A deep-seated sliding surface landslide cooperative treatment structure

Abstract

The utility model discloses a kind of deep layer sliding surface landslide collaborative management structures, comprising: multiple groups of composite management system, multiple groups of composite management system are arranged in line interval, and composite management system includes caisson unit, first prestressed anchor cable, water-collecting unit and drainage system.Caisson unit bottom extends below sliding surface, and first prestressed anchor cable includes anchoring section and free section, anchoring section is deeply into stable bedrock, and free section is anchored in caisson unit after penetrating through caisson unit.Collecting unit is located in soil and is connected to caisson unit, for introducing water in soil into caisson unit.Drainage system is used for extracting and discharging water collected in caisson unit.The above-mentioned deep layer sliding surface landslide collaborative management structure realizes "block, anchor, drain" three-in-one anti-slide composite function, compared with traditional anti-slide pile scheme, cost is saved about 40%, and it is suitable for large landslide management scene such as hydropower engineering, railway slope.

Description

Technical Field

[0001] This utility model relates to the field of civil engineering technology, specifically to a collaborative governance structure for deep slip surface landslides. Background Technology

[0002] Deep-surface landslides refer to landslides where the sliding surface is located at a considerable depth, typically several meters or even tens of meters below the surface. The most significant characteristic of these landslides is that their sliding surface usually develops along pre-existing, relatively continuous weak structural planes within the strata, such as bedding planes, paleoweathering crusts, fault planes, or specific weak interlayers (e.g., mudstone, shale, coal seams, water-saturated paleosol layers). The scale of these landslides is often enormous, reaching hundreds of thousands or even hundreds of millions of cubic meters, and their impact is widespread.

[0003] The formation mechanism of deep slip surface landslides is closely related to the geological structure and is commonly found in dip slopes (where the rock strata dip in the same direction as the slope). When the dip angle of the weak structural surface is less than the slope angle but greater than its own internal friction angle, it is very easy to slide along this surface under the action of gravity. Groundwater activity plays a key role in this process. Water infiltration into the weak surface significantly reduces its shear strength (acting as a lubricant and softener) and may generate pore water pressure, further weakening the anti-sliding force.

[0004] Because deep-seated landslides involve buried surfaces, surface deformation often remains inconspicuous or develops slowly before the landslide occurs, making them highly concealed and deceptive, and difficult to monitor and warn of. However, once triggering conditions are met (such as continuous heavy rainfall, a sudden drop in reservoir water levels, a strong earthquake, or improper engineering excavation and slope cutting), the landslide body may suddenly experience a high-speed, long-range, and overall sliding, with astonishing destructive power, causing devastating damage to underlying infrastructure (roads, bridges, pipelines), residential areas, farmland, and even the entire watershed environment. Due to their massive scale, deep location of the slip surface, and complex influencing factors, the investigation, identification, stability assessment, and engineering management of deep-seated landslides are extremely challenging and costly, making them a key focus and research area in the field of geological disaster prevention and control.

[0005] Currently, the treatment of deep slip surface landslides is mainly achieved through retaining structures, such as anti-slide piles or anchor cable support systems. However, traditional anti-slide piles are difficult to penetrate deep slip surfaces (depth greater than 30m), and the bending resistance of the pile body is limited. As for anchor cable support systems, the anchoring force is insufficient in loose strata, and the construction disturbance is large. Utility Model Content

[0006] Therefore, it is necessary to provide a collaborative treatment structure for deep slip surface landslides, addressing the problems of anti-slide piles being unable to penetrate deep slip surfaces and having limited bending resistance, as well as the insufficient anchoring force of anchor cable support systems in loose strata and large construction disturbance.

[0007] A collaborative management structure for deep-level landslides includes: multiple sets of composite management systems, wherein the multiple sets of composite management systems are arranged at linear intervals, and the composite management system includes:

[0008] A caisson unit, the bottom of which extends below the sliding surface;

[0009] The first prestressed anchor cable includes an anchoring section and a free section. The anchoring section is inserted into stable bedrock, and the free section passes through the caisson unit and is anchored in the caisson unit.

[0010] A water collection unit, located within the soil and connected to the caisson unit, is used to introduce water from the soil into the caisson unit; and

[0011] A drainage system is used to extract and discharge the water collected within the caisson unit.

[0012] In one embodiment, the caisson unit is formed by cast-in-place reinforced concrete, and the cross-section of the caisson unit is rectangular.

[0013] In one embodiment, the top of the caisson unit is provided with a cover plate, and the cover plate is provided with a reserved manhole for inspection and water pumping.

[0014] In one embodiment, the inner wall of the caisson unit is provided with mutually perpendicular stress diffusion longitudinal beams and stress diffusion transverse beams.

[0015] In one embodiment, the well units of the adjacent composite treatment system are connected by horizontal tie beams to form a spatial frame structure.

[0016] In one embodiment, the anchoring section of the first prestressed anchor cable occupies 1 / 3 to 1 / 4 of the height of the caisson unit, and the free section of the first prestressed anchor cable occupies 2 / 3 to 3 / 4 of the height of the caisson unit.

[0017] In one embodiment, the bottom of the caisson unit is provided with a grouting anchor and a second prestressed anchor cable, the second prestressed anchor cable extending into a stable rock layer below the sliding surface.

[0018] In one embodiment, the water collection unit includes a permeable blind ditch arranged in the soil, the permeable blind ditch gradually sloping downward toward the well unit.

[0019] In one embodiment, the drainage system includes a drain pipe and a water pump. The drain pipe is inserted into the bottom of the caisson unit and extends out of the caisson unit. The water pump extracts water from the caisson unit through the drain pipe.

[0020] In one embodiment, the spacing between two adjacent caisson units is 2-2.5 times the diameter of the caisson unit.

[0021] The aforementioned collaborative treatment structure for deep-slip surface landslides utilizes the caisson unit, whose self-weight and anchoring force work together to increase the anti-slip moment by over 40%. The first prestressed anchor cable penetrates the slip surface and reaches deep into the bedrock, resolving deep-slip issues. The water collection unit and drainage system can drain groundwater, which can then be used for high-standard farmland irrigation, enhancing resource conservation and demonstrating economic practicality. This collaborative treatment structure for deep-slip surface landslides achieves a three-in-one anti-slip composite function of "blocking, anchoring, and draining," saving approximately 40% in cost compared to traditional anti-slip pile solutions. It is suitable for large-scale landslide treatment scenarios such as hydropower projects and railway slopes. Attached Figure Description

[0022] To more clearly illustrate the specific embodiments of this utility model, the accompanying drawings used in the specific embodiments will be briefly described below. In all the drawings, the elements or parts are not necessarily drawn to scale.

[0023] Figure 1 This is a schematic diagram of a collaborative governance structure for deep slip surface landslides in one embodiment;

[0024] Figure 2 This is a cross-sectional view of the caisson unit in section 1.

[0025] Figure label:

[0026] 10-Composite treatment system, 11-Caijing unit, 111-Cover plate, 112-Stress diffusion longitudinal beam, 113-Stress diffusion transverse beam, 114-Grouting anchor bolt, 115-Second prestressed anchor cable, 12-First prestressed anchor cable, 121-Anchoring section, 122-Free section, 13-Water collection unit, 14-Drainage system, 141-Drainage pipe, 142-Water pump. Detailed Implementation

[0027] To make the above-mentioned objectives, features, and advantages of this utility model more apparent and understandable, the specific embodiments of this utility model will be described in detail below with reference to the accompanying drawings. Many specific details are set forth in the following description to provide a full understanding of this utility model. However, this utility model can be implemented in many other ways different from those described herein, and those skilled in the art can make similar modifications without departing from the spirit of this utility model. Therefore, this utility model is not limited to the specific embodiments disclosed below.

[0028] It should be noted that when an element is referred to as being "fixed to" another element, it can be directly attached to the other element or there may be an intervening element. When an element is referred to as being "connected to" another element, it can be directly connected to the other element or there may be an intervening element. The terms "vertical," "horizontal," "left," "right," and similar expressions used herein are for illustrative purposes only and do not represent the only possible implementation.

[0029] Unless otherwise defined, all technical and scientific terms used herein have the same meaning as commonly understood by one of ordinary skill in the art to which this invention pertains. The terminology used herein is for the purpose of describing particular embodiments only and is not intended to be limiting of the invention.

[0030] Please see Figure 1 One embodiment of the deep-slip surface landslide collaborative treatment structure includes multiple sets of composite treatment systems 10, which are arranged in a straight line at intervals. That is, the multiple sets of composite treatment systems 10 are arranged in a straight line on the slope. Specifically, the composite treatment system 10 includes a caisson unit 11, a first prestressed anchor cable 12, a water collection unit 13, and a drainage system 14.

[0031] Please refer to the following: Figure 2 The caisson unit 11 is formed by cast-in-place reinforced concrete, and its cross-section is rectangular. In one specific embodiment, the dimensions of a single caisson unit 11 are: length L = 8-10m, width B = 4-5m, and wall thickness t = 0.8-1.2m. During the construction of the caisson unit 11, the initial positioning and layout are carried out, the first section of the caisson (6-8m deep) is excavated, and the wall concrete is poured simultaneously. Then, it is sculpted in sections using the "skip-section method," with a single sculpting depth ≤ 3m; lateral supports are added every 3m of sculpting, and the verticality deviation of the caisson is monitored in real time to be ≤ 1 / 500H.

[0032] In one embodiment, the top of the caisson unit 11 is provided with a cover plate 111, and the cover plate 111 has a reserved manhole for inspection and water pumping. The cover plate 111 is made of reinforced concrete, and the reserved manhole is for periodic inspection and water pumping. A ring-shaped intercepting ditch can be set at the wellhead of the caisson unit 11, and the surface can be covered with ecological slope protection vegetation.

[0033] In one embodiment, the inner wall of the caisson unit 11 is provided with mutually perpendicular stress diffusion longitudinal beams 112 and stress diffusion transverse beams 113. The stress diffusion longitudinal beams 112 and stress diffusion transverse beams 113 arranged within the caisson unit 11 can increase the overall stiffness of the caisson unit 11 and improve its anti-slip capability. Furthermore, the density of the stress diffusion longitudinal beams 112 and stress diffusion transverse beams 113 is increased in the region near the anti-slip surface to improve the shear resistance of the caisson unit 11.

[0034] In one embodiment, the caisson units 11 of adjacent composite treatment systems 10 are connected by horizontal tie beams (not shown), and multiple sets of composite treatment systems 10 form a spatial frame structure, creating an overall stress-bearing grid. The spacing between two adjacent caisson units 11 is 2-2.5 times the diameter of the caisson unit 11, ensuring an appropriate density of caisson units 11 on the slope and guaranteeing the treatment effect of the treatment structure. The diameter of the caisson unit 11 is the length of its outer diameter.

[0035] The first prestressed anchor cable 12 includes an anchoring section 121 and a free section 122. The anchoring section 121 extends into stable bedrock, and the free section 122 penetrates through the caisson unit 11 and is anchored within the caisson unit 11. In one embodiment, multiple sets of the first prestressed anchor cables 12 are provided, and these multiple sets of first prestressed anchor cables 12 are arranged sequentially at intervals along the axial direction of the caisson unit 11. The anchoring section 121 of the first prestressed anchor cable 12 extends into the stable rock strata near the slope of the caisson unit 11.

[0036] Specifically, the first prestressed anchor cable 12 penetrates the caisson wall at an elevation angle of α = 15°~25°. The anchored section 121 of the first prestressed anchor cable 12 occupies 1 / 3 to 1 / 4 of the height of the caisson unit 11, and the free section 122 of the first prestressed anchor cable 12 occupies 2 / 3 to 3 / 4 of the height of the caisson unit 11. After the free section 122 penetrates the caisson unit 11, it is anchored using an OVM15-8 type group anchor system.

[0037] During the construction of the first prestressed anchor cable 12, a hole was drilled within the caisson to a stable rock stratum using a casing drilling technique, with a drilling deviation of ≤1°. Then, the prestressed anchor cable was installed and tensioned to 800-1000kN. Tensioning was performed in three stages, with each stage held for 5 minutes before being locked to the design value. The specific values ​​for the three stages of tensioning were 50%P → 80%P → 110%P.

[0038] In one embodiment, the bottom of the caisson unit 11 is provided with a grouting anchor 114 and a second prestressed anchor cable 115. The grouting anchor 114 can be used to grout and reinforce the base of the bottom of the caisson unit 11. The second prestressed anchor cable 115 penetrates into the stable rock layer below the sliding surface, improving the anti-sliding ability of the caisson unit 11. Specifically, the second prestressed anchor cable 115 penetrates into the stable rock layer below the sliding surface by ≥10m.

[0039] A water collection unit 13 is located within the soil and connected to the caisson unit 11, used to introduce water from the soil into the caisson unit 11. A drainage system 14 is used to extract water from the caisson unit 11.

[0040] In one embodiment, the water collection unit 13 includes permeable blind drains arranged within the soil. The permeable blind drains gradually slope downwards toward the well unit 11, so that water in the soil enters the permeable blind drains and finally collects in the well unit 11. Multiple sets of permeable blind drains are designed, and the multiple sets of permeable blind drains are arranged at intervals along the axial direction of the well unit 11, and permeable blind drains are arranged on both sides of the permeable blind drains.

[0041] In one embodiment, the drainage system 14 includes a drain pipe 141 and a water pump 142. One end of the drain pipe 141 is inserted into the bottom of the well unit 11, and the other end extends outside the well unit 11. The water pump 142 extracts water from the well unit 11 through the drain pipe 141, thereby transporting the water inside the well unit 11 to the outside for use in irrigating vegetation or farmland. The water pump 142 can be located at the bottom of the well unit 11 or optionally outside the well unit 11.

[0042] The aforementioned deep-slip surface landslide collaborative treatment structure, with the caisson unit 11, increases the anti-slip moment by more than 40% through the synergistic effect of its own weight and anchoring force. The first prestressed anchor cable 12 penetrates the slip surface and reaches deep into the bedrock, solving the problem of deep slippage. The water collection unit 13 and drainage system 14 can drain groundwater, which can be used for high-standard farmland irrigation, etc., enhancing resource conservation and utilization, and has certain economic practicality. This treatment structure achieves a three-in-one anti-slip composite function of "blocking, anchoring, and draining", saving about 40% of the cost compared with the traditional anti-slip pile scheme, and is suitable for large-scale landslide treatment scenarios such as hydropower projects and railway slopes.

[0043] The above embodiments are only used to illustrate the technical solutions of this utility model, and are not intended to limit it. Although this utility model has been described in detail with reference to the foregoing embodiments, those skilled in the art should understand that modifications can still be made to the technical solutions described in the foregoing embodiments, or equivalent substitutions can be made to some or all of the technical features therein. Such modifications or substitutions do not cause the essence of the corresponding technical solutions to deviate from the scope of the technical solutions of the embodiments of this utility model, and they should all be covered within the scope of the claims and specification of this utility model.

Claims

1. A collaborative governance structure for deep-layer landslides, characterized in that, include: Multiple sets of composite treatment systems, arranged at linear intervals, each composite treatment system comprising: A caisson unit, the bottom of which extends below the sliding surface; The first prestressed anchor cable includes an anchoring section and a free section. The anchoring section is inserted into stable bedrock, and the free section passes through the caisson unit and is anchored in the caisson unit. A water collection unit, located within the soil and connected to the caisson unit, is used to introduce water from the soil into the caisson unit; and A drainage system is used to extract and discharge the water collected within the caisson unit.

2. The collaborative governance structure for deep slip surface landslides according to claim 1, characterized in that, The caisson unit is formed by casting reinforced concrete, and the cross-section of the caisson unit is rectangular.

3. The collaborative governance structure for deep slip surface landslides according to claim 1, characterized in that, The top of the caisson unit is provided with a cover plate, and the cover plate is provided with a reserved manhole for inspection and water pumping.

4. The collaborative governance structure for deep slip surface landslides according to claim 1, characterized in that, The inner wall of the caisson unit is provided with mutually perpendicular stress diffusion longitudinal beams and stress diffusion transverse beams.

5. The collaborative treatment structure for deep slip surface landslides according to claim 1, characterized in that, The well units of the adjacent composite treatment system are connected by horizontal tie beams to form a spatial frame structure.

6. The collaborative governance structure for deep slip surface landslides according to claim 1, characterized in that, The anchoring section of the first prestressed anchor cable occupies 1 / 3 to 1 / 4 of the height of the caisson unit, and the free section of the first prestressed anchor cable occupies 2 / 3 to 3 / 4 of the height of the caisson unit.

7. The collaborative governance structure for deep slip surface landslides according to claim 1, characterized in that, The bottom of the caisson unit is equipped with a grouting anchor and a second prestressed anchor cable, the second prestressed anchor cable extending into the stable rock layer below the sliding surface.

8. The collaborative governance structure for deep slip surface landslides according to claim 1, characterized in that, The water collection unit includes a permeable blind ditch arranged in the soil, which gradually slopes downward toward the well unit.

9. The collaborative governance structure for deep slip surface landslides according to claim 1, characterized in that, The drainage system includes a drain pipe and a water pump. The drain pipe is inserted into the bottom of the caisson unit and extends out of the caisson unit. The water pump extracts water from the caisson unit through the drain pipe.

10. The collaborative governance structure for deep slip surface landslides according to any one of claims 1-9, characterized in that, The spacing between two adjacent caisson units is 2-2.5 times the diameter of the caisson unit.

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