[0118] ① T2l2-2: gray, dark gray thin layer of silty mudstone with mudstone, single layer thickness of mudstone about 10-20cm, content about 25%, thickness of this layer about 50m, joint fissure development, mainly distributed in the upper part of the landslide body, locally with fully weathered rock mass, thickness about 1-3m; weathered layer thickness about 5-8m; interlayer locally with soft interlayer, thickness 0.5-20cm, mostly mudstone composition, mostly mud with rock debris type interlayer, and with randomness.

[0119] ② T2l2-1: dark gray thin to medium thick layer of mudstone with gray, gray silty mudstone, mudstone thickness about 5-15cm, content about 25%, main structure surface is bedding, rock mass is relatively complete-complete, this drilling did not reveal this layer.

[0120] (3) Geological structure

[0121] The north-south structure in the engineering area is found in the western edge, which is a multiple Deway syncline composed of Triassic System, parallel to the middle Triassic phase change line, and controlled by the basin margin paleostructure condition, the rock layer inclination of the syncline wings is 15°.

[0122] 3、Design parameters

[0123] Table 1 Design calculation parameters

[0124]

[0125] 4、Comparison of calculation process:

[0126] (1) The existing anti-slide pile design residual sliding force calculation, reference Figure 9 Take the row of embedded anti-slide piles set at the position of 466-468m platform on the back side as an example, the sliding surface is divided into 3 parts (S1 corresponds to the covering layer, S2 corresponds to the strongly weathered bedrock, S3 corresponds to the medium weathered bedrock). The covering layer is considered according to the saturation condition, and the design calculation parameters are selected according to Table 1 above.

[0127] The calculation process is as follows:

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

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

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

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

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

[0133] The cohesion of the sliding surface C = 10 kPa, and the internal friction angle

[0134] The angle between the rear edge crack and the vertical plane β = 36°, cos β = 0.81, and sin β = 0.59.

[0135] The water filling height of the rear edge crack H2 = 3 m, and the water pressure per unit width of the rear edge crack is:

[0136]

[0137] The value of the sliding surface uplift pressure per unit width of the sliding surface is:

[0138]

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

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

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

[0142] The design safety factor F s = 1.35;

[0143] The design residual sliding force T k per unit width = T-R / F s = 7313.1-7335.8 / 1.35 = 1879.2 kN / m;

[0144] The anti-slide pile spacing S is 4.0 m, and the residual sliding force value borne by a single anti-slide pile is:

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

[0146] (2) The calculation method provided by the present application

[0147] The calculation method provided by the present application is to analyze the A-A section reference drawing Figure 10 The calculation process is as follows:

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

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

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

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

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

[0153] The sliding surface cohesion C is 10 kPa, and the internal friction angle φ is 15°

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

[0155] The rear edge crack water filling height H2 is 3 m, and the unit width water pressure of the rear edge crack is:

[0156]

[0157] The unit width sliding surface uplift pressure value of the sliding surface is:

[0158]

[0159] The unit width anti-slide force is:

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

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

[0162] Design safety factor F s =1.35;

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

[0164] The anti-slide pile spacing S=4.0m, and the residual sliding force value borne by a single anti-slide pile is:

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

[0166] According to the above calculation, the present anti-slide pile design residual sliding force is 7516.8kN, and the anti-slide pile design residual sliding force according to the method is 6549.72kN, and the difference between them is 967.08kN. The difference between them is 12.9%, and obviously, using the existing anti-slide pile design residual sliding force calculation method will cause engineering redundancy and unnecessary waste.

[0167] Obviously, the above only describes a part of the embodiments of the present application, rather than all the embodiments. The above embodiments are not used to limit the present application, and the present application can have various changes and variations for those skilled in the art. Any combination, modification, equivalent replacement, improvement and other embodiments made by those skilled in the art within the spirit and principles of the present application should be within the protection scope of the present application.

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 a row of anti-slide piles being arranged perpendicularly to the direction of the syncline core of the landslide body, characterized in that: The residual sliding force corresponding to each anti-slide pile is determined by a wedge residual sliding force calculation method, so as to ensure that the anti-slide pile design is free of engineering redundancy; the wedge residual sliding force calculation method comprises the following steps: Step one: collect the geological information of the landslide body to determine the sliding direction; Step two: determine the sliding direction of the landslide body according to the geological information; Step three: establish a sliding force equation and calculate the residual sliding force corresponding to each anti-slide pile; The equation of the sliding force includes the anti-slide pile , the first root anti-slide pile corresponding to the sliding body is located behind the first root anti-slide pile, and has an angle with the anti-slide pile axis and is directed towards the core of the syncline, considering the influence of groundwater in the landslide body range, the sliding force is recorded as The equation of the sliding force is: ; wherein G - landslide self-weight, kN; U w1 — back edge crack water pressure value, kN; According to the geological information of the landslide body, the self-weight equation of the landslide body is established as follows: - angle of the sliding surface with the horizontal, °; β - angle between trailing edge split and vertical plane, °; The step one comprises topography, stratum lithology, geological structure, hydrological condition and the physical properties of the rock and soil. ; wherein The step three comprises: - Weighted average bulk density of the landslide, kN / m 3 ; - volume of the landslide, m 3 S k — the first Area of the sliding surface corresponding to the root anti-slide pile, m 2 ; H 1 - depth of the back crack below the groundwater level, m; H 2 - Depth of back crack below groundwater level, m; H 3 Depth above slip surface of anti-slide pile, m; S k = L × S ; wherein S - Anti-slide pile spacing, m; L - sliding surface length, m; ; wherein u 1 - maximum value of back fissure water pressure, kPa; The landslide resistance includes: establishing the first The landslide resistance equation of the root anti-slide pile is recorded as Then: ; wherein U w2 - sliding face uplift pressure value, kN; C - Coefficient of sliding surface cohesion, kPa; The sliding force equations of the anti-slide piles respectively located at the left and right wings of the syncline are established according to the sliding direction; - sliding surface internal friction angle, °; ; wherein u 2 - sliding surface pressure minimum value, kPa; The residual sliding force corresponding to each anti-slide pile is denoted as F The residual sliding force perpendicular to the anti-slide pile axis of each anti-slide pile is denoted as F T k Therefore, ; wherein T k — the first Residual sliding force of the root anti-slide pile perpendicular to the anti-slide pile axis, kN; — 1st Residual sliding force of root anti-slide pile along sliding direction, kN; F s Safety factor.

2. The method for calculating the residual sliding force of a wedge-shaped landslide according to claim 1, wherein: The anti-slide force of the landslide body at the left and right wings of the syncline is calculated based on the geological information of the landslide body; 3. The method according to claim 2, wherein: The step two comprises: dividing the landslide body into a syncline left wing and a syncline right wing with the syncline core as an axis, the syncline left wing and the syncline right wing have a sliding trend towards the syncline core and downwards, and the sliding direction of the syncline left wing and the syncline right wing is towards the syncline core and in an angle direction with the anti-slide pile axis according to the geological information of the landslide body. The step two comprises: dividing the landslide body into a syncline left wing and a syncline right wing with the syncline core as an axis, the syncline left wing and the syncline right wing have a sliding trend towards the syncline core and downwards, and the sliding direction of the syncline left wing and the syncline right wing is towards the syncline core and in an angle direction with the anti-slide pile axis according to the geological information of the landslide body.

4. The method according to claim 3, wherein: The residual sliding force corresponding to each anti-slide pile is solved according to the sliding force equation and the anti-slide force. ​ ​ ​

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