Landslide reinforcement type steel sleeve valve pipe composite pile structure

Abstract

The utility model discloses a landslide reinforcing type steel sleeve valve pipe composite pile structure, including the platform of setting on the platform of type steel micro pile and sleeve valve pipe grouting pile of slope, and type steel micro pile is formed by grouting through the drilling of platform that type steel inserts, and sleeve valve pipe grouting pile is formed by grouting through the drilling of platform that sleeve valve pipe body inserts, and the top of type steel micro pile and sleeve valve pipe grouting pile is provided with the corbel, and the corbel still is connected with the pile head prestressed anchor rope of setting, this landslide reinforcing type steel sleeve valve pipe composite pile structure combines type steel micro pile with sleeve valve pipe grouting pile, and cooperates the corbel with the pile head prestressed anchor rope, forms multilayer, the reinforcing system of synergic action. Not only can directly increase the integral anti -slip ability of structure, can also improve the rigidity and strength of the soil of reinforcing area, effectively promotes the arching ability of the region soil body, promotes the anti -slip ability of type steel micro pile body, improves the anti -slip ability of structure, effectively reduces the risk of slope body sliding.

Description

Technical Field

[0001] This utility model relates to the field of slope engineering, specifically to a landslide reinforcement type steel sleeve valve pipe composite pile structure. Background Technology

[0002] Landslides pose a significant threat to traffic safety in various highway construction projects, especially in areas with complex geological conditions such as mountainous and hilly terrain. To quickly reinforce already slidable slopes, micropiling technology has been widely used in highway slope pre-reinforcement and emergency landslide reinforcement over the past two decades. While this technology offers a clear advantage in terms of construction speed, it still has shortcomings in terms of reinforcement effectiveness. Particularly when the slope has already slid, the strength of the landslide mass is lower than that of the undisturbed soil, resulting in a weak soil arching effect and an inability to effectively create a synergistic retaining effect.

[0003] To address the aforementioned issues, it is imperative to develop a new landslide reinforcement structure with better support capabilities. Utility Model Content

[0004] To address the aforementioned issues, this utility model aims to provide a landslide reinforcement steel sleeve valve pipe composite pile structure with better support effect.

[0005] To achieve this technical objective, the present invention provides a landslide reinforcement steel sleeve valve pipe composite pile structure, comprising steel micropiles and sleeve valve pipe grouting piles set on a platform on the slope. The steel micropiles are formed by inserting steel into boreholes in the platform and grouting them in. The sleeve valve pipe grouting piles are formed by inserting sleeve valve pipes into boreholes in the platform and grouting them in. A capping beam is provided on the top of the steel and sleeve valve pipes, and the capping beam is also connected to a prestressed anchor cable at the pile head.

[0006] Preferably, the sleeve valve tube body is provided with a grouting pipe, a plunger, and a grouting perforated pipe; the sleeve valve tube body is divided into a perforated pipe section and a solid pipe section; a plurality of rubber sleeve valves are provided on the perforated pipe section of the sleeve valve tube body, and a grouting perforated pipe is provided inside the perforated pipe section of the sleeve valve tube body, with plungers at both ends of the grouting perforated pipe; a grouting pipe is provided inside the solid pipe section of the sleeve valve tube body, with one end of the grouting pipe connected to the plunger and the other end connected to a grouting pump; the bottom end of the sleeve valve tube body is provided with a conical plug to prevent the grouting material from flowing out.

[0007] Preferably, the sleeve valve tube body has eight plum blossom-shaped injection holes in the flower tube section.

[0008] Preferably, the steel section is an I-beam structure, the top of the steel section is connected to the capping beam by connecting steel bars, and a primary grouting PVC pipe is installed on the steel section.

[0009] Preferably, the cap beam includes a concrete cap beam and reinforcing bars, the concrete cap beam and the reinforcing bars are flush, the cap beam is also provided with a steel sleeve, and the prestressed anchor cable of the pile head is placed in the steel sleeve.

[0010] Preferably, the I-beam is embedded 90cm into the crown beam, and the diameter of the steel sleeve of the crown beam is 200mm.

[0011] Preferably, the depth of the sleeve valve pipe grouting pile exceeds the slip surface of the slope by at least 3m.

[0012] Preferably, the depth of the steel micropile is greater than the depth of the sleeve valve pipe grouting pile.

[0013] Preferably, the sleeve valve tube is a 48mm PVC pipe, and the drilling diameter of the sleeve valve tube is 110mm.

[0014] The beneficial effects of this utility model are as follows: This landslide reinforcement steel sleeve valve pipe composite pile structure combines steel micropiles with sleeve valve pipe grouting piles, and, in conjunction with a cap beam and prestressed anchor cables at the pile head, forms a multi-layered, synergistic reinforcement system. The sleeve valve pipe grouting piles not only directly increase the overall anti-sliding capacity of the structure, but also improve the stiffness and strength of the soil in the reinforced area, effectively enhancing the arching capacity of the soil and improving the anti-sliding capacity of the steel micropiles. The prestressed anchor cables at the pile head improve the stress pattern of the sleeve valve pipe grouting piles and the steel micropiles. This structure fully utilizes the dual effects of the grouting piles' own resistance and the enhanced arching capacity of the soil, thereby improving the structure's anti-sliding capacity and effectively reducing the risk of slope sliding. Attached Figure Description

[0015] Figure 1 This is a schematic diagram of the structure of this utility model on a slope;

[0016] Figure 2 This is a layout diagram of the composite piles of this utility model;

[0017] Figure 3 This is a diagram showing the reinforcement details at the top of the composite pile of this utility model.

[0018] Figure 4 This is a structural diagram of the sleeve valve pipe grouting pile of this utility model;

[0019] Figure 5 for Figure 3 Large-scale drawing of B;

[0020] Figure 6 for Figure 3 Large detail drawing of A in the middle;

[0021] Figure 7 This is a flowchart illustrating the process of this utility model.

[0022] In the diagram: 1. Slope; 101. Platform; 102. Sliding surface; 2. Steel micropile; 201. Steel section; 202. One-time grouting PVC pipe; 3. Sleeve valve pipe grouting pile; 301. Sleeve valve body; 302. Grouting pipe; 303. Plunger; 304. Grouting perforated pipe; 305. Rubber sleeve valve; 306. Grouting pump; 307. Conical plug; 308. Grouting hole; 4. Crown beam; 401. Concrete cap beam; 402. Reinforcing bar; 403. Steel sleeve; 5. Pile head prestressed anchor cable. Detailed Implementation

[0023] The present invention will be further described in detail below with reference to the accompanying drawings and specific embodiments. To provide a clear and complete description of the technical solution, the following embodiments are selected for illustration; these embodiments are only some embodiments of the present invention; other embodiments obtained based on this application without creative effort are all within the scope of protection of the present invention.

[0024] In the following embodiments, it should be noted that the terms "upper," "lower," "left," "right," "inner," "outer," "top / bottom," etc., are all based on the orientation or positional relationship shown in the accompanying drawings and are only for the purpose of clearly describing this embodiment. They do not indicate or imply that the device or element referred to must have a specific orientation, and therefore should not be construed as a limitation of this application. At the same time, the terms "first" and "second" in the embodiments are only used for descriptive purposes and do not represent an indication or implication of relative importance.

[0025] like Figure 1-6 As shown, a specific embodiment of this utility model is a landslide reinforcement steel 201 sleeve valve pipe composite pile. On platform 101 of slope 1, the positions of steel micropiles 2 and sleeve valve pipe grouting piles are determined according to design requirements and holes are drilled. The steel micropiles 2 are formed by inserting steel 201 into the drilled holes of platform 101 and then grouting; the sleeve valve pipe grouting piles are formed by inserting sleeve valve pipe bodies 301 into the drilled holes of platform 101 and then grouting. A capping beam 4 is set on the top of the steel 201 and sleeve valve pipe bodies 301, and the capping beam 4 is also connected to the pile head prestressed anchor cable 5.

[0026] The sleeve valve pipe body 301 is divided into a perforated pipe section and a solid pipe section. The perforated pipe section has eight quincunx-shaped grouting holes 308 and is equipped with multiple sets of rubber sleeve valves 305. A grouting perforated pipe 304 is installed inside the perforated pipe section, with plungers 303 at both ends. A grouting pipe 302 is installed inside the solid pipe section, with one end connected to the plunger 303 and the other end connected to a grouting pump 306. A conical plug 307 is provided at the bottom of the sleeve valve pipe body 301 to prevent grout material from flowing out. The sleeve valve pipe uses 48mm PVC pipe, the borehole diameter of the sleeve valve pipe is 110mm, and the depth of the grouting pile of the sleeve valve pipe must exceed the slip surface of the slope by at least 3m.

[0027] The steel section 201 is an I-beam structure, and its top is connected to the cap beam 4 through the connecting steel bar 402. A primary grouting PVC pipe 202 is installed on the steel section 201. The depth of the steel section micro pile 2 is greater than the depth of the sleeve valve pipe grouting pile.

[0028] The cap beam 4 includes a concrete cap beam 401 and reinforcing bars 402, with the concrete cap beam 401 and reinforcing bars 402 being flush. The cap beam 4 is also equipped with a steel sleeve 403, and the prestressed anchor cable 5 of the pile head is installed inside the steel sleeve 403. The I-beam is embedded 90cm into the cap beam, and the diameter of the steel sleeve 403 of the cap beam 4 is 200mm.

[0029] like Figure 7 As shown, the construction steps for this composite pile structure are as follows:

[0030] I. Construction of Sleeve Valve Pipe Grouting Piles

[0031] Construction process of sleeve valve tube 301: measurement and layout → drilling → insertion of sleeve valve tube 301 → cleaning of sleeve valve tube 301, grouting of this hole is completed.

[0032] 1. Layout measurement

[0033] According to the grouting construction process requirements of sleeve valve pipe, draw up the grouting pile location map, and use a total station to determine the hole location, ground elevation, hole diameter and location, and make corresponding marks.

[0034] 2. Drilling

[0035] Dry drilling is used for hole formation. The drilling rig is positioned according to the layout measurement. During drilling, the verticality of the drilling rig must meet the requirements of the hole, and the inclination must be controlled within the error range. The drilling error deviation cannot exceed 100mm, the hole inclination angle deviation cannot exceed 3°, and the hole depth error cannot exceed ±50mm. Therefore, after drilling is completed, the hole quality needs to be inspected, and the hole can only be used after passing the inspection.

[0036] 3. Install the sleeve valve body

[0037] Before installing the sleeve valve tube 301, the drilling quality needs to be checked again to avoid affecting the subsequent treatment effect. Select a sleeve valve tube 301 with an inner diameter of 48mm, insert the bottom-sealed sleeve valve tube 301 into the bottom of the hole, and try to make the sleeve valve tube 301 vertically in the middle of the hole. The upper opening of the sleeve valve tube 301 should protrude 30cm above the ground. Finally, put the top cap of the sleeve valve tube 301 on to prevent debris from entering the tube and affecting the grouting effect.

[0038] 4. Grouting

[0039] After the sleeve valve body 301 is inserted into the hole, casing material (pure cement grout) is injected into the hole around the sleeve valve body 301. The casing material is mainly used to seal the gap between the sleeve valve body 301 and the drilled hole, preventing grout from flowing everywhere and affecting the overall grouting effect. The casing material is made of pure cement grout. The first grouting adopts the bottom-of-hole grouting method. Secondary grouting can only be carried out after the grouting at the hole opening or cracks is satisfied. Secondary grouting is carried out 24 hours after the first grouting is completed. The average cement dosage for secondary grouting is 120 kg / m, and the grouting pressure is not greater than 0.5 MPa.

[0040] 5. Clean the sleeve valve tube body

[0041] For some holes requiring a larger grouting volume, intermittent grouting can be used, during which the sleeve valve body 301 needs to be cleaned. Insert the water pipe into the bottom of the sleeve valve body 301 and clean any residual grout inside, preparing for the next round of grouting. After the grouting holes are completed, replenish the grout in the holes using neat cement grout.

[0042] II. Construction of Steel Micropiles

[0043] 1. Construction Preparation

[0044] Before carrying out micropile construction, a construction organization design should be prepared, which should clarify the construction methods, construction technology, process flow, personnel organization, construction equipment, materials, testing, and safety and quality management.

[0045] 2. Drilling

[0046] According to the design requirements, the micropiles were laid out using a string line and marked with iron rods and paint to accurately position them. The drilling rig was positioned precisely according to the design hole location, with a positional error not exceeding ±2cm. Angle measuring instruments were used to control the drilling angle, and the guide rail inclination error was not to exceed ±1°. The appropriate down-the-hole drilling rig was selected based on the geological formation for micropiles. During drilling, it was strictly forbidden to flush the drill string or wash the hole wall with boiling water. The drilling speed was also strictly controlled to prevent borehole deviation, twisting, or diameter change. Careful construction records were kept during drilling, including drilling pressure, drilling speed, geological formation, and groundwater conditions. The borehole diameter and depth must not be less than the design values, and over-drilling is prohibited. If a borehole collapse occurred during drilling, drilling should be stopped immediately, and the supervising engineer should be notified. Grouting was then used to stabilize the borehole wall, and drilling resumed after 24 hours.

[0047] After the micro-pile hole drilling is completed, high-pressure air is used to remove all rock (soil) powder and water from the hole. Only after the on-site supervisor has inspected and approved the work can the I-beams be installed.

[0048] 3. I-beam fabrication

[0049] The I-beam micropiles are made of 22a# I-beams, and their cutting should be neat and accurate, with an error of no more than ±50mm. Connections between the I-beams must be welded according to requirements; the specific welding connection process is shown in the detailed drawing. 402 stainless steel reinforcing bars are used for connecting the piles, with holes drilled at the top of the I-beams.

[0050] Grouting is performed in a single operation, with the diameter of the primary grouting pipe 302 not less than φ22mm. The grouting pipe 302 inside the steel pipe should preferably be fixed to the I-beam and installed together to ensure that the depth of the grouting pipe 302 meets the requirements for grout return from the bottom of the hole.

[0051] After the I-beams have passed inspection, they can be transported to the corresponding holes for installation. During vertical transport, except for the main lifting points, other lifting points should allow for quick and safe detachment of the I-beams. The I-beams should be embedded at least 90cm into the capping beam 4 to ensure that the I-beams and capping beam 4 share the load. The installation of the I-beams must be carried out under the supervision of the on-site supervising engineer.

[0052] 4. Grouting of steel micropiles

[0053] For the grouting of steel micropiles 2, ordinary cement is used to prepare M30 pure cement grout. The grouting volume in the project quantity table is temporarily listed as 1.5 times the hole volume. In actual construction, grouting can only be stopped after the grouting termination conditions are met.

[0054] Grouting materials must be prepared strictly according to the tested and qualified mix proportions. The grout should be mixed evenly according to the mix proportions and used immediately after mixing. The grout strength should not be less than 30 MPa. For micro-grouting of 201 steel profiles, the bottom-up grouting method must be used (grouting pressure is generally around 0.2–0.4 MPa) until fresh grout overflows from the borehole opening. It is strictly forbidden to pull out the grouting pipe 302 or to perform grouting at the borehole opening. After grouting is completed, replenishment work should be strengthened. If the grout level at the borehole opening is found to have dropped, replenishment should be carried out promptly.

[0055] After drilling is completed, the installation and grouting of the steel micropiles 2 should be carried out promptly, generally within 24 hours. For the grouting of the steel micropiles 2, relevant construction regulations and design requirements should be strictly followed to ensure full grouting. The supervising engineer should be present throughout the entire process to ensure the quality of the anchoring project.

[0056] When the above grouting process fails to achieve grout return from the bottom of the hole or when the grouting pressure does not increase after a long period of grouting, the grouting process should be adjusted to improve the grouting effect of the micropile. The specific grouting process should be determined through on-site testing.

[0057] 5. Other

[0058] 1. For steel micropiles, the hole must be drilled dry without water. The effective hole diameter after drilling must not be less than the design requirements. High-pressure air cleaning must be used after drilling.

[0059] 2. After the construction of each group of micropiles is completed, the capping beam 4 and pile head anchor cable construction can proceed. Since anchor cables are installed on the top of steel section 201, the anchor cable positions should be laid out according to the drawing requirements. When encountering I-beams, their positions can be slightly adjusted.

[0060] III. Pile Head Anchor Cable Construction

[0061] Before binding the 402 steel bars of the cap beam 4, the anchor cable fabrication, drilling and grouting work should be completed, and finally the anchor cable of the pile head should be locked with the help of the cap beam 4.

[0062] 1. Anchor cable manufacturing process

[0063] (1) The anchor cable material shall be high-strength, low-relaxation prestressed ordinary steel strand with Φ15.2mm and fpk=1860MPa. Its mechanical properties must comply with the provisions of the current national standard "Prestressed Concrete Steel Strand" (GB / T 5224). The anchorage must comply with the provisions of the current industry standard "Technical Specification for Application of Anchorages, Clamps and Connectors for Prestressed Tendons" JGJ85, and threaded adjustable low-retraction anchorage shall be adopted.

[0064] (2) The anchor cable bundles must ensure that each bundle of steel strands is evenly arranged, straight, without twisting or crossing, and must be free of rust and oil. Any strands with dead bends, mechanical damage, or rust pits should be removed.

[0065] (3) It is recommended to use engineering plastic rings produced in the factory for the anchor cable expansion ring. When purchasing, pay attention to matching the number of steel strands in the anchor cable body with the number of holes in the expansion ring. The hoop ring can be made of thin iron sheet or iron wire, depending on local conditions.

[0066] (4) The steel strands in the anchoring section of the anchor cable should be derusted; the free section of the steel strand should be encased in PVC pipe, and the ends of the PVC pipe should be wrapped with tape. The PVC pipe should be abrasion-resistant rubber pipe or high-strength PVC pipe, and brittle plastic corrugated pipe is strictly prohibited. The free section of the steel strand should be coated with grease and then wrapped with abrasion-resistant tape to prevent grout from seeping into the pipe during the grouting process.

[0067] (5) A length of 1.5m should be reserved for the steel strands during anchor cable fabrication for tensioning and locking. After the tensioning work is completed, the excess steel strands should be cut off. C30 concrete should be used to pour the anchor head.

[0068] 2. Drilling

[0069] (1) Measurement and positioning: After the slope 1 is inspected and approved, the hole positions are measured and laid out according to the design requirements. The hole position error shall not exceed ±2cm, and the anchor hole deviation shall not exceed 5%.

[0070] (2) Drilling rig positioning: Use a geological compass or protractor for orientation, ensure the drill rod is at the same angle as the horizontal as designed, and ensure the drilling rig is securely and stably mounted on the support.

[0071] (3) Drilling equipment: use an air compressor for air supply, use a down-the-hole drill to dry drill without water, and do not use water jetting to drill holes; the diameter of the drill bit used must not be less than the designed hole diameter.

[0072] (4) Drilling depth: To ensure the anchor hole depth, the drilling depth shall be more than 0.5m greater than the design depth.

[0073] (5) Handling special situations: The drilling speed should be strictly controlled according to the performance of the drilling rig and the anchoring stratum to prevent the borehole from twisting and changing diameter, causing difficulties in anchoring or other accidents; if the stratum is loose or broken, the casing follow-up drilling technology should be adopted; if the hole collapses or shrinks, drilling should be stopped immediately and grouting should be carried out in time (grouting pressure 0.1-0.2MPa). After the cement grout has initially set, the hole should be swept and drilled again to make the borehole complete; if pressurized water flows out of the anchor hole, drainage holes should be set in appropriate locations around it if necessary.

[0074] (6) Anchor hole cleaning: Use high-pressure air (0.2-0.4MPa) to remove all rock powder and water from the hole to avoid reducing the bonding strength between cement mortar and the rock and soil of the hole wall.

[0075] (7) Anchor hole inspection: After the anchor hole is completed, it must be inspected and approved by the on-site supervisor before the next process can be carried out.

[0076] (8) Drilling records: During the drilling process, on-site construction records should be made of the changes in the strata of the anchor cable hole, the drilling status (drilling pressure, drilling speed), groundwater and other special circumstances.

[0077] 3. Grouting

[0078] (1) Ordinary Portland cement is used as the grouting material. Before grouting, a mix proportion test should be conducted according to the design strength requirements.

[0079] (2) After drilling is completed, high-pressure air (0.2-0.4 MPa) must be used to remove all rock powder and water from the hole.

[0080] (3) The anchor cable is injected with M30 cement grout, and an early strength agent may be added if necessary.

[0081] a. If one-time grouting, i.e. grouting from the bottom of the hole, is used, the grouting pressure is 0.5 to 1.0 MPa. During the grouting process, it is strictly forbidden to slowly pull the grouting pipe 302 out of the bottom of the hole. Grouting can only be stopped when grout is seen emerging from the hole for more than 10 seconds.

[0082] b. Anchor cable grouting process: Two-stage high-pressure fracturing grouting is adopted. The first grouting adopts the bottom-of-hole grouting method, and the second grouting is carried out 4 to 6 hours after the completion of the first grouting. M30 pure cement grout is selected, with a water-cement ratio of 0.45 to 0.5, and the grouting pressure shall not be lower than 2.5 MPa.

[0083] 4. Tensioning and locking (usually after the cap beam 4 has been constructed)

[0084] (1) The bearing surface of the anchor support should be flat and perpendicular to the axis of the anchor cable.

[0085] (2) Tensioning can only be carried out after the grout of the anchor cable body has reached 15 days (with early strength agent) to 20 days and the concrete strength of the anchor beam is greater than 80% of the design strength. In order to ensure that the cap beam 4 is subjected to uniform stress, the tensioning sequence of the anchor holes should be symmetrical in each cap beam 4 unit.

[0086] (3) Before tensioning operations, tensioning equipment and instruments must be calibrated and adjusted.

[0087] (4) The anchor should be installed in close contact with the anchor plate and the jack. The axis of the jack should be on the same straight line as the axis of the anchor hole and the anchor cable body. The anchor head should not be bent or deflected to ensure uniform and coaxial load. If necessary, steel shims should be used to adjust the load.

[0088] (5) To ensure uniform stress on the steel strands, the anchor cable body should be straight and aligned with the bundle before tensioning. Small jacks should be used to tension each steel strand individually to ensure smooth and uniform stress on the strands. Subsequently, the anchor cable should be pre-tensioned 1 to 2 times with a tension force of 0.1 to 0.2 times the design tension value to ensure close contact between all parts of the anchor body. Finally, the anchor cable should be tensioned and locked according to the design locking tonnage.

[0089] (6) Tensioning and locking are carried out in 5 stages, namely: 25%, 50%, 75%, 100% and 120% of the design tension. Except for the last stage which needs to be stabilized for 20 to 30 minutes, each stage needs to be stabilized for 2 to 5 minutes, and various situations (anchor head displacement, anchor seat deformation, oil gauge reading change, etc.) are recorded respectively.

[0090] (7) Any matters not covered herein shall be handled in accordance with relevant procedures and standards.

[0091] (8) Anchor head sealing: After the anchor cable is locked, mark it and observe for three days. If there are no abnormalities, leave 10cm of the length and cut off the excess steel strand with a hand-held grinder. Finally, fill the gaps of the anchor plate and the anchor head with cement grout, and set up the formwork according to the design requirements. Then, seal the anchor with C30 concrete.

[0092] IV. Construction of Pile Cap Beam 4 (Pile Cap)

[0093] The concrete grade for the cap of the micropile is C30. Ready-mixed concrete or on-site mixed concrete can be used. If on-site mixed concrete is used, a concrete mix design test must be conducted in advance, and the mix must be strictly followed on-site. 42.5 ordinary Portland cement and suitable medium-coarse sand, gravel, and water should be used.

[0094] (1) Concrete shall be cast in place. Anchor bolts shall be installed before concrete construction. The concrete construction procedure is as follows: layout → groove cutting → 402 steel bar binding → formwork erection → pouring.

[0095] (2) On slope 1, measure and lay out according to the design dimensions in the drawings, and lay out the excavation with the anchor rod as the center.

[0096] (3) Installation of 402 steel bars: When laying 402 steel bars, the thickness of the protective layer of 402 steel bars should not be less than 30mm, and the lap length of 402 steel bars should not be less than 35d. The location of 402 steel bar joints, lap length, anchorage length, diameter of 402 steel bars, thickness of protective layer, etc. should be strictly constructed in accordance with the design drawings and relevant specifications.

[0097] (4) Concrete pouring: When pouring concrete, the concrete surface should be kept flat, moist and glossy, without dry spots or slippage.

[0098] (5) Curing: Sprinkle water for 7 days after the concrete has set.

[0099] (6) The anchor cable body in contact with the cap beam 4 (pillar) is protected by a sleeve to prevent the cable body from bonding with the concrete and affecting the subsequent tensioning and locking.

[0100] (7) Other matters not covered shall be handled in strict accordance with the relevant norms or procedures.

[0101] The above description is only a preferred embodiment of the present utility model and is not intended to limit the present utility model. Any minor modifications, equivalent substitutions and improvements made to the above embodiments based on the technical essence of the present utility model should be included within the protection scope of the technical solution of the present utility model.

Claims

1. A landslide reinforcement steel sleeve valve pipe composite pile structure, comprising steel micropiles and sleeve valve pipe grouting piles set on a platform on the slope, characterized in that: The steel micropile is formed by grouting through the insertion of the steel section into the borehole of the platform; the sleeve valve pipe grouting pile is formed by grouting through the insertion of the sleeve valve pipe body into the borehole of the platform; a cap beam is provided on the top of the steel section and the sleeve valve pipe body, and the cap beam is also connected to the prestressed anchor cable of the pile head.

2. The landslide reinforcement steel sleeve valve pipe composite pile structure according to claim 1, characterized in that: The sleeve valve tube body is equipped with a grouting pipe, a plunger, and a grouting perforated pipe; the sleeve valve tube body is divided into a perforated pipe section and a solid pipe section; a plurality of rubber sleeve valves are installed on the perforated pipe section of the sleeve valve tube body, and a grouting perforated pipe is installed inside the perforated pipe section of the sleeve valve tube body, with plungers at both ends of the grouting perforated pipe; a grouting pipe is installed inside the solid pipe section of the sleeve valve tube body, with one end of the grouting pipe connected to the plunger and the other end connected to a grouting pump; the bottom end of the sleeve valve tube body is equipped with a conical plug to prevent the grouting material from flowing out.

3. The landslide reinforcement steel sleeve valve pipe composite pile structure according to claim 2, characterized in that: The sleeve valve tube body has eight plum blossom-shaped injection holes in the flower tube section.

4. The landslide reinforcement steel sleeve valve pipe composite pile structure according to claim 1, characterized in that: The steel section is an I-beam structure, and the top of the steel section is connected to the cap beam by connecting steel bars. A primary grouting PVC pipe is installed on the steel section.

5. The landslide reinforcement steel sleeve valve pipe composite pile structure according to claim 4, characterized in that: The cap beam includes a concrete cap beam and reinforcing bars. The concrete cap beam and the reinforcing bars are flush. The cap beam is also equipped with a steel sleeve, and the prestressed anchor cable of the pile head is installed inside the steel sleeve.

6. The landslide reinforcement steel sleeve valve pipe composite pile structure according to claim 5, characterized in that: The I-beam is embedded 90cm into the crown beam, and the steel sleeve of the crown beam has a diameter of 200mm.

7. The landslide reinforcement steel sleeve valve pipe composite pile structure according to claim 1, characterized in that: The depth of the sleeve valve pipe grouting pile is at least 3m beyond the slip surface of the slope.

8. The landslide reinforcement steel sleeve valve pipe composite pile structure according to claim 7, characterized in that: The depth of the steel micropile is greater than the depth of the sleeve valve pipe grouting pile.

9. The landslide reinforcement steel sleeve valve pipe composite pile structure according to claim 1, characterized in that: The sleeve valve tube is a 48mm PVC pipe, and the diameter of the drilled hole in the sleeve valve tube is 110mm.

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