Construction structure for reinforcing landslide through cast-in-place high-bending-resistance anti-slide piles

Abstract

The utility model relates to a construction structure for reinforcing a landslide by cast-in-place high-bending-resistance anti-slide piles, which structurally comprises a plurality of unit I-shaped anti-slide piles, each unit consists of an upper wing plate pile, a web pile and a lower wing plate pile, and the web pile is vertically connected with the upper wing plate pile and the lower wing plate pile to form a horizontal support. A plurality of unit I-shaped anti-slide piles can be continuously arranged to form an underground diaphragm wall, or the intervals are adjusted according to needs to form discrete I-shaped anti-slide piles. The bending rigidity of the I-shaped section is 3.69 times and 4.15 times that of a square pile and a round pile respectively, and landslide thrust can be effectively resisted. Through modular design and I-shaped section optimization, the problems that a traditional anti-slide pile is insufficient in flexural rigidity and poor in geological adaptability are solved, and the anti-slide pile is suitable for narrow sites and complex geological conditions and has both structural stability and construction flexibility.

Description

Technical Field

[0001] This utility model relates to the field of geotechnical engineering and geological disaster prevention technology, specifically to a construction structure for reinforcing landslides with cast-in-place high bending performance anti-slide piles. Background Technology

[0002] In landslide control projects, traditional anti-slide piles (such as circular or square cross-section piles) are insufficient in bending stiffness, making them ineffective against large landslide thrusts. This is especially problematic under complex geological conditions (such as hard rock layers or inclined slipways), where construction efficiency is low and drilling accuracy is poor. Precast piles require large equipment for installation and have poor site adaptability; while cast-in-place piles offer high flexibility, their conventional cross-sections make it difficult to balance high stiffness and ease of construction. Furthermore, existing technologies lack modular design, making it impossible to flexibly adjust the pile layout (such as discrete piles or continuous walls) according to slope stability requirements, resulting in high project costs or insufficient reinforcement effects.

[0003] To address the aforementioned issues, there is an urgent need for a cast-in-place anti-slide pile structure that combines high bending stiffness, strong geological adaptability, and flexible construction. 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 cast-in-place 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 cast-in-place high-bending-performance anti-slide piles includes:

[0006] A continuous or discrete arrangement structure consisting of multiple unit I-beam anti-slide piles, each unit I-beam anti-slide pile comprising:

[0007] Upper wing sheet piles: located on the upper side of the sliding surface of the slope, formed by casting through the upper wing sheet pile holes;

[0008] Web sheet piles: vertically connecting the upper and lower wing sheet piles, cast in shape through the pile holes of the web sheet piles;

[0009] Lower flange sheet pile: Located on the lower side of the sliding surface, it is formed by casting through the lower flange sheet pile hole;

[0010] Among them, the web piles serve as horizontal supports, connecting multiple unit I-beam anti-slide piles to form a diaphragm wall or discrete I-beam anti-slide piles with adjustable spacing.

[0011] Furthermore, the cross-sections of the upper wing sheet piles, web sheet piles, and lower wing sheet piles are all rectangular, and the corresponding pile holes are formed by alternating the use of circular and rectangular drill bits.

[0012] Furthermore, the diaphragm wall is composed of N unit I-beam anti-slide piles arranged continuously, and the center distance error between adjacent web piles is controlled within ±2cm.

[0013] Furthermore, the minimum spacing of discrete I-beam anti-slide piles shall not be less than 1.5 times the pile width.

[0014] Furthermore, the main reinforcement of the steel cage of the unit I-beam anti-slide pile is made of HRB400 steel, and the stirrups are made of HPB300 steel with a stirrup spacing of 15cm.

[0015] Compared with the prior art, the beneficial effects of this utility model are as follows:

[0016] 1. Compared with traditional circular and rectangular cross-section piles, this utility model uses I-shaped anti-slide piles with higher bending stiffness. Under the same pile cross-sectional area, the bending stiffness of the I-shaped anti-slide piles is 3.69 times and 4.15 times that of square and circular anti-slide piles, respectively. Therefore, the superiority of this utility model is theoretically verified. It can more effectively resist landslide thrust. The distance between the I-shaped anti-slide pile units can be adjusted according to the slope stability requirements to meet construction requirements and enhance slope stability. Therefore, this application has significant technical advantages.

[0017] 2. This utility model utilizes the circular drill bit of a rotary drilling rig to drill into and remove the soil from the core area of ​​the pile, ensuring its applicability in most soil types and thus a wide range of applications. Furthermore, this utility model employs cast-in-place anti-slide piles, making it convenient for use in narrow or small sites and meeting the needs of various site conditions. Therefore, this utility model possesses significant technical advantages.

[0018] 3. Depending on the requirements of construction or subsequent slope stability, the construction of other units of I-beam anti-slide piles can continue, forming a more continuous and robust underground continuous wall, further improving slope stability. Therefore, this application has significant economic advantages. Attached Figure Description

[0019] Figure 1 It is a cross-sectional view of the slope;

[0020] Figure 2 This is a schematic diagram of the initial pile hole plan according to an embodiment of the present invention;

[0021] Figure 3 This is a schematic plan view of the rectangular pile hole of the upper wing sheet pile according to an embodiment of this utility model;

[0022] Figure 4 This is a plan view of the upper wing sheet pile hole according to an embodiment of the present utility model;

[0023] Figure 5 This is a schematic plan view of a rectangular pile hole for a web-plate pile according to an embodiment of this utility model;

[0024] Figure 6This is a plan view of the rectangular pile hole of the lower wing sheet pile according to an embodiment of the present utility model;

[0025] Figure 7 This is a schematic diagram of the plan view of the first unit anti-slide pile hole in this embodiment of the present invention;

[0026] Figure 8 This is a schematic cross-sectional view of the anti-slide pile location according to an embodiment of this utility model;

[0027] Figure 9 This is a schematic diagram of the rectangular pile hole of the upper wing sheet pile of the second unit of the anti-slide pile in this embodiment of the present invention;

[0028] Figure 10 This is a schematic diagram of the rectangular pile hole of the second unit anti-slide pile web pile in this embodiment of the present invention;

[0029] Figure 11 This is a schematic diagram of the rectangular pile hole of the lower wing sheet pile of the second unit of the anti-slide pile in this embodiment of the present invention;

[0030] Figure 12 This is a schematic diagram of the elevation of the second unit anti-slide pile in this embodiment of the present invention;

[0031] Figure 13 This is a schematic plan view of the underground continuous wall according to an embodiment of the present utility model;

[0032] Figure 14 This is a schematic diagram of the elevation of the underground continuous wall according to an embodiment of this utility model;

[0033] Figure 15 This is a schematic diagram of a discrete I-beam anti-slide pile according to an embodiment of this utility model;

[0034] Figure 16 This is a schematic diagram of the elevation of a discrete I-beam anti-slide pile according to an embodiment of this utility model.

[0035] In the diagram, 1. Slope; 2. Sliding surface; 3. Initial pile hole; 4. Rectangular pile hole; 5. Upper wing sheet pile hole; 6. Web sheet pile hole; 7. Lower wing sheet pile hole; 8. First unit anti-slide pile; 9. Upper wing sheet pile; 10. Web sheet pile; 11. Lower wing sheet pile; 12. Second unit I-beam anti-slide pile; 13. N unit I-beam anti-slide pile; 14. 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", "up", "down", "front", "back", "left", "right", "vertical", "horizontal", "top", "bottom", "inner", "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 a limitation of this utility model.

[0038] Example 1

[0039] like Figure 1-16 As shown, the construction structure for reinforcing landslides with cast-in-place high-flexural-strength anti-slide piles includes:

[0040] A continuous or discrete arrangement structure consisting of multiple unit I-beam anti-slide piles, each unit I-beam anti-slide pile comprising:

[0041] Upper wing sheet pile 9: Located on the upper side of the sliding surface 2 of the slope 1, it is cast through the upper wing sheet pile hole 5;

[0042] Web sheet pile 10: Vertically connects the upper wing sheet pile 9 and the lower wing sheet pile 11, and is cast through the web sheet pile hole 6;

[0043] Lower flange sheet pile 11: Located on the lower side of the sliding surface 2, it is cast through the lower flange sheet pile hole 7;

[0044] Among them, the web pile 10 serves as a horizontal support, connecting multiple unit I-beam anti-slide piles to form a diaphragm wall 14 or discrete I-beam anti-slide piles with adjustable spacing.

[0045] Example 2

[0046] Based on the same concept, this embodiment proposes a construction method for reinforcing landslides with cast-in-place high-flexural-strength anti-slide piles, based on Embodiment 2, including the following steps:

[0047] S00, Construction Preparation: (e.g.) Figure 1 As shown, the layout and quantity of anti-slide piles are determined according to design specifications and engineering requirements. A detailed survey and measurement of the construction site are conducted to ensure the accuracy and safety of the construction process. Necessary materials and equipment are prepared, the construction area is cleared, and any obstacles are removed. Using surveying instruments and tools, the specific locations of the piles are accurately measured and marked. Figure 1 The image shows slope 1 and sliding surface 2 on slope 1.

[0048] S10, Mechanical drilling for anti-slide piles: such as Figure 2 , 3As shown, based on the cross-sectional dimensions of the rectangular anti-slide pile, the circular drill bit of the rotary drilling rig is first used to drill the center of the pile and remove the soil in the center.

[0049] When drilling into Quaternary soil layers, strongly weathered rock layers, or soft rock, the pressure applied should be relatively low, controlled at approximately 30%-50% of the rig's rated pressure. For round drill bits, the drilling depth should be appropriately increased with each pass, determined based on specific geological conditions and rig performance, and controlled at approximately 1-2 meters. When drilling into hard rock layers, the pressure applied should be increased accordingly, controlled at 60%-80% of the rig's rated pressure, while the drilling depth should be reduced accordingly, with a recommended depth of 0.4m-0.6m. If the slide bed is in inclined rock layers, initially adopt a light pressure and slow rotation drilling approach, controlling the pressure at approximately 20%-30% of the rated pressure. Once the drill bit is fully embedded in the intact bedrock, gradually increase the pressure to the normal value to form the initial pile hole.

[0050] When trimming the initial pile hole 3, the drilling depth of the rectangular drill bit should be adjusted according to the stability of the hole wall and the trimming effect. It should not be too deep to avoid affecting the stability of the hole wall. If poor hole wall stability is found during drilling, such as diameter reduction or hole collapse, drilling should be stopped immediately, the cause analyzed, and corresponding measures taken, such as replacing the drill bit or adjusting drilling parameters. When the flatness and verticality of the hole wall cannot meet the requirements after drilling with a round drill bit, a rectangular drill bit is needed for trimming. A rectangular drill bit is used, and the hydraulic power of the rotary drilling rig and the weight of the drill rod and drill bit are used to pressurize and remove the soil layer along the outline of the rectangular pile. Afterwards, a round drill bit is used again to continue drilling and remove the soil from the hole. This alternating process is repeated to form the rectangular pile hole 4.

[0051] Based on the design cross-sectional shape and dimensional requirements of the anti-slide piles, the alternating use of circular and rectangular drill bits should be arranged reasonably. If the design requires the anti-slide piles to have a rectangular cross-section and high dimensional accuracy is required, then after the circular drill bit has formed a certain shape, a rectangular drill bit should be used promptly for trimming and shaping. At the same time, the construction schedule should also be considered; while ensuring the quality of the borehole, drilling efficiency should be maximized, and the timing of alternating use of the two types of drill bits should be arranged reasonably.

[0052] S20, Construction of the first unit's I-beam anti-slide piles: (e.g.) Figure 4-8 As shown, firstly, mechanical drilling is performed on the upper sheet pile hole 5. Next, mechanical drilling is performed on the web sheet pile 10 in the same manner, adjacent to the web sheet pile hole 5. Finally, mechanical drilling is performed on the lower sheet pile hole 7 in the same manner, adjacent to the web sheet pile hole 6. This completes the mechanical drilling of the first unit of I-beam anti-slide piles, consisting of three rectangular pile holes 4. At the three completed rectangular pile holes, reinforcing cages are sequentially lowered and concrete is poured to form the upper sheet pile 9, web sheet pile 10, and lower sheet pile 11, thus forming the first unit of I-beam anti-slide piles.

[0053] 1) Fabrication and lowering of the reinforcing cage: The main reinforcement of the reinforcing cage uses HRB400 high-strength hot-rolled ribbed steel bars. A 1.0m diameter reinforcing cage is used, with HPB300 φ16 steel bars for the main reinforcement and HPB300 φ10 steel bars for the stirrups. The stirrup spacing of the reinforcing cage is generally 15cm, but other spacing specifications can be customized according to project needs.

[0054] Before processing, oil stains, loose scale, and rust should be removed from the reinforcing bars. Rust removal can be done mechanically, by sandblasting, or manually using a wire brush or abrasive wheel. The reinforcing bars should be straight and free of local bends; bent bars should be straightened before use. Straightening can be done by cold drawing or using a straightening machine. Cold drawing is often used for straightening stirrups; when using cold drawing, the bars should be drawn slowly and at a uniform speed.

[0055] Technical personnel should prepare the steel reinforcement for each pile according to the design drawings and issue a material preparation list. Before cutting, processing personnel should carefully check the specifications, grade, and quantity of the steel reinforcement. After verification, the steel reinforcement should be cut according to the material preparation list. Cutting should be done using a toothed saw or a steel reinforcement cutter; electric or gas welding is strictly prohibited. The bending of the steel reinforcement should be done using a bending machine, and the bending and end hooks should meet the design requirements. Arc welding is used for the construction of this anti-slide pile. The grade of welding rods used for arc welding should meet the design requirements, and their performance should comply with current national standards. Before welding, the steel reinforcement should be pre-treated to remove rust, oil, and other impurities from the surface. Spot welding of the cage reinforcement should be uniform and firm, with full weld joints and no obvious defects such as incomplete welds, weld gaps, or missed welds. The spacing between weld spots should comply with relevant design specifications and should be evenly distributed. After welding, the steel cage should be straight overall, and the surface of the steel reinforcement should be free of oil and rust. The welding rods must meet the design specifications. The lap joints of the reinforcing bars are double-sided welded, with a lap length greater than or equal to 5 times the diameter of the reinforcing bar. The borehole opening is precisely positioned by welding positioning steel sections to the four extended main reinforcing bars of the pile foundation reinforcement cage. A positioning and guiding suspension device is used to ensure the vertical lowering of the reinforcement cage, including a positioning frame placed on an existing platform or flat ground and a cantilever beam installed on the positioning frame. The cantilever beam has two layers of guide wheels as vertical control points; the cantilever beam is used to suspend the reinforcement cage; the positioning frame includes a front support and a rear support for the positioning frame cantilever beam; the cantilever beam is installed on the existing platform or flat ground via the front and rear supports of the positioning frame cantilever beam.

[0056] During handling and hoisting, protective measures must be taken to prevent deformation of the reinforcing cage. Flatbed trucks are used for transportation to the work site, and a crane is used to lift the cage into the hole. A designated person must direct the crane operation, with two lifting points. The cage must be lifted and lowered gently during the hoisting process. After the cage is fully lifted, it is slowly moved towards the corresponding pile hole. When inserting the cage into the hole, the center of the reinforcing cage must be aligned with the pile hole before insertion. During lowering, the cage must be kept vertical and must not touch the inner wall of the pile hole. After the cage is in place, the elevation error of its top surface must not exceed 5cm. It must be securely positioned to prevent the cage from shifting or floating during concrete pouring.

[0057] 2) Concrete Pouring: Select high-quality cement that meets national standards. The strength grade should be determined according to the design requirements of the anti-slide piles. The concrete strength grade of the anti-slide piles should not be lower than C30. Use medium sand with a fineness modulus between 2.3 and 3.0 and a mud content not exceeding 3%. Use hard, well-graded crushed stone or pebbles. The maximum particle size should not exceed 1 / 4 of the structural cross-sectional dimension and should not exceed 3 / 4 of the minimum clear spacing between reinforcing bars. For pumped concrete, the ratio of the maximum particle size of crushed stone to the inner diameter of the delivery pipe should preferably be less than or equal to 1:3, and for pebbles, it should preferably be less than or equal to 1:2.5.

[0058] Admixtures such as water-reducing agents, retarders, and accelerators are selected according to construction requirements and environmental conditions. The dosage of admixtures must be tested and found to meet requirements before use. The slump of the anti-slide pile concrete is generally controlled between 120-160mm to meet the needs of pumping and pouring. The initial setting time of the concrete should be determined according to the construction progress and temperature conditions, and generally should not be earlier than 4 hours. Concrete pouring should be continuous to avoid cold joints. When concrete cannot be supplied in time, intermittent pumping should be adopted. The interval between layered pouring should be strictly controlled when pouring vertical components. An immersion vibrator is used for compaction. The vibrator should be inserted vertically into the concrete, quickly inserted and slowly withdrawn to avoid under-vibration and over-vibration. The insertion depth of the vibrator should reach 50-100mm below the surface of the next layer of concrete. Each insertion and vibration time is about 20-30 seconds, and the concrete is considered ready when it no longer settles significantly, no air bubbles appear, and the surface begins to show signs of cement paste. When vibrating the upper layer of concrete, the vibrator should penetrate 5-10cm into the lower layer to eliminate the joint between the two layers. After the concrete is poured, it should be covered and watered for curing in a timely manner to keep the concrete surface moist for no less than 7 days.

[0059] S30, Construction of the second unit I-beam anti-slide pile 12: (as follows) Figure 9-12As shown, the distance between the mechanical drilling position of the second unit I-beam anti-slide pile 12 and the first unit anti-slide pile 8 is constructed according to the actual slope stability requirements. Closely adjacent to the first unit I-beam anti-slide pile, according to the drilling requirements and steps of steps S10-S20, the upper flange sheet pile 9 of the second unit I-beam anti-slide pile 12 is mechanically drilled, and the reinforcing cage is lowered and concrete is poured. The fabrication and lowering of the reinforcing cage and the pouring of concrete are the same as in step S20, forming the upper flange sheet pile 9, the web sheet pile 10 and the lower flange sheet pile 11, respectively, forming the second unit I-beam anti-slide pile 12.

[0060] S40. Formation of Diaphragm Wall 14: Based on construction requirements, N-unit I-beam anti-slide piles 13 are repeatedly constructed, ultimately forming two diaphragm walls 14 containing multiple horizontal supports (i.e., web piles 10). If higher slope stability is required, a diaphragm wall 14 must be formed, such as... Figure 13 , 14 As shown; if the slope stability requirements are relatively low, discrete I-beam anti-slide piles with a certain spacing can be formed, with each I-beam anti-slide pile constructed separately, such as... Figure 15 , 16 As shown.

[0061] The parts of this utility model not described in detail are existing technologies, therefore, this utility model does not describe them in detail.

[0062] 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.

[0063] Although this document uses a considerable amount of technical terminology, 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 utility model; interpreting them as any additional limitation would contradict the spirit of this utility model.

[0064] 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 cast-in-place high-bending-resistance anti-slide piles, characterized in that, The utility model relates to a kind of underground continuous wall and discrete H-shaped anti-slide pile, including: Continuous or discrete arrangement structure consisting of multiple unit H-shaped anti-slide piles, each unit H-shaped anti-slide pile includes: Upper flange pile (9): located on the upside of sliding surface (2) of slope body (1), and formed by pouring through upper flange pile hole (5); Web pile (10): vertically connect upper flange pile (9) with lower flange pile (11), and formed by pouring through web pile hole (6); Lower flange pile (11): located on the downside of sliding surface (2), and formed by pouring through lower flange pile hole (7); Wherein, the web pile (10) is used as horizontal support, and multiple unit H-shaped anti-slide piles are connected to form underground continuous wall (14) or discrete H-shaped anti-slide pile with adjustable spacing.

2. The construction structure for reinforcing a landslide by cast-in-place high-bending-resistance anti-slide piles according to claim 1, characterized in that, The cross section of upper flange pile (9), web pile (10) and lower flange pile (11) is all rectangular, and corresponding pile hole is formed by alternately using round drill bit and rectangular drill bit.

3. The construction structure for reinforcing landslide by cast-in-place high-bending-resistance anti-slide pile according to claim 1, characterized in that, The underground continuous wall (14) is composed of N unit H-shaped anti-slide piles (13) arranged continuously, and the center distance error of adjacent web piles (10) is controlled within ±2cm.

4. The construction structure for reinforcing a landslide by cast-in-place high-bending-resistance anti-slide piles according to claim 1, characterized in that, The minimum spacing of discrete H-shaped anti-slide pile is not less than 1.5 times of pile width.

5. The construction structure for reinforcing landslide by cast-in-place high-bending-resistance anti-slide pile according to claim 1, characterized in that, The main reinforcement of reinforcement cage of unit H-shaped anti-slide pile uses HRB400 steel bar, and stirrup uses HPB300 steel bar, and the stirrup spacing is 15cm.

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