Anti-slide pile-water collecting and draining well integrated large-scale hydrodynamic landslide treatment structure

Abstract

The invention relates to a slide-resistant pile-water collecting and draining well integrated large-scale hydrodynamic landslide treatment structure. The large-scale hydrodynamic landslide treatment structure comprises slide-resistant piles, a water collecting well, a slidable plate and an inclined water guide pipe, the full-solid I-shaped pile is used, the cavity design is omitted, and the mechanical property of the anti-slide pile is remarkably improved. Grooves are formed in the two sides of the pile body for the first time, and rolling friction is utilized to adapt to landslide thrust and deformation. The well wall of the water collecting well is spliced with the perforated pipe wall and the non-perforated solid pipe wall through a mortise and tenon joint structure, stress is evenly distributed, the pressure resistance of the well wall is remarkably improved, meanwhile, leakage is reduced, water collecting holes in the perforated pipe wall are of a Tesla one-way flow structure, and the well water recharge problem is thoroughly solved. A perforated pipe wall is adopted at the front middle end close to the anti-slide pile, a water collecting hole for one-way water inflow is formed in the perforated pipe wall, a drainage hole used for being connected with an upward-inclined water guide pipe is formed in the rear end of the bottom of the water collecting well, one end of the upward-inclined water guide pipe is connected with the drainage hole, and the other end of the upward-inclined water guide pipe is connected with a drainage ditch in a landslide body.

Description

Technical Field

[0001] This invention belongs to the field of geological disaster prevention and control, specifically a large-scale hydrodynamic landslide control structure that integrates anti-slide piles and drainage wells. This structure targets hydraulically driven landslides by integrating anti-slide piles with drainage wells, aiming to resolve the technical contradiction between the lack of drainage capacity of anti-slide piles and the lack of anti-slide capacity of drainage wells. Background Art

[0002] Water is the primary culprit for landslides. Drainage and anti-slip technology are core technologies for landslide control. Until now, these two technologies have been largely designed independently, making landslide control expensive and time-consuming. The underground blind holes and deep anti-slip piles used for deep drainage systems for large landslides are particularly expensive. Efficiently and economically improving the drainage and anti-slip performance of landslide control structures is a key technical challenge in hydrodynamic landslide control.

[0003] The general concept behind current drainage-type anti-slide piles is to construct drainage structures based on various types of cavities designed within or around the pile, or by filling cavities. These cavity designs inevitably undermine the integrity of the anti-slide pile and degrade its shear and bending resistance. This results in a retaining structure that sacrifices the mechanical properties of the anti-slide pile to compensate for its insufficient drainage performance. Therefore, it is difficult to use in large-scale, hydrodynamic landslide control projects with high potential sliding forces. Furthermore, these "cavity"-type, integrated drainage and anti-slide piles generally have a relatively complex hollow structure, increasing construction difficulty and cost.

[0004] For example, in application number 201611269813.7, "A semi-hollow pile with drainage and anti-slip function and its construction method," and application number 201510851300.4, "Drainage and anti-liquefaction anti-slip pile and construction method," the sole use of the aforementioned drainage and anti-slip piles for reinforcement often results in designers over-designing the cross-section of the anti-slip piles or increasing the amount of reinforcement, resulting in "fat piles," which in turn increases the difficulty of construction and the cost of the project. For example, in application number CN201910397050.0, "A novel integral drainage and anti-slip pile structure and its construction method," and application number CN202010575305.0, "A comprehensive anti-slip and drainage method for large-scale accumulation landslides," the drainage and anti-slip piles sacrifice the anti-bending and shearing properties of the anti-slip piles and have relatively weak drainage and collection capabilities. For example, in application number 202311149955.9 "A fully automatic drainage anti-slip pile system and its use method", although an integrated anti-slip and drainage management method is proposed, its water collection efficiency is relatively low and the water collection structure and the water storage and drainage structure are not efficiently combined. The cost is high, and the overall construction area is large, which causes greater disturbance to the landslide body.

[0005] Furthermore, landslide control drainage wells have poor shear and bending resistance. Their primary function is to reduce the downward force of the landslide by collecting and draining water, thereby improving its stability. This is a landslide control drainage structure that completely sacrifices its anti-slip mechanical properties. Generally speaking, large, uncoordinated deformations often occur in landslides, which can easily cause the walls of the drainage wells, which lack anti-slip properties, to rupture, causing water to leak into the landslide and accelerate the slide.

[0006] The application of traditional landslide drainage and anti-slip integrated structures has the following obvious disadvantages:

[0007] (1) Anti-slip piles with drainage functions are designed to achieve drainage by designing a water-collecting "cavity". There are three obvious disadvantages: the bending and shearing resistance of the "cavity" section of the anti-slip pile is poor; the construction of some complex "cavity" structures in the pile is very difficult or even impossible to implement; the cavity size is relatively small, and the drainage capacity is very limited, making it difficult to be suitable for landslide control in extreme precipitation and water-rich strata.

[0008] (2) The landslide drainage well is composed of a fixedly connected integral well wall. Water is collected in the well wall gaps and then discharged through inclined water pipes. There are two obvious disadvantages: the well wall has a very weak ability to resist the thrust and deformation of the landslide, and it is very easy to break, causing seepage and sliding; the well wall gaps can allow water to enter and drain, which will inevitably lead to a sudden drop in the groundwater level or the backflow of well water into the landslide body when the water pipe is blocked, thereby causing seepage and sliding.

[0009] Therefore, how to realize the integrated control technology of anti-slide piles and water collection wells for large and giant hydrodynamic landslides is an important way to solve the problem of integrated water control and slope control. Summary of the Invention

[0010] In response to the problems in the background technology such as insufficient anti-slip force and water collection capacity of drainage-type anti-slip piles and no anti-slip ability, weak anti-deformation ability, and well water recharge in the water collection wells, the present invention provides a large-scale hydrodynamic landslide control structure integrating anti-slip piles and drainage wells. It integrates the solid anti-slip piles and the flexible, one-way water inlet well wall drainage wells, efficiently and economically breaking through the technical bottleneck of large anti-slip and strong drainage retaining structures for large and giant hydrodynamic landslides.

[0011] The technical solution adopted by the present invention to solve the technical problem is:

[0012] A large-scale hydrodynamic landslide control structure integrating anti-slide piles and water collection wells, comprising anti-slide piles, water collection wells, a slidable plate 4 and an upward-inclined water pipe;

[0013] The anti-slip pile 1 is an I-shaped solid anti-slip pile, comprising a front pile body 101, a rear pile body 102, and a middle pile body 103 vertically connecting the front and rear pile bodies. A front pile groove and a rear pile groove are symmetrically arranged on both sides of the connection position between the middle pile body and the front and rear pile bodies, and sliding plates are symmetrically arranged on both sides of the middle pile body.

[0014] One side of the slidable plate 4 is in rolling connection with the side wall of the middle pile body, and the other side is provided with a sliding plate tenon 401. The slidable plate can move forward and backward along the movement track where the pile front groove and the pile rear groove are located under the action of external force; one end of the slidable plate 4 is placed in the pile front groove, and when the slidable plate is completely out of the pile front groove, the other side of the slidable plate is at least located in the pile rear groove;

[0015] The water collection well 2 is formed by a number of well rings stacked in multiple layers from top to bottom. Adjacent layers are not fixed and have a radial sliding distance under the premise of ensuring the integrity of the water collection well when subjected to external force. An impermeable clay layer 203 is laid at the bottom of the water collection well 2. Each well ring is composed of a short ring column formed by splicing multiple pipe walls through a "mortise and tenon" structure. The short ring column has an installation space at the front end for connecting with the middle pile body of the anti-sliding pile, and mortises are provided on the well walls on both sides of the installation space; each layer of well rings in the entire water collection well is connected to the anti-sliding pile through the mortises on the well walls and the corresponding sliding plate tenons 401 on each layer of sliding plates; the rear ends of all well rings located on the aquifer adopt unperforated solid pipe walls 202, and the front middle ends close to the anti-sliding piles adopt perforated pipe walls 201;

[0016] A one-way water collection hole 2011 is provided on the perforated pipe wall, and a drainage hole for connecting to an upward-sloping water pipe is provided at the rear end of the bottom of the water collection well. One end of the upward-sloping water pipe is connected to the drainage hole, and the other end is connected to the drainage ditch on the landslide body.

[0017] Furthermore, multiple layers of spherical groove arrays are provided on both side walls of the middle pile body, and a number of spherical grooves are arranged in an array on each layer of the spherical groove array. The sliding plate is connected to the middle pile body in a rolling manner through a ball unit; the ball unit includes a large ball and multiple circles of small balls arranged in a ring with the large ball as the center, and a stainless steel isolation belt is provided between adjacent circles of small balls; at least half of the volume of the multiple circles of small balls and large balls is located in the spherical groove, and the ball unit also includes a sealing strip for sealing the part located inside the spherical groove.

[0018] Furthermore, pile body baffles are provided on the outside of all spherical groove arrays.

[0019] Furthermore, the sliding plate 4 is located in the groove in front of the pile during installation and construction. When a landslide occurs, when the landslide generates a large thrust on the water collection well, the wall of the water collection well is connected to the sliding plate tenon 401 on the sliding plate, driving the sliding plate 4 to gradually slide from the groove in front of the pile to the groove behind the pile, thereby playing a buffering role.

[0020] Furthermore, the longitudinal cross-section of the well wall of each well ring is a trapezoid that is wide at the top and narrow at the bottom. When the main sliding direction of the landslide body is known, the upper well ring is set at a sliding distance relative to the lower well ring that can resist deformation relative to the main sliding direction.

[0021] Furthermore, the water collection hole 2011 adopts a Tesla unidirectional flow structure, and a multi-stage gradient filtration layer is adopted in the water collection hole 2011. The outer side is filled with coarse sand and gravel 20111 for intercepting stones and coarse particles, the middle is filled with fine sand and gravel 20113 for blocking medium and fine particles, and the inner side is filled with fine sand 20114 for filtering micro particles; a permeable geotextile can also be set on the inner side.

[0022] Furthermore, gravel with few edges and corners and smooth surface is selected, and high-pressure water flow is injected into the inclined water pipe 3 through an external water pump, which can reversely flush the water collection hole 2011.

[0023] Furthermore, the overall length-to-width ratio of the anti-slip pile is 1.1-1.5:1, the ratio of the pile short diameter to the well diameter is 1:3-1:2, the height of the anti-slip pile in the anchoring section is 1 / 4-1 / 3 of the pile body height, and the bottom of the water collection well is 1-2m higher than the potential sliding surface; the angle of the inclined water guide pipe is 20°-40°; the front and rear grooves of the pile extend longitudinally along the pile body, and the longitudinal height of the grooves accounts for 50%-70% of the total height of the pile body; the longitudinal height of the grooves can cover the sliding deformation area; the depth of the front and rear grooves of the pile accounts for 1 / 8-1 / 10 of the length of the anti-slip pile body.

[0024] Furthermore, if the potential landslide thrust is large, the area ratio of the front and rear pile bodies can be appropriately increased, and the longitudinal height of the grooves in front of and behind the piles can be reduced to prioritize anti-slip ability; if the geological conditions are soft rock or soil layer: the longitudinal height of the grooves in front of and behind the piles can be increased to 70% to enhance the adaptability to flexible deformation; if the geological conditions are hard rock formations: the longitudinal height of the grooves in front of and behind the piles is reduced to 50%-60%, focusing on structural rigidity.

[0025] Furthermore, the diameter of the water collection holes is 50-80 mm, and the hole spacing is 1.5 times the hole diameter.

[0026] Compared with the prior art, the present invention has the following beneficial effects:

[0027] The outstanding essential features of the present invention are:

[0028] This invention utilizes fully solid I-shaped piles, eliminating the cavity design and significantly improving the mechanical properties of the anti-slip piles. For the first time, grooves are incorporated into the sides of the pile body, leveraging rolling friction to accommodate landslide thrust and deformation. The water collection well walls are spliced ​​together using a mortise and tenon joint structure, consisting of perforated pipe walls and unperforated solid pipe walls. This evenly distributes stress, significantly improving the compressive strength of the well walls while reducing leakage. The water collection holes in the perforated pipe walls utilize a Tesla unidirectional flow structure, completely resolving the problem of well water recharge.

[0029] The wall of the water collection well of the present invention adopts a trapezoidal structure with a wide upper part and a narrow lower part (such as Figure 6 ) is equipped with sliding plates, grooves and ball units to achieve flexible sliding of the well wall, significantly improving the adaptability to uncoordinated deformation of landslides.

[0030] The significant advancements of the present invention are:

[0031] 1. Solve the anti-slip and water collection problems: effectively solve the problems of insufficient anti-slip and water collection capacity of drainage anti-slip piles, as well as the problems of no anti-slip ability, weak anti-deformation ability and well water recharge in water collection wells.

[0032] 2. Improve structural stability: The well ring is spliced ​​through a "mortise and tenon" structure to ensure the accurate splicing position of the segments, make the well ring geometric shape regular, and enhance the overall stability of the structure; stress is dispersed, local stress concentration is reduced, and the segment is prevented from being damaged due to excessive local force.

[0033] 3. Enhance the flexibility of the well wall: The well wall cooperates with the sliding plate, ball unit, etc. to improve the flexibility of the water collection well wall when the landslide thrust or slope deformation occurs, thereby enhancing the ability to resist landslide thrust and deformation.

[0034] 4. Prevent well water recharge: The water collection hole adopts a Tesla one-way flow structure to prevent well water recharge when the groundwater level suddenly drops or the water pipe is blocked, causing seepage and slip. It maximizes water collection efficiency while reducing well water leakage back into the slope. The Tesla one-way flow water collection hole + flexible well wall design solves the problems of well water recharge and easy rupture of the well wall.

[0035] In summary, the present invention combines the design of solid piles, stress dispersion of mortise and tenon joints, and flexible sliding of balls to ensure the coexistence of anti-slip and drainage capabilities, breaking through the limitation of "sacrificing mechanics for drainage" in traditional technology, and achieving the technical effect of anti-slip without weakening drainage, and drainage without damaging anti-slip. BRIEF DESCRIPTION OF THE DRAWINGS

[0036] Figure 1 This is a schematic diagram of the slope of an accumulation body according to an embodiment of the present invention.

[0037] Figure 2 For the present invention Figure 1 Schematic diagram of the cross section along the A-A1 direction.

[0038] Figure 3 For the present invention Figure 2 Schematic diagram of the cross section in the B-B1 direction.

[0039] Figure 4 For the present invention Figure 3 Schematic diagram of the cross section along the C-C1 direction.

[0040] Figure 5 For the present invention Figure 3 Schematic diagram of the cross section along the D-D1 direction.

[0041] Figure 6 This is a schematic diagram of the longitudinal cross-section structure of a water collection well according to an embodiment of the present invention.

[0042] Figure 7 This is a schematic plan view of the structure of the slidable plate 4 according to an embodiment of the present invention.

[0043] Figure 8 Schematic diagram of the structure of the ball unit of the present invention.

[0044] Figure 9 It is a schematic plan view of the segment splicing according to the present invention.

[0045] Figure 10 It is a plan view of the water collection hole of the present invention.

[0046] Figure 11 This is a schematic diagram of the well ring expansion according to an embodiment of the present invention.

[0047] Figure 12 The figure is a top view of a well ring according to an embodiment of the present invention.

[0048] Figure 13 This is a schematic structural diagram of a water collection well according to an embodiment of the present invention.

[0049] In the picture

[0050] 1- Anti-slip pile; front pile body 101, rear pile body 102 and middle pile body 103; pile front groove 104; pile rear groove 105;

[0051] 2-water collection well; 201-perforated pipe wall; 202-unperforated solid pipe wall; 203-anti-seepage clay layer; 204-drainage hole; 2011-water collection hole;

[0052] 20111- coarse sand and gravel 20112- water flow direction; 20113- fine sand and gravel 20114- fine sand;

[0053] 3-Upward inclined aqueduct;

[0054] 4-sliding plate; 401-sliding plate tenon;

[0055] 5-ball unit; 501-small ball; 502-isolation strip; 503-sealing strip; 504-large ball;

[0056] 6- landslide boundary; 7- pile baffle;

[0057] 8-groundwater level line; 9-lateral drainage ditch; 10-intercepting ditch around the slope; 11-landslide body; 12-slope toe line; 13-backfill soil. DETAILED DESCRIPTION

[0058] The present invention is further explained below with reference to the embodiments and drawings, but they are not intended to limit the scope of protection of the present application.

[0059] The present invention is a large-scale hydrodynamic landslide control structure integrating a solid anti-slip pile and a flexible, one-way water inlet well wall and a drainage well. It is used to solve the problems of insufficient anti-slip force and water collection capacity of drainage-type anti-slip piles, and the lack of anti-slip ability, weak anti-deformation ability and well water recharge of the water collection well.

[0060] Example 1

[0061] The large-scale hydrodynamic landslide control structure with integrated anti-slide piles and water collection wells in this embodiment includes anti-slide piles 1, water collection wells 2, slidable plates 4, and upward-inclined water pipes 3.

[0062] The anti-slip pile 1 is an "I"-shaped solid anti-slip pile, comprising a front pile body 101, a rear pile body 102, and a middle pile body 103 vertically connecting the front and rear pile bodies. The front pile body, the rear pile body, and the middle pile body constitute an "I"-shaped solid anti-slip pile, and a pile front groove 104 and a pile rear groove 105 are symmetrically arranged on both sides of the connection position between the middle pile body and the front and rear pile bodies, and a sliding plate is symmetrically arranged on both sides of the middle pile body.

[0063] One side of the slidable plate 4 is flat, and the other side is provided with a sliding plate tenon 401. A ball unit 5 is provided between the flat side of the slidable plate 4 and the middle pile body. The slidable plate can move forward and backward along the movement track where the pile front groove and the pile rear groove are located under the action of external force; one end of the slidable plate 4 is placed in the pile front groove, and when the slidable plate is completely out of the pile front groove, the other side of the slidable plate is at least located in the pile rear groove;

[0064] The water collection well 2 is formed by a number of well rings stacked in multiple layers from top to bottom. Adjacent layers are not fixed and have a radial sliding distance under the premise of ensuring the integrity of the water collection well when subjected to external force. An impermeable clay layer 203 is laid at the bottom of the water collection well 2. Each well ring is composed of a short ring column formed by splicing multiple pipe walls through a "mortise and tenon" structure. The short ring column has an installation space at the front end for connecting with the middle pile body of the anti-sliding pile, and mortises are provided on the well walls on both sides of the installation space; each layer of well rings in the entire water collection well is connected to the anti-sliding pile through the mortises on the well walls and the corresponding sliding plate tenons 401 on each layer of sliding plates; the rear ends of all well rings located on the aquifer adopt unperforated solid pipe walls 202, and the front middle ends close to the anti-sliding piles adopt perforated pipe walls 201;

[0065] A one-way water collection hole 2011 is provided on the perforated pipe wall, and a drainage hole 204 for connecting to an upward-sloping water pipe is provided at the rear end of the bottom of the water collection well. One end of the upward-sloping water pipe 3 is connected to the drainage hole, and the other end is connected to the drainage ditch on the landslide body.

[0066] In the present invention, the front end of each well ring is not closed, and a space is provided for installing the middle pile body of the anti-slip pile, the sliding plate and the installation space of the ball unit. In the present invention, the location of the anti-slip pile is the front end, the location of the water collection well is the rear end, and the radial direction of the water collection well is the width direction. Figure 3 The direction indicated by C-C1 is the longitudinal direction. Each well ring layer utilizes a perforated pipe wall 201 at the front and middle ends, and an unperforated solid pipe wall 202 at the rear. The front end, along the flow direction, utilizes water collection holes to collect water, while the rear end is composed of unperforated pipe walls, preventing water leakage from the rear end. This maximizes water collection efficiency while minimizing water leakage. The distinction between perforated and unperforated in this invention refers to whether the pipe wall has water collection holes 2011.

[0067] In this embodiment, the entire water collection well depth is located above the aquifer, the pile body is located below the aquifer, and all well rings are composed of perforated pipe walls and unperforated solid pipe walls.

[0068] Example 2

[0069] The large-scale hydrodynamic landslide control structure with integrated anti-slide piles and water collection wells in this embodiment includes anti-slide piles, water collection wells, a sliding plate 4 and an upward-inclined water pipe;

[0070] The anti-slip pile 1 is an "I"-shaped solid anti-slip pile, comprising a front pile body 101, a rear pile body 102 and an intermediate pile body 103 vertically connecting the front and rear pile bodies. The front pile body, the rear pile body and the intermediate pile body constitute an "I"-shaped solid anti-slip pile. A pile front groove and a pile rear groove are symmetrically arranged on both sides of the connection position between the intermediate pile body and the front and rear pile bodies, and both are rectangular grooves. Sliding plates are symmetrically arranged on both sides of the intermediate pile body. The sliding plates 4 are located in the pile front groove of the front pile body 101 (such as Figure 3 As shown in FIG. 1 , when a landslide occurs, when the landslide generates a large thrust on the water collection well, the water collection well wall is connected to the sliding plate tenon 401 on the sliding plate, driving the sliding plate 4 to slide from the groove in front of the pile to the groove behind the pile, thereby playing a buffering role. One side of the sliding plate 4 is flat, and the other side is provided with a sliding plate tenon 401 adapted to the mortise of the well wall. In this embodiment, the sliding plate tenon is a trapezoidal tenon as shown in FIG. Figure 7 As shown, Figure 7 The left side in the middle is a schematic diagram of the structure of the double-layer sliding plate seen from the side where the sliding plate tenon is located, and the right side is a schematic diagram of the structure of the single-layer sliding plate projected along the height direction of the sliding plate.

[0071] A ball unit 5 is installed between one side of the plane of the sliding plate 4 and the middle pile body. When encountering a large landslide thrust or uneven deformation of the slope body, the mortise of each layer of the well wall (that is, the concave part corresponding to the sliding plate tenon 401 on the sliding plate, forming a mortise and tenon structure) is combined with the sliding plate tenon 401 on the sliding plate 4. With the help of the rolling friction of the ball unit 5, the sliding plate 4 is slid from the front groove of the anti-slip pile to the rear groove of the pile (one end of the sliding plate is completely out of the front groove, and the other end just enters the rear groove), thereby improving the flexibility of the water collection well wall to improve the ability of the well wall to resist landslide thrust and uneven deformation, and the sliding plate 4 and the pile body baffle 7 can effectively reduce the influence of water in the water collection well on the rolling performance of the ball 5.

[0072] The water collection well 2 is formed by stacking a number of well rings from top to bottom. Each layer of well rings is composed of multiple pipe walls through mortise and tenon structures, and the longitudinal section of the well wall of each layer of well rings is a trapezoid that is wide at the top and narrow at the bottom. Figure 6 As shown, the surrounding is backfill soil 13. The upper and lower well rings are not fixed, so that each well ring has a certain amount of movement space, which can better cope with the uneven deformation of the landslide body 11.

[0073] An impermeable clay layer 203 is laid at the bottom of the water collection well 2. The pipe wall is divided into a perforated pipe wall 201 and an unperforated solid pipe wall 202. The perforated pipe wall is a pipe wall with a water collection hole 2011, and the unperforated solid pipe wall is a pipe wall without a water collection hole 2011. When splicing the well ring, the front and middle ends of each layer of well ring (the 2 / 3-1 / 2 area of ​​the well ring circumference close to the anti-slip pile) use perforated pipe wall, and the rear end (the 1 / 3-1 / 2 area of ​​the well ring circumference away from the anti-slip pile) uses unperforated solid pipe wall. The front end along the direction of water flow uses the water collection hole to collect water, and the rear end is spliced ​​with unperforated solid pipe wall to prevent water leakage from the rear end. A drainage hole is provided at the rear end to discharge water from the water collection well.

[0074] If the depth of the water collection well passes through the aquifer, the well ring below the aquifer shall be made of a solid well ring made of unperforated solid pipe walls to prevent the well water from flowing back into the slope due to untimely discharge of water in the well.

[0075] The water collection hole 2011 in the perforated pipe wall 201 adopts a Tesla unidirectional flow structure (see Figure 10 ), Figure 10 The middle arrow indicates the direction of water flow 20112. This prevents well water recharge from accelerating seepage and slippage in the event of a sudden drop in the groundwater level or a clogged aqueduct, maximizing water collection efficiency while minimizing well water seepage back into the slope. The water collection hole 2011 utilizes a multi-level gradient filtration layer. The first (outer) layer is filled with large-grained gravel (i.e., coarse gravel 20111) to intercept rocks and coarse particles; the second (center) layer is filled with small-grained gravel (fine gravel 20113) to block medium and fine particles; and the third (inner) layer, permeable geotextile or fine sand 20114, filters microparticles and prevents the intrusion of fine mud. Gravel with a smooth surface and few edges is used to extend the clogging cycle and reduce maintenance frequency.

[0076] Example 3

[0077] In this embodiment, an external water pump is used to inject high-pressure water into the inclined water pipe 3, which reversely flushes the water collection hole 2011 and carries out impurities. Tesla's one-way flow technology combined with the backwash function can solve the blockage problem at a low cost.

[0078] Example 4

[0079] In this embodiment, multiple layers of spherical groove arrays are provided on both sidewalls of the intermediate pile body. Each layer of spherical groove arrays is arranged with a number of spherical grooves (not shown). The sliding plate is rollingly connected to the intermediate pile body via a ball unit 5. The ball unit 5 includes a large ball 504 and multiple rings of small balls 501 arranged in a ring around the large ball, with stainless steel isolation strips 502 provided between adjacent rings of small balls. At least half of the volume of the multiple rings of small balls and the large ball is located within the spherical grooves. The ball unit also includes a sealing strip 503 for sealing the portion located within the spherical grooves. The sealing strip can be a rubber sealing strip.

[0080] Both large and small balls 504, 501, are made of 316 stainless steel, making them more adaptable to the complex geological conditions and high humidity environments in which anti-slip piles may operate. Each ring of small balls 501 is separated by a stainless steel isolation strip 502. Multiple rings of small balls 501 contact the large balls 504, further facilitating their rotation. Rubber sealing strips isolate them from the well water.

[0081] In this embodiment, the diameter of the small ball is 20-30 mm, and the diameter of the large ball is 50-60 mm.

[0082] Example 5

[0083] In this embodiment, the upward-sloping water pipe 3 is connected to the transverse drainage ditch 9 and the slope-surrounding intercepting ditch 10 to discharge the water in the water collection well to the slope in time. The upward-sloping water pipe 3 has a diameter greater than 200 mm and is made of UPVC.

[0084] The length of the front pile body and the rear pile body of the anti-slip pile (defined as Figure 3 The C-C1 direction (lengthwise, C-C1) and the pile height (longitudinal) each account for approximately 40% of the total anti-slip pile length. Both the front and rear grooves extend longitudinally along the pile body, with their longitudinal heights representing 60%-70% of the total pile height. The longitudinal height of the grooves covers the sliding deformation zone, and their depths account for 1 / 8-1 / 10 of the pile length.

[0085] In this embodiment, the bottom of the groove is spaced some distance from the bottom of the anti-slip pile, leaving a 15%-20% ungrooved section along the pile height. The ratio of the sliding plate's tenon thickness to the well wall's mortise width is 1:1.2, ensuring a tight fit and allowing the sliding plate's trapezoidal tenon to fully engage the trapezoidal mortise in the well wall, ensuring a tight fit. The water collection holes have a diameter of 50-80 mm, with a spacing of 1.5 times the hole diameter.

[0086] Example 6

[0087] In this embodiment, the longitudinal section of the well wall of each well ring is a trapezoid that is wide at the top and narrow at the bottom. When the main sliding direction of the landslide body is known, the upper well ring is set at a sliding distance relative to the lower well ring that can resist deformation relative to the main sliding direction.

[0088] Example 7

[0089] If the potential landslide thrust is large, the area ratio of the front and rear piles can be appropriately increased, and the longitudinal height of the grooves in front of and behind the piles can be reduced to prioritize anti-slip ability; if the geological conditions are soft rock or soil layer: the longitudinal height of the grooves in front of and behind the piles can be increased to 70% to enhance the adaptability to flexible deformation; if the geological conditions are hard rock formations: the longitudinal height of the grooves in front of and behind the piles can be reduced to 50%-60%, focusing on structural rigidity.

[0090] Example 8

[0091] The anti-slip piles in this embodiment have an overall length-to-width ratio of approximately 1.2:1, with a minor diameter (the width of the pile body) to well diameter ratio of 1:3-1:2. The depth of the anti-slip pile anchoring section is 1 / 4-1 / 3 of the pile body height, and the bottom of the water collection well is 1-2 meters above the potential sliding surface. The angle of the upward-sloping water guide pipe is 20°-40°. The cross-section of the connecting mortise on the well ring is a trapezoidal shape, wide at the top and narrow at the bottom.

[0092] The well ring in this invention is assembled using a "mortise and tenon" structure. The coordinated tenon and mortise ensures the precise positioning of the segments, resulting in a more regular geometry and overall structural stability. When subjected to external pressure, the interlocking mortise and tenon structure evenly distributes stress across the segments, reducing localized stress concentrations. This stress-distributing property effectively prevents damage to the segments due to excessive localized forces. Furthermore, the tightness of the mortise and tenon structure effectively minimizes gaps between the pipe walls and reduces well water leakage.

[0093] The present invention combines the functions of anti-slip piles and drainage wells to form an integral structure, which aims to address the shortcomings of traditional anti-slip piles and water collection wells. An "I"-shaped solid anti-slip pile is used, which has grooves on both sides to accommodate ball units and sliding plates to cope with landslide thrust and slope deformation. The cooperation between the tenon and the mortise and the rolling friction of the balls improves the flexibility of the well wall, thereby enhancing the anti-slip and anti-deformation capabilities of the overall structure. The well ring is made of a perforated pipe wall and an unperforated solid pipe wall spliced ​​together by a mortise and tenon structure, which improves the stability and pressure resistance of the structure and reduces the possibility of water leakage. The water collection hole adopts a Tesla one-way flow structure to ensure that when the groundwater level drops or the water pipe is blocked, the well water can be effectively prevented from being recharged, thereby reducing the risk of promoting seepage and sliding.

[0094] The standard parts used in the present invention can be purchased from the market, and special-shaped parts can be customized according to the description in the specification and the drawings. The contents not described in detail in this specification belong to the existing technology known to professional and technical personnel in this field.

[0095] In the present invention, unless otherwise expressly specified or limited, the terms "mounted," "connected," "connect," "fixed," etc. should be understood broadly. For example, they may refer to fixed connection, detachable connection, or integration; mechanical connection or electrical connection; direct connection or indirect connection through an intermediate medium; internal communication between two components or interaction between two components. Those skilled in the art will understand the specific meanings of the above terms in the present invention based on specific circumstances.

[0096] In the description of this specification, the specific features, structures, materials, or characteristics described may be combined in any appropriate manner in any one or more embodiments or examples. In addition, those skilled in the art may combine and combine different embodiments or examples described in this specification and the features of different embodiments or examples without any contradiction.

[0097] In the drawings of the embodiments disclosed in the present invention, only the structures related to the embodiments disclosed in the present invention are involved. Other structures can refer to the general design. In the absence of conflict, the same embodiment and different embodiments of the present invention can be combined with each other.

[0098] Although the present invention has been described in detail with reference to the aforementioned embodiments, it is still possible for those skilled in the art to modify the technical solutions described in the aforementioned embodiments, or to make equivalent substitutions for some of the technical features therein. Any modifications, equivalent substitutions, improvements, etc. made within the spirit and principles of the present invention should be included in the scope of protection of the present invention.

[0099] Any matters not described in the present invention are applicable to the prior art.

Claims

1. A large-scale hydrodynamic landslide control structure integrating anti-slide piles and drainage wells, characterized in that: The large-scale hydrodynamic landslide control structure includes anti-slide piles, a water collection well, a slidable plate and an inclined water pipe; The anti-slip pile is an "I"-shaped solid anti-slip pile, comprising a front pile body, a rear pile body and a middle pile body vertically connecting the front and rear pile bodies, a pile front groove and a pile rear groove are symmetrically arranged on both sides of the connection position between the middle pile body and the front and rear pile bodies, and a sliding plate is symmetrically arranged on both sides of the middle pile body; One side of the slidable plate is rollingly connected to the side wall of the middle pile body, and the other side is provided with a sliding plate tenon. The slidable plate can move forward and backward along the moving track where the front groove and the rear groove of the pile are located under the action of external force; one end of the slidable plate is placed in the front groove of the pile, and when the slidable plate is completely out of the front groove of the pile, the other side of the slidable plate is at least located in the rear groove of the pile; The water collection well is formed by stacking a number of well rings from top to bottom in multiple layers. Adjacent layers are not fixed and have a radial sliding distance under the premise of ensuring the integrity of the water collection well when subjected to external force. An impermeable clay layer is laid at the bottom of the water collection well. Each well ring is composed of a short ring column formed by splicing multiple pipe walls through a "mortise and tenon" structure. The short ring column has an installation space at the front end for connecting with the middle pile body of the anti-sliding pile, and mortises are arranged on the well walls on both sides of the installation space; each layer of well rings in the entire water collection well is connected to the anti-sliding pile through the mortises on the well walls and the corresponding sliding plate tenons on each layer of sliding plates; the rear ends of all well rings located on the aquifer adopt non-perforated solid pipe walls, and the front middle ends close to the anti-sliding piles adopt perforated pipe walls; A water collection hole for one-way water inlet is arranged on the perforated pipe wall, and a drainage hole for connecting with an inclined water pipe is arranged at the rear end of the bottom of the water collection well. One end of the inclined water pipe is connected to the drainage hole, and the other end is connected to the drainage ditch on the landslide body.

2. The large-scale hydrodynamic landslide control structure according to claim 1 is characterized in that: Multiple layers of spherical groove arrays are arranged on both side walls of the middle pile body, and a number of spherical grooves are arranged in an array on each layer of the spherical groove array. The sliding plate is rollingly connected to the middle pile body through a ball unit; the ball unit includes a large ball and multiple circles of small balls arranged in a ring shape with the large ball as the center, and a stainless steel isolation belt is arranged between adjacent circles of small balls; at least half of the volume of the multiple circles of small balls and the large balls is located in the spherical groove, and the ball unit also includes a sealing strip for sealing the part located inside the spherical groove.

3. The large-scale hydrodynamic landslide treatment structure according to claim 2 is characterized in that: Pile body baffles are arranged on the outside of all spherical groove arrays.

4. The large-scale hydrodynamic landslide treatment structure according to claim 1 is characterized in that: The sliding plate is located in the groove in front of the pile during installation and construction. When a landslide occurs and generates a large thrust on the water collection well, the wall of the water collection well is connected with the sliding plate tenon on the sliding plate to drive the sliding plate to gradually slide from the groove in front of the pile to the groove behind the pile, thereby playing a buffering role.

5. The large-scale hydrodynamic landslide treatment structure according to claim 1 is characterized in that: The longitudinal section of the well wall of each well ring is a trapezoid that is wide at the top and narrow at the bottom. When the main sliding direction of the landslide body is known, the upper well ring is set at a sliding distance relative to the lower well ring that can resist deformation relative to the main sliding direction.

6. The large-scale hydrodynamic landslide treatment structure according to claim 1 is characterized in that: The water collection hole adopts a Tesla unidirectional flow structure, and a multi-level gradient filter layer is used in the water collection hole. The outer side is filled with coarse sand and gravel for intercepting stones and coarse particles, the middle is filled with fine sand and gravel for blocking medium and fine particles, and the inner side is filled with fine sand for filtering micro particles; a permeable geotextile can also be set on the inner side.

7. The large-scale hydrodynamic landslide treatment structure according to claim 6 is characterized in that: Gravel with few edges and corners and smooth surface is selected. High-pressure water flow is injected into the inclined water pipe through an external water pump, which can flush the water collection hole in reverse.

8. The large-scale hydrodynamic landslide treatment structure according to claim 1 is characterized in that: The overall length-to-width ratio of the anti-sliding pile is 1.1-1.5:1, the ratio of the short diameter of the pile to the well diameter is 1:3-1:2, the depth of the anti-sliding pile in the anchoring section is 1 / 4-1 / 3 of the height of the pile body, and the bottom of the water collection well is 1-2m higher than the potential sliding surface; the angle of the inclined water guide pipe is 20°-40°; the front and rear grooves of the pile extend longitudinally along the pile body, and the longitudinal height of the grooves accounts for 50%-70% of the total height of the pile body; the longitudinal height of the grooves can cover the sliding deformation area; the depth of the front and rear grooves of the pile accounts for 1 / 8-1 / 10 of the length of the pile body of the anti-sliding pile.

9. The large-scale hydrodynamic landslide treatment structure according to claim 1 is characterized in that: If the potential landslide thrust is large, the area ratio of the front and rear piles can be appropriately increased, and the longitudinal height of the grooves in front and behind the piles can be reduced to give priority to anti-slip ability; if the geological conditions are soft rock or soil layer: the longitudinal height of the grooves in front and behind the piles can be increased to 70% to enhance the ability to adapt to flexible deformation; if the geological conditions are hard rock formations: the longitudinal height of the grooves in front and behind the piles is reduced to 50%-60%, focusing on structural rigidity.

10. The large-scale hydrodynamic landslide treatment structure according to claim 1, characterized in that: The diameter of the water collection holes is 50-80 mm, and the hole spacing is 1.5 times of the hole diameter.

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