Construction structure for reinforcing landslide through prefabricated high-bending-resistance anti-slide piles
By using prefabricated high-bending-strength anti-slide pile structures, and employing mortise and tenon joints and water-absorbing resin, the problem of insufficient bending stiffness of traditional anti-slide piles is solved, improving construction efficiency and slope stability, and achieving efficient landslide control and drainage effects.
Patent Information
- Authority / Receiving Office
- CN · China
- Patent Type
- Utility models(China)
- Current Assignee / Owner
- Filing Date
- 2025-04-07
- Publication Date
- 2026-03-13
AI Technical Summary
Traditional anti-slide piles have insufficient bending stiffness, poor construction flexibility, and cannot effectively resist landslide thrust. They also lack slope drainage and tight connection, resulting in material waste and low construction efficiency.
The prefabricated high-bending-strength anti-slide pile structure utilizes the I-shaped pile body connected by mortise and tenon joints, combined with water-absorbing resin to improve the bending stiffness of the pile body and construction efficiency. The mortise and tenon structure forms a continuous underground wall, and the water-absorbing resin absorbs moisture from the slope to improve slope stability.
It improves the bending stiffness and construction efficiency of anti-slide piles, enhances slope stability, reduces material waste, lowers construction costs, and achieves effective reinforcement and drainage of landslides.
Smart Images
Figure CN223991357U_ABST
Abstract
Description
Technical Field
[0001] This utility model relates to the field of slope reinforcement engineering technology, specifically to a construction structure for reinforcing landslides with prefabricated high-bending-performance anti-slide piles. Background Technology
[0002] Mountainous and hilly areas are widely distributed in my country, and landslides are frequent. Traditional anti-slide piles (such as circular or square cross-section piles) are insufficient in bending stiffness and cannot effectively resist landslide thrust. In existing technologies, it is difficult to reinforce anti-slide piles after construction, and the utilization rate of the pile cross-sectional area is low, resulting in material waste. In addition, conventional pile types have low construction efficiency in soft soil or complex strata and lack the ability to actively regulate groundwater on slopes, affecting long-term stability.
[0003] Therefore, there is an urgent need to develop a construction structure for reinforcing landslides with prefabricated high-bending-performance anti-slide piles to solve the problems of low bending stiffness, poor construction flexibility, and inability to simultaneously address slope drainage and connection tightness issues of traditional anti-slide piles. Utility Model Content
[0004] The purpose of this invention is to address the aforementioned problems in the existing technology by providing a construction structure for reinforcing landslides with prefabricated high-bending-performance anti-slide piles.
[0005] To achieve the aforementioned objectives, this utility model employs the following technical solution: The construction structure for reinforcing landslides with prefabricated high-bending-performance anti-slide piles includes:
[0006] The upper wing sheet pile has a through-type central tenon and mortise opening in the middle, a side tenon and mortise structure on one side, a side tenon and mortise opening on the other side, and a cutting edge at the bottom.
[0007] The lower wing sheet pile has the same structure as the upper wing sheet pile.
[0008] The web-plate pile has protruding mortise and tenon structures on both ends. The size of the mortise and tenon structures on the web-plate pile side matches the size of the mortise and tenon reserved opening in the middle. The bottom has a cutting edge.
[0009] The upper wing sheet piles, web sheet piles, and lower wing sheet piles are connected by mortise and tenon joints to form a high bending performance anti-slide pile unit.
[0010] Multiple high-bending-performance anti-slide pile units are connected by the side mortise and tenon structure and the side mortise and tenon reserved opening to form a continuous underground continuous wall.
[0011] Furthermore, the mortise and tenon joints are coated with absorbent resin.
[0012] Furthermore, the water absorption rate of the superabsorbent resin is ≥80g / g.
[0013] Furthermore, the absorbent resin is PAA-AMPS, HA, or MMT.
[0014] Furthermore, both the side tenon and mortise structure and the side tenon and mortise structure of the web pile are straight tenon structures, which are connected to the pile body by welding and coated with an anti-corrosion coating.
[0015] Compared with the prior art, the present invention has the following advantages:
[0016] 1. Superior Structural Performance: This invention employs I-shaped anti-slide piles with greater bending stiffness. Under the same pile cross-sectional area, the bending stiffness of the I-shaped anti-slide piles is 3.69 times that of square anti-slide piles and 4.15 times that of circular anti-slide piles. This enables them to more effectively resist landslide thrust, theoretically verifying the superiority of this invention. Compared with traditional circular and square cross-section piles, it significantly improves the structural performance of anti-slide piles in landslide control, enhancing the support and reinforcement effect on slopes.
[0017] 2. Convenient and Quick Construction: The components of the high-bending-performance anti-slide pile are connected by mortise and tenon joints, which simplifies the construction process. Water-absorbing resin is applied before driving, ensuring a tight fit between all components after installation. This not only provides excellent reinforcement but also absorbs moisture from the slope, improving slope stability. Furthermore, the sharpened pile bottom facilitates driving into the soil and rock mass. Whether in soft, hard, or uneven soil layers, appropriate piling equipment and methods can be selected based on the specific conditions, improving construction efficiency.
[0018] 3. Enhanced Slope Stability: The water-absorbing resin absorbs moisture from the slope, reducing its water content and mitigating the softening and erosion effects of water. After water absorption, the pore water pressure within the slope decreases, leading to an increase in effective stress in the soil, according to the principle of effective stress, thus improving the slope's stability coefficient. Furthermore, depending on construction or subsequent slope stability requirements, the use of mortise and tenon joints facilitates the installation of other high-bending-performance anti-slide piles, forming a more continuous and robust underground continuous wall, further enhancing slope stability.
[0019] 4. Economic Advantages: Compared to conventional anti-slide piles, this invention avoids arduous reconstruction during construction due to the use of mortise and tenon joints. When slope stability needs improvement later, high-bending-performance anti-slide piles can be easily installed for reinforcement, reducing the manpower, material, and time costs associated with reconstruction, thus offering significant economic advantages. Attached Figure Description
[0020] Figure 1 This is a cross-sectional view of the slope according to an embodiment of the present invention;
[0021] Figure 2 These are cross-sectional views of the upper and lower wing sheet piles according to an embodiment of this utility model;
[0022] Figure 3 This is a schematic diagram of the elevation of the upper and lower wing sheet piles according to an embodiment of this utility model;
[0023] Figure 4 This is a cross-sectional view of the web-plate pile according to an embodiment of the present utility model;
[0024] Figure 5 This is a schematic elevation view of the web-plate pile according to an embodiment of this utility model;
[0025] Figure 6 This is a schematic diagram of the pile hole drilling position according to an embodiment of the present utility model;
[0026] Figure 7 This is a schematic plan view of the upper wing plate installation according to an embodiment of the present utility model;
[0027] Figure 8 This is a schematic diagram of the elevation of the web-plate pile hoisting according to an embodiment of this utility model;
[0028] Figure 9 This is a schematic elevation view of the completed installation of the web-plate piles according to an embodiment of this utility model;
[0029] Figure 10 This is a schematic diagram of the connection between the upper wing sheet pile and the web sheet pile in an embodiment of this utility model;
[0030] Figure 11 This is a schematic diagram of the lower wing sheet pile hoisting elevation of an embodiment of this utility model;
[0031] Figure 12 This is a schematic diagram of the completed elevation of the first unit of the anti-slide pile in this embodiment of the present invention;
[0032] Figure 13 This is a schematic diagram of the completed installation of the first unit anti-slide pile in this embodiment of the present invention;
[0033] Figure 14 This is a schematic diagram of the cross-section of the underground continuous wall according to an embodiment of this utility model;
[0034] Figure 15 This is a schematic diagram of the elevation of the underground continuous wall according to an embodiment of this utility model.
[0035] In the diagram, 1. Slope; 2. Sliding surface; 3. Middle tenon and mortise opening; 4. Side tenon and mortise structure; 5. Side tenon and mortise opening; 6. Web sheet pile main body; 7. Side tenon and mortise structure of web sheet pile; 8. Upper wing sheet pile; 9. Web sheet pile; 10. Lower wing sheet pile; 11. N-unit anti-slide pile; 12. Diaphragm wall. Detailed Implementation
[0036] The technical solutions of the present utility model will be clearly and completely described below with reference to the accompanying drawings of the embodiments. Obviously, the described embodiments are only some embodiments of the present utility model, and not all embodiments. All other embodiments obtained by those skilled in the art based on the embodiments of the present utility model are within the protection scope of the present utility model.
[0037] Those skilled in the art should understand that in the disclosure of this utility model, the terms "longitudinal," "lateral," "upper," "lower," "front," "rear," "left," "right," "vertical," "horizontal," "top," "bottom," "inner," and "outer," etc., indicate the orientation or positional relationship based on the orientation or positional relationship shown in the accompanying drawings. They are only for the convenience of describing this utility model and simplifying the description, and do not indicate or imply that the device or element referred to must have a specific orientation, or be constructed and operated in a specific orientation. Therefore, the above terms should not be construed as limitations on this utility model.
[0038] Example 1
[0039] like Figure 1-15 As shown, the construction structure for reinforcing landslides with precast high-flexural-strength anti-slide piles includes:
[0040] The upper wing sheet pile 8 has a through-type central tenon and mortise opening 3 in the middle, a side tenon and mortise structure 4 on one side, a side tenon and mortise opening 5 on the other side, and a cutting edge at the bottom.
[0041] The lower wing sheet pile 10 has the same structure as the upper wing sheet pile 8;
[0042] The web pile 9 has protruding side tenon and mortise structures 7 at both ends. The size of the side tenon and mortise structures 7 matches the size of the middle tenon and mortise reserved opening 3. The bottom has a cutting edge.
[0043] The upper wing sheet pile 8, the web sheet pile 9 and the lower wing sheet pile 10 are connected by mortise and tenon structure to form a high bending performance anti-slide pile unit;
[0044] Multiple high-bending-performance anti-slide pile units are connected by the side mortise and tenon structure 4 and the side mortise and tenon reserved opening 5 to form a continuous underground continuous wall 12.
[0045] Example 2
[0046] Based on the same concept, this embodiment proposes a construction method for reinforcing landslides with precast high-flexural-strength anti-slide piles, which includes the following steps:
[0047] The construction method for reinforcing landslides with precast high-flexural-strength anti-slide piles includes the following steps:
[0048] S1. Construction Preparation: Determine the location and quantity of piles based on design requirements and project needs. Conduct site surveys and measurements to ensure accuracy and safety. Prepare necessary materials and equipment, clear the construction area, and remove obstacles. Accurately measure and mark the location and elevation of pile points using surveying instruments and tools. Before construction, conduct a detailed geological survey to determine the groundwater level and flow direction. If necessary, dewatering measures, such as wellpoint dewatering or deep well dewatering, can be used to lower the groundwater level and ensure construction safety.
[0049] Select an appropriate piling machine and begin piling according to design requirements and reasonable piling methods and techniques. When constructing in soft soil layers, the piling force should be relatively small and the speed slow to avoid excessive soil compression and pile damage. A vibratory hammer should be used to drive the pile, using vibration to make it sink. When constructing in hard soil layers, such as sandy or gravelly soil, the piling force should be larger and the speed can be appropriately increased, but care must be taken to control the force to prevent pile bending and damage. A steam hammer or diesel hammer should be used, as they have greater impact force and can effectively penetrate hard soil layers. This avoids deformation and damage to the pile during piling due to excessively hard soil, and also improves the geological requirements for anti-slide piles, making them more suitable for soft soil landslides. In uneven soil layers, composite piling equipment should be used, such as prestressed hammers, which can automatically adjust the piling force according to different soil hardness levels. Piles in the hard soil layer should be driven in first, followed by piles in the soft soil layer, to reduce the soil squeezing effect of the soft soil layer on the hard soil layer. In strata rich in groundwater, long spiral drilling and pressure grouting equipment can be selected. This equipment can perform pressure grouting during the drilling process, reducing the impact of groundwater on construction.
[0050] S2, Precast high-bending-strength anti-slide piles:
[0051] To facilitate on-site construction, the mortise and tenon structure adopts a straight tenon structure, which is then welded to the pile body. Since steel is susceptible to corrosion, an anti-corrosion coating is used for protection, ensuring the precision of the fit between the pre-reserved mortise and tenon joints and the mortise and tenon structure. This high-bending-performance anti-slide pile consists of upper and lower wing sheet piles 10 and web piles 9 used to connect the upper and lower wing sheet piles 10. Mortise and tenon structures are used to connect the upper and lower wing sheet piles 10 and the pile bodies of each unit.
[0052] 1) Prefabrication of wing sheet piles: Wing sheet piles are divided into upper and lower wing sheet piles 10, and the upper and lower wing sheet piles 10 have the same structure. The length of the wing sheet pile is determined according to the depth of the sliding surface 2 to ensure that the wing sheet pile can pass through the sliding surface 2. The wing sheet pile has a through central tenon and mortise opening 3 in the middle, a side tenon and mortise structure 4 on one side, and a side tenon and mortise opening 5 on the other side. The bottom has a cutting edge to facilitate the driving of the pile into the rock and soil. The size of the opening must be the same as the size of the tenon and mortise structure.
[0053] 2) Prefabrication of web pile 9: Both ends of web pile 9 are protruding mortise and tenon structures, and the size of the mortise and tenon reserved opening 3 in the middle of the wing pile must be consistent with that of the wing pile. The bottom is equipped with a cutting edge to facilitate the driving of the pile body into the rock and soil.
[0054] S3. Reinforcement of upper and lower wing sheet piles 10: According to the landslide force principle, the upper wing sheet pile 8 is mainly under tension, and the lower wing sheet pile 10 is mainly under compression. Therefore, the reinforcement of the upper and lower wing sheet piles 10 is different.
[0055] S4. Preparation for pile driving: First, apply oil to the pile body to facilitate the driving of the pile into the soil and rock; then apply water-absorbing resin to the tenon and mortise joints so that after the high bending performance anti-slide pile is completed, the water-absorbing resin can absorb the water in the slope 1. On the one hand, it expands and solidifies, making the tenon and mortise structure more tightly connected. On the other hand, it can also reduce the groundwater in the slope and improve the stability of the slope, achieving two goals at once.
[0056] PAA-AMPS / HA / MMT superabsorbent resin was used, achieving a water absorption rate of over 80g / g within 5 minutes. This indicates that the superabsorbent resin can absorb a large amount of water in a short time, rapidly reducing the moisture content of slope 1. Generally, superabsorbent resins can absorb hundreds to thousands of times their own weight in deionized water. This strong absorption capacity allows for the absorption of a large amount of water from slope 1, reducing its moisture content and thus minimizing the softening and erosion effects of water. After the superabsorbent resin absorbs water from slope 1, the pore water pressure within the slope decreases, leading to a drop in the groundwater level. The slope stability coefficient is a key indicator of slope stability. When the groundwater level drops, the effective stress of the soil increases, thus improving the slope stability coefficient. The presence of pore water pressure reduces the effective stress of the soil, thereby decreasing slope stability. After the superabsorbent resin absorbs water, the pore water pressure within slope 1 decreases. According to the effective stress principle, effective stress = total stress - pore water pressure. A decrease in pore water pressure will increase the effective stress, thereby improving the stability of the slope.
[0057] S5. Install the first unit of anti-slide piles:
[0058] 1) Installation of upper wing sheet piles 8:
[0059] First, drive the upper wing sheet pile 8 at the marked layout location. Since the bottom has a cutting edge, it is easy to penetrate into the soil until the depth of the upper wing sheet pile 8 passes through the sliding surface 2.
[0060] 2) Installation of web sheet piles 9 and lower flange sheet piles 10:
[0061] First, hoist the web pile 9 and align the protruding side tenon structure 7 of the web pile 9 with the middle tenon reserved opening 3 of the upper wing pile 8. Since it has a cutting edge at the bottom, during the driving process, it squeezes out the soil in the middle tenon reserved opening 3 of the upper wing pile 8, so that the web pile 9 and the upper wing pile 8 are connected by the tenon structure until the specified depth is reached, thus completing the driving of the web pile 9.
[0062] The lower wing sheet pile 10 is hoisted and driven downwards, with the pre-reserved tenon and mortise opening 3 in the middle of the lower wing sheet pile 10 aligned with the protruding tenon and mortise structure 7 on the other side of the web sheet pile 9, until the designated depth is reached. This completes the driving of the lower wing sheet pile 10. Thus, the driving of one unit of anti-slide piles is completed.
[0063] S6. Install the second unit of anti-slide piles:
[0064] After the first unit's pile body is driven, the upper wing sheet piles 8 of the second unit are hoisted in, and the side tenon structure 4 of one side of the upper wing sheet pile 8 of the second unit is aligned with the side tenon reserved opening 5 of the upper wing sheet pile 8 of the first unit and driven downwards. The web sheet piles 9 are then hoisted in, and step S5 is repeated to complete the driving of the web sheet piles 9 of the second unit. The lower wing sheet piles 10 of the second unit are hoisted in, and the side tenon structure 7 of the protruding web sheet pile 9 of the second unit is aligned with the middle tenon reserved opening 3. Its side tenon structure 4 must be aligned with the side tenon reserved opening 5 of the lower wing sheet pile 10 of the first unit before driving. At this point, the anti-slide piles of the first and second units are firmly connected by the tenon structure.
[0065] S7. Repeat the above steps to form a hollow continuous wall. For the working condition where the spacing of high bending performance anti-slide piles is equal to the pile width (i.e., high bending performance anti-slide piles are arranged continuously), repeat steps S5 to S6 to form N-unit anti-slide piles 11. Different high bending performance anti-slide piles are connected by the tenon and mortise structure between the wing plate piles. At this time, a diaphragm wall 12 with internal support (i.e., web plate piles 9) is formed.
[0066] The parts of this utility model not described in detail are existing technologies, therefore, this utility model does not describe them in detail.
[0067] It is understood that the term "a" should be understood as "at least one" or "one or more", that is, in one embodiment, the number of an element can be one, while in another embodiment, the number of the element can be multiple, and the term "a" should not be understood as a limitation on the number.
[0068] Although this document uses terms such as "etc." extensively, the possibility of using other terms is not excluded. These terms are used merely for the convenience of describing and explaining the essence of this invention; interpreting them as any additional limitation would contradict the spirit of this invention.
[0069] This utility model is not limited to the above-described preferred embodiment. Anyone can derive other forms of products under the guidance of this utility model. However, regardless of any changes made to their shape or structure, any technical solution that is the same as or similar to this utility model falls within the protection scope of this utility model.
Claims
1. A construction structure for reinforcing a landslide by a precast high-bending-resistance anti-slide pile, characterized in that, The utility model relates to a high-bending-resistance anti-slide pile unit and a method for constructing a continuous underground wall. The utility model discloses a high-bending-resistance anti-slide pile unit and a method for constructing a continuous underground wall. The utility model discloses a high-bending-resistance anti-slide pile unit and a method for constructing a continuous underground wall. The utility model discloses a high-bending-resistance anti-slide pile unit and a method for constructing a continuous underground wall. The utility model discloses a high-bending-resistance anti-slide pile unit and a method for constructing a continuous underground wall. The utility model discloses a high-bending-resistance anti-slide pile unit and a method for constructing a continuous underground wall.
2. The construction structure for reinforcing landslide by precast high-bending-resistance anti-slide pile according to claim 1, characterized in that, The utility model discloses a high-bending-resistance anti-slide pile unit and a method for constructing a continuous underground wall.
3. The construction structure for reinforcing landslide by precast high-bending-resistance anti-slide pile according to claim 2, characterized in that, The utility model discloses a high-bending-resistance anti-slide pile unit and a method for constructing a continuous underground wall.
4. The construction structure for reinforcing landslide by precast high-bending-resistance anti-slide pile according to claim 2, characterized in that, The utility model discloses a high-bending-resistance anti-slide pile unit and a method for constructing a continuous underground wall.
5. The construction structure for reinforcing landslide by precast high-bending-resistance anti-slide pile according to claim 2, characterized in that, The utility model discloses a high-bending-resistance anti-slide pile unit and a method for constructing a continuous underground wall. The utility model discloses a high-bending-resistance anti-slide pile unit and a method for constructing a continuous underground wall. The utility model discloses a high-bending-resistance anti-slide pile unit and a method for constructing a continuous underground wall. The utility model discloses a high-bending-resistance anti-slide pile unit and a method for constructing a continuous underground wall. The utility model discloses a high-bending-resistance anti-slide pile unit and a method for constructing a continuous underground wall. The utility model discloses a high-bending-resistance anti-slide pile unit and a method for constructing a continuous underground wall. The utility model discloses a high-bending-resistance anti-slide pile unit and a method for constructing a continuous underground wall. The utility model discloses a high-bending-resistance anti-slide pile unit and a method for constructing a continuous underground wall. The utility model discloses a high-bending-resistance anti-slide pile unit and a method for constructing a continuous underground wall. The utility model discloses a high-bending-resistance anti-slide pile unit and a method for constructing a continuous underground wall. The utility model discloses a high-bending-resistance anti-slide pile unit and a method for constructing a continuous underground wall. The utility model discloses a high-bending-resistance anti-slide pile unit and a method for constructing a continuous underground wall. The utility model discloses a high-bending-resistance anti-slide pile unit and a method for constructing a continuous underground wall. The utility model discloses a high-bending-resistance anti-slide pile unit and a method for constructing a continuous underground wall. The utility model discloses a high-bending-resistance anti-slide pile unit and a method for constructing a continuous underground wall. The utility model discloses a high-bending-resistance anti-slide pile unit and a method for constructing a continuous underground wall. The utility model discloses a high-bending-resistance anti-slide pile unit and a method for constructing a continuous underground wall. The utility model discloses a high-bending-resistance anti-slide pile unit and a method for constructing a continuous underground wall. The utility model discloses a high-bending-resistance anti-slide pile unit and a method for constructing a continuous underground wall. The utility model discloses a high-bending-resistance anti-slide pile unit and a method for constructing a continuous underground wall. The utility model discloses