A large-scale water-power landslide treatment structure integrating anti-slide pile, drainage well and drainage ditch

Abstract

This invention relates to a large-scale hydrodynamic landslide control structure integrating anti-slide piles and a drainage well. The structure includes anti-slide piles, a drainage well, a sliding plate, and an inclined water guide pipe. It utilizes solid I-beam piles, eliminating the cavity design and significantly improving the mechanical performance of the anti-slide piles. For the first time, grooves are set on both sides of the pile body to utilize rolling friction to adapt to landslide thrust and deformation. The drainage well wall is constructed by splicing perforated pipe walls and unperforated solid pipe walls using a mortise and tenon structure, ensuring uniform stress distribution and significantly improving the well wall's compressive strength while reducing leakage. The water collection holes on the perforated pipe wall adopt a Tesla unidirectional flow structure, completely solving the problem of well water backflow. The front and middle sections near the anti-slide piles use perforated pipe walls with unidirectional water collection holes. A drainage hole for connecting to the inclined water guide pipe is located at the rear bottom of the drainage well. One end of the inclined water guide pipe connects to the drainage hole, and the other end connects to a drainage ditch on the landslide body.

Description

Technical Field

[0001] This invention belongs to the field of geological disaster prevention and control, specifically a large-scale hydrodynamic landslide treatment structure integrating anti-slide piles and drainage wells. This structure integrates anti-slide piles and drainage wells for hydraulically driven landslides, aiming to solve the technical contradiction that anti-slide piles lack drainage capacity while drainage wells lack anti-slide capacity. Background Technology

[0002] Water is the primary culprit in landslide disasters, and drainage and anti-slide measures are the core technologies for landslide control. Currently, these two aspects are largely designed independently, resulting in significant economic and time costs for landslide control, especially for large landslides where the underground blind tunnels of deep drainage systems and the deep anti-slide piles are extremely expensive. How to efficiently and economically improve the drainage and anti-slide performance of landslide control structures is a key technical issue in hydrodynamic landslide control.

[0003] Current drainage-type anti-slide piles are generally designed with various types of cavities or filled cavities inside or around the pile to construct drainage structures. These cavity designs inevitably compromise the integrity of the anti-slide pile and degrade its shear and bending resistance. It's a retaining structure that sacrifices the mechanical properties of the anti-slide pile to compensate for its insufficient drainage performance, making it unsuitable for large-scale, giant hydrodynamic landslide control projects with high potential sliding forces. Furthermore, these "cavity" type integrated drainage-anti-slide piles generally have relatively complex hollow structures, increasing construction difficulty and costs.

[0004] For example, in applications 201611269813.7 "A Semi-Hollow Pile with Drainage and Anti-slide Function and Its Construction Method" and 201510851300.4 "Drainage and Anti-liquefaction Anti-slide Pile and Its Construction Method", the sole use of the aforementioned drainage and anti-slide piles for reinforcement often leads to designers over-designing the cross-section of the anti-slide pile or increasing the amount of reinforcement, resulting in "fat piles", which in turn increases the corresponding construction difficulty and project cost. Furthermore, the drainage and anti-slide piles described in applications CN201910397050.0 "A Novel Integral Drainage and Anti-slide Pile Structure and Its Construction Method" and CN202010575305.0 "An Integrated Anti-slide and Drainage Treatment Method for Large Accumulated Landslides" sacrifice the bending and shear resistance of the anti-slide piles, and their drainage capacity is relatively weak. For example, in application number 202311149955.9, "A Fully Automatic Drainage and Anti-slide Pile System and Its Application Method", although an integrated approach to anti-slide and drainage was proposed, its water collection efficiency was relatively low and the water collection structure and water storage and drainage structure were not efficiently combined, resulting in high costs and a large overall construction area that caused significant disturbance to the landslide body.

[0005] Furthermore, landslide control collection wells have very poor shear and bending resistance. Their basic function is merely to reduce the sliding force of the landslide and thus improve its stability by collecting and draining water. This is a landslide control collection and drainage structure that completely sacrifices its anti-sliding mechanical properties. Generally speaking, landslides often experience uncoordinated large deformations, which can easily cause the walls of the collection wells, which lack anti-sliding capabilities, to crack, resulting in well water leaking into the landslide body and promoting sliding.

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

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

[0008] (2) The landslide collection and drainage well is constructed by a fixed and connected integral well wall. Water is collected through the gaps in the well wall and then discharged through inclined water pipes. It has two obvious disadvantages: the well wall is very weak in resisting the thrust and deformation of the landslide, and it is very easy to break, which will promote seepage and landslide; the gaps in the well wall can allow water to enter and exit, which will inevitably lead to a sudden drop in the groundwater level or the water pipe being blocked, causing the well water to flow back into the landslide body, thus promoting seepage and landslide.

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

[0010] In response to the problems of insufficient anti-sliding force and water collection capacity of drainage-type anti-sliding piles in the background technology, and the lack of anti-sliding capacity, weak deformation resistance, and well water recharge of water collection wells, this invention provides a large-scale hydrodynamic landslide treatment structure that integrates anti-sliding piles and drainage wells. It integrates solid anti-sliding piles with flexible, unidirectional water intake well walls and drainage wells, and efficiently and economically breaks through the technical bottleneck of large and giant hydrodynamic landslides with strong anti-sliding and drainage support structures.

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

[0012] A large-scale hydrodynamic landslide control structure integrating anti-slide piles and drainage wells, the large-scale hydrodynamic landslide control structure including anti-slide piles, drainage wells, sliding plates 4 and inclined water guide pipes;

[0013] The anti-slide pile 1 is an "I"-shaped solid anti-slide pile, including a front pile body 101, a rear pile body 102 and a middle pile body 103 that vertically connects 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 sliding plate 4 is rolledly connected to the side wall of the intermediate pile body, and the other side is provided with a sliding plate tenon 401. The sliding plate can move back and forth along the movement trajectory of the front groove and the rear groove of the pile under the action of external force. One end of the sliding plate 4 is placed in the front groove of the pile. When the sliding plate is completely separated from the front groove of the pile, the other side of the sliding plate is at least located in the rear groove of the pile.

[0015] The water collection well 2 is composed of a number of well rings stacked from top to bottom in multiple layers. The adjacent layers are not fixed and have a radial sliding distance when subjected to external force, while ensuring the integrity of the water collection well. An impermeable clay layer 203 is laid at the bottom of the water collection well 2. Each well ring is composed of multiple pipe walls spliced ​​together by a "mortise and tenon" structure. The short ring column has an installation space at the front end for connection with the middle pile of the anti-slide pile. The well walls on both sides of the installation space are provided with mortises. Each layer of well ring in the entire water collection well is connected to the anti-slide pile through the mortises on the well walls and the corresponding sliding plate tenons 401 on the sliding plate of each layer. The rear end of all well rings located on the aquifer is made of unperforated solid pipe wall 202, and the front middle end near the anti-slide pile is made of perforated pipe wall 201.

[0016] The perforated pipe wall is provided with a one-way water inlet collection hole 2011, and a drainage hole for connecting to the inclined water guide pipe is provided at the rear end of the bottom of the water collection well. One end of the inclined water guide 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 intermediate pile body. Each layer of the spherical groove array has a number of spherical grooves arranged in an array. The sliding plate is connected to the intermediate pile body by a ball bearing unit. The ball bearing unit includes a large ball bearing and multiple rings of small balls arranged in a ring around the large ball bearing. A stainless steel isolation strip is provided between adjacent rings of small balls bearing. At least half of the volume of the multiple rings of small balls bearing and the large ball bearing is located in the spherical groove. The ball bearing 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 the spherical groove arrays.

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

[0020] Furthermore, the longitudinal section of the well wall of each well ring is a trapezoid that is wider at the top and narrower at the bottom. When the main sliding direction of the landslide body is known, the upper well ring is set with 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-level gradient filter layer is used 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 side 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; the inner side can also be provided with permeable geotextile.

[0022] Furthermore, gravel with few sharp edges and smooth surfaces is selected. High-pressure water is injected into the inclined water pipe 3 by an external water pump, which can flush the water collection hole 2011 in reverse.

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

[0024] Furthermore, 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 rear of the piles can be reduced to prioritize the anti-slide capacity; if the geological conditions are soft rock or soil, the longitudinal height of the grooves in front and rear of the piles can be increased to 70% to enhance the ability to adapt to flexible deformation; if the geological conditions are hard rock, the longitudinal height of the grooves in front and rear of the piles can be reduced to 50%-60% to focus on structural rigidity.

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

[0026] Compared with the prior art, the beneficial effects of the present invention are:

[0027] The most prominent and essential feature of this invention is:

[0028] This invention utilizes solid I-beam piles, eliminating the cavity design and significantly improving the mechanical performance of the anti-slide piles. For the first time, grooves are incorporated on both sides of the pile body, utilizing rolling friction to adapt to landslide thrust and deformation. The well wall of the water collection well is constructed by splicing perforated pipe walls and unperforated solid pipe walls using a mortise and tenon structure, ensuring uniform stress distribution and significantly improving the well wall's compressive strength while reducing leakage. The water collection holes on the perforated pipe wall employ a Tesla unidirectional flow structure, completely resolving the issue of well water reinjection.

[0029] In this invention, the well wall of the water collection well adopts an approximately trapezoidal structure with a wider upper section and a narrower lower section (e.g., Figure 6 Combined with a sliding plate, grooves and ball bearing units, it enables flexible sliding of the well wall, significantly improving its adaptability to uncoordinated deformation of landslides.

[0030] The significant advancement of this invention is:

[0031] 1. Solve the problems of anti-sliding and water collection: Effectively solve the problems of insufficient anti-sliding force and water collection capacity of drainage type anti-sliding piles, as well as the lack of anti-sliding capacity, weak deformation resistance and well water recharge of water collection wells.

[0032] 2. Enhance structural stability: The "mortise and tenon" structure for splicing the well ring ensures accurate segment splicing, regular well ring geometry, and enhances overall structural stability; stress dispersion reduces local stress concentration and prevents segment damage due to excessive local stress.

[0033] 3. Enhance well wall flexibility: The well wall, in conjunction with sliding plates, ball bearing units, etc., enhances the flexibility of the well wall and strengthens its ability to resist landslide thrust and deformation when subjected to landslide thrust or slope deformation.

[0034] 4. Prevent well water backflow: The water collection hole adopts a Tesla unidirectional flow structure to prevent well water backflow caused by sudden drop in groundwater level or blockage of water pipe, which would promote seepage and slippage. It maximizes water collection efficiency while reducing well water leakage back to the slope. The Tesla unidirectional flow water collection hole + flexible well wall design solves the problems of well water backflow and easy cracking of well wall.

[0035] In summary, this invention combines solid pile design, mortise and tenon stress dispersion, and ball bearing flexible sliding to ensure that anti-slip and drainage capabilities coexist. It breaks through the limitations of traditional technology that "sacrifice mechanics for drainage" and achieves the technical effect of anti-slip without weakening drainage and drainage without compromising anti-slip. Attached Figure Description

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

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

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

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

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

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

[0042] Figure 7 This is a schematic diagram of the planar structure of the sliding plate 4 according to an embodiment of the present invention.

[0043] Figure 8 This is a schematic diagram of the ball bearing unit of the present invention.

[0044] Figure 9 This is a schematic diagram of the segment splicing of the present invention.

[0045] Figure 10 This is a planar schematic diagram of the water collection hole of the present invention.

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

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

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

[0049] In the picture

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

[0051] 2-Water collection well; 201-Perforated pipe wall; 202-Unperforated solid pipe wall; 203-Imperible 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- Inclined water pipe;

[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 retaining plate;

[0057] 8-Groundwater level; 9-Transverse drainage ditch; 10-Slope perimeter intercepting ditch; 11-Landslide body; 12-Slope toe line; 13-Backfill soil. Detailed Implementation

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

[0059] This invention is a large-scale hydrodynamic landslide control structure that integrates solid anti-slide piles with flexible, unidirectional water intake well walls and drainage wells. It is used to solve problems such as insufficient anti-slide force and water collection capacity of drainage-type anti-slide piles, and the lack of anti-slide capacity, weak deformation resistance, and well water recharge of water collection wells.

[0060] Example 1

[0061] This embodiment of the large-scale hydrodynamic landslide treatment structure integrating anti-slide piles and drainage wells includes anti-slide piles 1, drainage wells 2, sliding plates 4, and inclined water guide pipes 3;

[0062] The anti-slide pile 1 is an "I"-shaped solid anti-slide pile, including a front pile body 101, a rear pile body 102, and a middle pile body 103 that vertically connects the front and rear pile bodies. The front pile body, the rear pile body, and the middle pile body form an "I"-shaped solid anti-slide pile. A front groove 104 and a 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, respectively. Sliding plates are symmetrically arranged on both sides of the middle pile body.

[0063] One side of the sliding plate 4 is a flat surface, and the other side is provided with a sliding plate tenon 401. A ball bearing unit 5 is provided between the flat side of the sliding plate 4 and the intermediate pile body. The sliding plate can move back and forth along the movement trajectory where the front groove and the rear groove of the pile are located under the action of external force. One end of the sliding plate 4 is placed in the front groove of the pile. When the sliding plate is completely separated from the front groove of the pile, the other side of the sliding plate is at least located in the rear groove of the pile.

[0064] The water collection well 2 is composed of a number of well rings stacked from top to bottom in multiple layers. The adjacent layers are not fixed and have a radial sliding distance when subjected to external force, while ensuring the integrity of the water collection well. An impermeable clay layer 203 is laid at the bottom of the water collection well 2. Each well ring is composed of multiple pipe walls spliced ​​together by a "mortise and tenon" structure. The short ring column has an installation space at the front end for connection with the middle pile of the anti-slide pile. The well walls on both sides of the installation space are provided with mortises. Each layer of well ring in the entire water collection well is connected to the anti-slide pile through the mortises on the well walls and the corresponding sliding plate tenons 401 on the sliding plate of each layer. The rear end of all well rings located on the aquifer is made of unperforated solid pipe wall 202, and the front middle end near the anti-slide pile is made of perforated pipe wall 201.

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

[0066] In this invention, the front end of each well ring is not closed, providing space for installing the intermediate pile body of the anti-slide pile, the sliding plate, and the ball bearing unit. In this invention, the location of the anti-slide pile is considered the front end, the location of the sump well is considered the rear end, and the radial direction along the sump well is considered the width direction. Figure 3 The direction shown in C-C1 is the length direction. The front and middle ends of each well ring use perforated pipe walls 201, while the rear end uses unperforated solid pipe walls 202. Water is collected at the front end along the water flow direction using water collection holes, and the rear end is constructed by splicing unperforated pipe walls to prevent water leakage from the rear end, maximizing water collection efficiency while minimizing leakage. In this invention, the difference between perforated and unperforated refers to whether there are water collection holes 2011 on the pipe wall.

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

[0068] Example 2

[0069] This embodiment presents a large-scale hydrodynamic landslide control structure integrating anti-slide piles and drainage wells, including anti-slide piles, drainage wells, sliding plates 4, and inclined water pipes.

[0070] The anti-slide pile 1 is an "I"-shaped solid anti-slide pile, including a front pile body 101, a rear pile body 102, and a middle pile body 103 perpendicularly connecting the front and rear pile bodies. The front pile body, rear pile body, and middle pile body form an "I"-shaped solid anti-slide pile. 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 both are rectangular grooves. Sliding plates are symmetrically arranged on both sides of the middle pile body. The sliding plate 4 is located in the front pile groove of the front pile body 101 during construction (e.g., ...). Figure 3 As shown in the diagram, when a landslide occurs and exerts a significant thrust on the sump, the sump wall, connected to the sliding plate tenon 401 on the sliding plate, causes the sliding plate 4 to slide from the groove in front of the pile to the groove behind the pile, thus providing a buffering effect. One side of the sliding plate 4 is flat, and the other side is provided with a sliding plate tenon 401 that adapts to the mortise of the sump wall. In this embodiment, the sliding plate tenon is a trapezoidal tenon, as shown in the diagram. Figure 7 As shown, Figure 7 The left side of the middle section is a structural schematic diagram of a double-layer sliding plate as seen from the side where the tenon of the sliding plate is located, and the right side is a structural schematic diagram of a single-layer sliding plate projected orthogonally along the height direction of the sliding plate.

[0071] A ball bearing unit 5 is installed between one side of the sliding plate 4 and the middle pile. When encountering a large landslide thrust or uneven deformation of the slope, the tenon of each layer of the well wall (i.e., the recessed part corresponding to the sliding plate tenon 401 on the sliding plate to form a 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 bearing unit 5, the sliding plate 4 is slid from the front groove of the anti-slide pile to the rear groove of the pile (one end of the sliding plate comes out completely from the front groove, and the other end just enters the rear groove). This improves the flexibility of the well wall of the water collection well to enhance the ability of the well wall to resist landslide thrust and uneven deformation. In addition, 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 bearing 5.

[0072] The water collection well 2 is composed of a number of well rings stacked from top to bottom. Each layer of well rings is constructed from multiple pipe walls connected by mortise and tenon joints, and the longitudinal section of the well wall of each layer of well rings is a trapezoid, wider at the top and narrower at the bottom. Figure 6 As shown, the surrounding area is backfill soil 13. The upper and lower well rings are not fixed, allowing each well ring to have a certain amount of room to move, which can better cope with the uneven deformation of the landslide body 11.

[0073] A seepage-proof 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 a non-perforated solid pipe wall 202. The perforated pipe wall is the pipe wall with water collection holes 2011, and the non-perforated solid pipe wall is the pipe wall without water collection holes 2011. When splicing the well ring, the front middle part of each layer of well ring (2 / 3-1 / 2 of the circumference of the well ring near the anti-slide pile) uses a perforated pipe wall, and the rear part (1 / 3-1 / 2 of the circumference of the well ring away from the anti-slide pile) uses a non-perforated solid pipe wall. The front end along the water flow direction uses water collection holes to collect water, and the rear end is spliced ​​with non-perforated solid pipe walls to prevent water from seeping from the rear end. A drainage hole is set at the rear end to drain the water in the water collection well.

[0074] If the depth of the sump well penetrates the aquifer, the well ring below the aquifer shall be a solid well ring made of unperforated solid pipe walls to prevent well water from flowing back into the slope due to untimely drainage of water from 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 (20112) indicates the direction of water flow. This is to prevent well water backflow that could promote seepage and slippage in case of a sudden drop in groundwater level or blockage of the drainage pipe, maximizing water collection efficiency while minimizing well water leakage back to the slope. The water collection hole (2011) employs a multi-stage gradient filter layer. The first layer (outer side) is filled with large-diameter gravel (coarse gravel 20111) to intercept rocks and coarse particles; the second layer (middle side) is filled with small-diameter gravel (fine gravel 20113) to block medium and fine particles; the third layer (inner side) uses permeable geotextile or fine sand 20114 to filter microparticles and prevent fine mud intrusion. The gravel selected has few sharp edges and a smooth surface, which helps to prolong the clogging cycle and reduce maintenance frequency.

[0076] Example 3

[0077] In this embodiment, a high-pressure water flow is injected into the inclined water pipe 3 by an external water pump, which flushes the water collection hole 2011 in the reverse direction and carries away impurities. Tesla's one-way flow technology combined with the backwashing function can solve the clogging problem at low cost.

[0078] Example 4

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

[0080] Both the large ball bearing 504 and the small ball bearing 501 are made of 316 stainless steel, making them more adaptable to the complex geological conditions and high humidity environments that the anti-slide piles may encounter. Each ring of small ball bearing 501 is separated by a stainless steel isolation strip 502. The multiple rings of small ball bearing 501 contact the large ball bearing 504, further promoting the rotation of the large ball bearing 504, and are isolated from the well water by a rubber sealing strip.

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

[0082] Example 5

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

[0084] The lengths of the front and rear pile bodies of the anti-slide piles (defined) Figure 3 The C-C1 direction (length direction) and the pile height direction (longitudinal direction) each account for approximately 40% of the overall length of the anti-slide pile. The grooves at the front and rear of the pile extend longitudinally, with their longitudinal height accounting for 60%-70% of the total pile height. The longitudinal height of the grooves covers the sliding deformation area; the depth of the grooves at the front and rear of the pile accounts for 1 / 8-1 / 10 of the pile length.

[0085] In this embodiment, the bottom of the groove is a certain distance from the bottom of the anti-slip pile, that is, 15%-20% of the groove-free section is retained along the pile height direction. The thickness ratio of the sliding plate tenon to the width of the well wall mortise is 1:1.2 to ensure a tight fit and to ensure that the trapezoidal tenon of the sliding plate can be completely embedded in the trapezoidal mortise of the well wall, ensuring a tight fit. The diameter of the water collection hole is 50-80mm, and the hole spacing is 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 wider at the top and narrower at the bottom. When the main sliding direction of the landslide body is known, the upper well ring is set with 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 and rear of the piles can be reduced to prioritize the anti-slide capacity. If the geological conditions are soft rock or soil, the longitudinal height of the grooves in front and rear of the piles can be increased to 70% to enhance the ability to adapt to flexible deformation. If the geological conditions are hard rock, the longitudinal height of the grooves in front and rear of the piles can be reduced to 50%-60% to focus on structural rigidity.

[0090] Example 8

[0091] In this embodiment, the overall length-to-width ratio of the anti-slide pile is approximately 1.2:1, the ratio of the pile's short diameter (width of the middle pile body) to the well diameter is 1:3-1:2, the height of the anti-slide pile extending into the anchorage section is 1 / 4-1 / 3 of the pile height, and the bottom of the sump well is 1-2m above the potential sliding surface; the angle of the inclined water guide pipe is 20°-40°. The connecting tenons on the well ring all have a trapezoidal shape that is wider at the top and narrower at the bottom.

[0092] In this invention, the well ring is assembled using a mortise and tenon structure. The fit between the tenon and mortise ensures the accuracy of the segment splicing position, making the well ring more geometrically regular and guaranteeing the overall structural stability. When subjected to external pressure, the interlocking of the mortise and tenon structure allows stress to be evenly distributed across the segments, reducing localized stress concentration. This stress dispersion characteristic effectively prevents damage to the segments due to excessive localized stress. Furthermore, the mortise and tenon structure itself has good tightness, effectively reducing gaps between pipe walls and minimizing well water leakage.

[0093] This invention combines the functions of anti-slide piles and drainage wells into a single integrated structure, aiming to address the shortcomings of traditional anti-slide piles and drainage wells. It employs an "I"-shaped solid anti-slide pile with grooves on both sides to accommodate ball bearing units and sliding plates, thus mitigating landslide thrust and slope deformation. The use of tenons and mortises, along with the rolling friction of the ball bearings, enhances the flexibility of the well wall, thereby strengthening the overall structure's anti-slide and deformation resistance. The well ring is constructed from perforated and unperforated solid pipe walls joined by mortise and tenon joints, improving structural stability and compressive strength while reducing the possibility of water leakage. The drainage hole utilizes a Tesla unidirectional flow structure to effectively prevent well water backflow when the groundwater level drops or the drainage pipe becomes blocked, thereby reducing the risk of infiltration and landslides.

[0094] All standard parts used in this invention can be purchased from the market, and irregular parts can be customized according to the description and drawings. All contents not described in detail in this specification are existing technologies known to those skilled in the art.

[0095] In this invention, unless otherwise explicitly specified and limited, the terms "installation," "connection," "linking," and "fixing," etc., should be interpreted broadly. For example, they can refer to a fixed connection, a detachable connection, or an integral part; they can refer to a mechanical connection or an electrical connection; they can refer to a direct connection or an indirect connection through an intermediate medium; they can refer to the internal communication of two components or the interaction between two components. Those skilled in the art can understand the specific meaning of the above terms in this invention according to the specific circumstances.

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

[0097] The accompanying drawings of the embodiments disclosed in this invention only involve structures relevant to the embodiments disclosed in this invention. Other structures can be referred to with common designs. Unless otherwise specified, the same embodiment and different embodiments of this invention can be combined with each other.

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

[0099] Any aspects not covered in this invention are applicable to existing technologies.

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, water collection wells, sliding slabs, and inclined water diversion pipes; The anti-slide pile is an "I"-shaped solid anti-slide pile, including a front pile body, a rear pile body and a middle pile body that is perpendicular to 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. One side of the sliding plate is rolled to the side wall of the middle pile body, and the other side is provided with a sliding plate tenon. The sliding plate can move back and forth along the movement trajectory of the front groove and the rear groove of the pile under the action of external force. One end of the sliding plate is placed in the front groove of the pile. When the sliding plate is completely separated from the front groove of the pile, the other side of the sliding plate is at least located in the rear groove of the pile. The collection well is composed of multiple well rings stacked from top to bottom. The adjacent layers are not fixed and have a radial sliding distance when subjected to external forces, while ensuring the integrity of the collection well. An impermeable clay layer is laid at the bottom of the collection well. Each well ring is composed of multiple short ring columns spliced ​​together by a "mortise and tenon" structure. The front end of each short ring column has an installation space for connection with the middle pile of the anti-slide pile. Tenons are provided on both sides of the well wall of the installation space. Each layer of the collection well ring is connected to the anti-slide pile through the tenons on the well wall and the corresponding sliding plate tenons on each sliding plate. The rear end of all well rings located on the aquifer uses an unperforated solid pipe wall, while the front middle end near the anti-slide pile uses a perforated pipe wall. The perforated pipe wall is provided with a one-way water inlet collection hole, and a drainage hole is provided at the rear end of the bottom of the collection well for connecting with the inclined water guide pipe. One end of the inclined water guide pipe is connected to the drainage hole, and the other end is connected to the drainage ditch on the landslide body. The sliding plate is located in the groove in front of the pile during construction. When a landslide occurs and the landslide exerts a large thrust on the water collection well, the well wall of the water collection well is connected to the sliding plate tenon on the sliding plate, which drives the sliding plate to gradually slide from the groove in front of the pile to the groove behind the pile, thus playing a buffering role.

2. The large-scale hydrodynamic landslide control structure according to claim 1, characterized in that, Multiple layers of spherical groove arrays are provided on both side walls of the intermediate pile body. Each layer of the spherical groove array has a number of spherical grooves arranged in an array. The sliding plate is connected to the intermediate pile body by a ball bearing unit. The ball bearing unit includes a large ball bearing and multiple rings of small balls arranged in a ring around the large ball bearing. A stainless steel isolation strip is provided between adjacent rings of small balls bearing. At least half of the volume of the multiple rings of small balls bearing and the large ball bearing is located in the spherical groove. The ball bearing unit also includes a sealing strip for sealing the part located inside the spherical groove.

3. The large-scale hydrodynamic landslide control structure according to claim 2, characterized in that, A pile body baffle is provided on the outside of all the spherical groove arrays.

4. The large-scale hydrodynamic landslide control structure according to claim 1, characterized in that, Each well ring has a trapezoidal longitudinal section that is wider at the top and narrower at the bottom. When the main sliding direction of the landslide body is known, the upper well ring is set with a sliding distance relative to the lower well ring that can resist deformation relative to the main sliding direction.

5. The large-scale hydrodynamic landslide control structure according to claim 1, characterized in that, The water collection hole adopts a Tesla unidirectional flow structure and a multi-level gradient filter layer. The outer side is filled with coarse sand and gravel to intercept stones and coarse particles, the middle side is filled with fine sand and gravel to block medium and fine particles, and the inner side is filled with fine sand to filter micro particles. The inner side can also be filled with permeable geotextile.

6. The large-scale hydrodynamic landslide control structure according to claim 5, characterized in that, The gravel selected has few sharp edges and a smooth surface. High-pressure water is injected into the inclined water pipe by an external water pump, which can flush the water collection hole in the opposite direction.

7. The large-scale hydrodynamic landslide control structure according to claim 1, characterized in that, The overall length-to-width ratio of the anti-slide pile is 1.1-1.5:1, the ratio of the pile's short diameter to the well diameter is 1:3-1:2, the height of the anti-slide pile extending into the anchorage section is 1 / 4-1 / 3 of the pile 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 grooves at the front and rear of the pile extend longitudinally along the pile body, and the longitudinal height of the grooves accounts for 50%-70% of the total pile height; the longitudinal height of the grooves can cover the sliding deformation area; the depth of the grooves at the front and rear of the pile accounts for 1 / 8-1 / 10 of the length of the anti-slide pile body.

8. The large-scale hydrodynamic landslide control structure according to claim 1, 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 rear of the piles can be reduced to prioritize the anti-slide capacity. If the geological conditions are soft rock or soil, the longitudinal height of the grooves in front and rear of the piles can be increased to 70% to enhance the ability to adapt to flexible deformation. If the geological conditions are hard rock, the longitudinal height of the grooves in front and rear of the piles can be reduced to 50%-60% to focus on structural rigidity.

9. The large-scale hydrodynamic landslide control structure according to claim 1, characterized in that, The water collection holes have a diameter of 50-80mm, and the spacing between the holes is 1.5 times the diameter.

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