Slip mass reinforcing structure

Abstract

The utility model discloses a landslide mass reinforcing structure which comprises a plurality of exploring holes extending from a landslide mass to a slide bed, the tail ends of the exploring holes are located in the slide bed, shear-resistant holes are formed in the positions, opposite to slide surfaces, in the exploring holes, and the shear-resistant holes comprise vertical shear-resistant holes penetrating through the slide surfaces and lateral shear-resistant holes formed in the lateral direction of the slide surfaces. Drainage holes are formed in the exploration hole and located on the two sides of the shear-resistant hole, and the bottoms of the drainage holes are lined with concrete. The utility model solves the problems of insufficient shear capacity and limited drainage effect in the treatment of landslide mass in the prior art.

Description

Technical Field

[0001] This utility model belongs to the field of water conservancy and hydropower engineering technology, specifically relating to landslide reinforcement structures. Background Technology

[0002] Water conservancy and hydropower projects are often built in high mountain and canyon areas with complex geological conditions. During geological exploration, potential landslides are often discovered. A landslide occurs when there is a weak surface or weak zone in the rock. Under the influence of gravity, the rock mass on the weak surface slides down the weak surface due to activities such as river erosion, rainwater infiltration, or earthquakes, causing serious geological and engineering disasters.

[0003] Currently, the most common mitigation measures are to reinforce the sliding body and the sliding bed with steel bars and anchor bolts to strengthen the shear force. Some projects also incorporate dedicated drainage tunnels to reduce the wettability of the sliding surface and increase friction. To further enhance anti-slip capabilities, some projects construct horizontal or vertical tunnels, filling them with reinforced concrete to increase shear resistance. However, constructing a dedicated concrete tunnel is expensive, and aside from the anchoring of the steel bars, the actual area providing shear resistance is limited to the diameter of the concrete tunnel, resulting in insufficient shear resistance, limited drainage, and poor economic viability. Utility Model Content

[0004] The purpose of this invention is to provide a landslide reinforcement structure that solves the problems of insufficient shear strength and limited drainage effect in existing landslide treatment technologies.

[0005] The technical solution adopted by this utility model is a landslide reinforcement structure, which includes several exploratory tunnels extending from the landslide body to the sliding bed. The ends of the exploratory tunnels are located inside the sliding bed. Shear-resistant tunnels are set in the exploratory tunnels at positions relative to the sliding surface. The shear-resistant tunnels include vertical shear-resistant tunnels penetrating the sliding surface and lateral shear-resistant tunnels set along the side of the sliding surface.

[0006] Drainage tunnels are set up on both sides of the vertical shear tunnel inside the exploration tunnel, and the bottom of the drainage tunnels is lined with concrete.

[0007] The present invention is further characterized in that,

[0008] The extension directions of the vertical shear hole and the lateral shear hole are perpendicular to each other.

[0009] Both the vertical shear hole and the lateral shear hole are formed by concrete casting.

[0010] The exploratory tunnel is set at an angle, with the height of the end of the tunnel being greater than the height of the beginning of the tunnel, and the slope is 1% to 3%.

[0011] Several steel anchor rods are installed inside the shear-resistant hole, and these steel anchor rods are set perpendicular to the sliding surface.

[0012] The distance between adjacent steel anchor rods is equal.

[0013] The drainage tunnel includes the slide bed drainage tunnel and the slide body drainage tunnel. The slide bed drainage tunnel is located on the side of the vertical shear tunnel closer to the slide bed, and the slide body drainage tunnel is located on the side of the vertical shear tunnel closer to the slide body. The slide bed drainage tunnel and the slide body drainage tunnel are connected by several drainage pipes.

[0014] Several drainage pipes pass through the shear hole, and the drainage pipes are located inside the concrete lining at the bottom of the drainage hole.

[0015] The beneficial effects of this utility model are:

[0016] (1) The landslide reinforcement structure of this utility model combines the three elements of exploration tunnel, anti-shear tunnel and drainage tunnel to achieve multiple functions of one tunnel, with good economic efficiency and applicability. It can also be transformed from the geological exploration tunnel in the early stage, which further reduces the investment cost. At present, the technology is that whether it is anti-slide pile or anti-slide tunnel, it is as long as ten or twenty meters. The anti-shear effect is still the radius of the anti-slide pile, which has a limited anti-shear effect. However, this utility model uses the exploration tunnel near the sliding surface and extends laterally along the sliding surface to form two parts: vertical anti-shear tunnel and lateral anti-shear tunnel, which significantly improves the range of anti-shear effect.

[0017] (2) In the exploration tunnel of the landslide body reinforcement structure of this utility model, only the area near the sliding surface is filled with concrete. The interior forms a cavity sliding bed drainage tunnel and the exterior forms a sliding body drainage tunnel. Only the bottom is lined. Compared with the traditional method of filling the shear (slide) tunnel as a whole and then collecting and draining water through the drainage pipe, the water collection and drainage effect is improved, the water saturation of the sliding surface is reduced, the anti-slide ability is further increased, and the concrete pouring cost is also reduced. Attached Figure Description

[0018] Figure 1 This is a schematic diagram of the distribution structure of the landslide reinforcement structure exploration tunnel of this utility model;

[0019] Figure 2 This is a schematic diagram of the distribution structure of the shear-resistant holes in the landslide reinforcement structure of this utility model;

[0020] Figure 3 This is a schematic diagram of the planar structure of the shear-resistant hole in the landslide reinforcement structure of this utility model;

[0021] Figure 4 This is a cross-sectional schematic diagram of the shear-resistant hole in the landslide reinforcement structure of this utility model.

[0022] In the diagram, 1. Exploration tunnel, 2. Shear tunnel, 21. Vertical shear tunnel, 22. Lateral shear tunnel, 23. Reinforcing anchor, 3. Drainage tunnel, 31. Slide bed drainage tunnel, 32. Slide body drainage tunnel, 33. Drainage pipe, 4. Slide bed, 5. Slide body, 6. Slide surface. Detailed Implementation

[0023] 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. Based on the embodiments of the present utility model, all other embodiments obtained by those of ordinary skill in the art without creative effort are within the protection scope of the present utility model.

[0024] Example 1

[0025] This utility model relates to a landslide reinforcement structure, such as Figure 1 The diagram shows several exploration tunnels 1 extending from the sliding body 5 to the sliding bed 4. The ends of the exploration tunnels 1 are located inside the sliding bed 4. The exploration tunnels 1 are mainly geological exploration tunnels, and their function is to conduct preliminary geological exploration, which can accurately determine the lithology and the location of the sliding surface 6 at different locations.

[0026] like Figure 2 As shown, each exploration tunnel 1 is equipped with a shear-resistant tunnel 2 at a position relative to the slip surface 6. The shear-resistant tunnel 2 includes a vertical shear-resistant tunnel 21 penetrating the slip surface 6 and a lateral shear-resistant tunnel 22 arranged along the side of the slip surface 6. This invention achieves landslide reinforcement from a shear-resistant angle through the vertical shear-resistant tunnel 21, while the lateral shear-resistant tunnel 22 expands the shear-resistant surface, thereby improving the shear-resistant effect. For example, a shear-resistant tunnel 2 with a length of 20 meters and a width of 2 meters only provides shear resistance for a length of 2 meters. However, by adding lateral shear-resistant tunnels 22 on both sides, the shear-resistant range reaches 6 meters, achieving the effect of three shear-resistant tunnels of the same width with a relatively small increase in workload.

[0027] Furthermore, drainage tunnels 3 are set up on both sides of the vertical shear tunnel 21 inside the exploration tunnel 1, and the bottom of the drainage tunnels 3 is lined with concrete.

[0028] Example 2

[0029] To address the technical challenges of high construction costs, long construction periods, and significant slope disturbance associated with traditional anti-slide piles, this innovative solution proposes functional modifications to the existing exploration tunnel (geological exploration tunnel). Landslide reinforcement is achieved by constructing a composite shear-resistant system near the slip surface (6). This design fully utilizes the existing exploration tunnel resources, effectively reducing the volume of new construction, lowering construction difficulty and environmental disturbance. It is particularly suitable for landslide control projects where exploration has been completed but supplementary reinforcement is required. The specific solution is as follows.

[0030] This utility model relates to a landslide reinforcement structure, such as Figure 1 The diagram shows several exploration tunnels 1 extending from the sliding body 5 to the sliding bed 4. The ends of the exploration tunnels 1 are located inside the sliding bed 4. The exploration tunnels 1 are mainly geological exploration tunnels.

[0031] like Figure 2 As shown, each exploratory crater 1 is equipped with a shear-resistant crater 2 at a position relative to the slip surface 6. The shear-resistant crater 2 includes a vertical shear-resistant crater 21 penetrating the slip surface 6 and a lateral shear-resistant crater 22 arranged along the side of the slip surface 6. This invention achieves landslide reinforcement from a shear-resistant angle through the vertical shear-resistant crater 21, while the lateral shear-resistant crater 22 extends along the slip surface in an L-shaped extension structure and is orthogonally arranged to the vertical shear-resistant crater 21. By increasing the effective shear-resistant area (the effective area of ​​a single set of shear-resistant craters is increased by 40%), the stress on the slip surface 6 is three-dimensionally dispersed.

[0032] Furthermore, drainage tunnels 3 are set up on both sides of the vertical shear tunnel 21 inside the exploration tunnel 1, and the bottom of the drainage tunnels 3 is lined with concrete.

[0033] Furthermore, such as Figure 3 As shown, the extension directions of the vertical shear hole 21 and the lateral shear hole 22 are perpendicular to each other. Both the vertical shear hole 21 and the lateral shear hole 22 are cast from concrete. Specifically, C30 early-strength micro-expansion concrete is used for integral casting.

[0034] Example 3

[0035] This utility model relates to a landslide reinforcement structure, such as Figure 1 The diagram shows several exploration tunnels 1 extending from the sliding body 5 to the sliding bed 4. The ends of the exploration tunnels 1 are located inside the sliding bed 4. The exploration tunnels 1 are mainly geological exploration tunnels, which play a key role in the early geological exploration process. They provide important geological information for the subsequent precise implementation of landslide reinforcement measures.

[0036] like Figure 2 As shown, each exploratory tunnel 1 is equipped with a shear-resistant tunnel 2 at a position relative to the sliding surface 6. The shear-resistant tunnel 2 includes a vertical shear-resistant tunnel 21 penetrating the sliding surface 6 and a lateral shear-resistant tunnel 22 arranged along the side of the sliding surface 6. The vertical shear-resistant tunnel 21, from the core angle of shear resistance, can directly withstand the shear force from the sliding body when the landslide body has a tendency to slide, effectively reinforcing the landslide. The lateral shear-resistant tunnel 22, by expanding the shear-resistant surface, enables the overall structure to better resist the landslide force, greatly improving the shear resistance effect. In this embodiment, the vertical shear-resistant tunnel 21 and the lateral shear-resistant tunnel 22 work together to provide a strong guarantee for the stability of the landslide body.

[0037] Furthermore, drainage tunnels 3 are constructed on both sides of the vertical shear tunnel 21 within the exploratory tunnel 1, with the bottom of the drainage tunnels 3 lined with concrete. This enhances the structural strength and durability of the drainage tunnels 3. When seepage occurs within the landslide area, the drainage tunnels 3 can promptly drain the accumulated water, preventing adverse conditions such as increased landslide weight and reduced anti-sliding force due to excessive water accumulation.

[0038] Furthermore, to ensure that the seepage water from the exploratory tunnel 1 can be discharged effectively and promptly, the exploratory tunnel 1 in this embodiment is inclined, with the height of the end of the exploratory tunnel 1 being greater than the height of the beginning end, and the inclination slope being 1% to 3%. This slope setting ensures that the seepage water can flow smoothly to the exploratory tunnel outlet under the action of gravity, while avoiding excessive pressure on the exploratory tunnel structure due to an excessively steep slope, thus achieving a perfect balance between drainage function and structural stability.

[0039] In this embodiment, the exploratory tunnels 1 are arranged in a quincunx matrix, with one row every 15m along the landslide direction and an 8m spacing between rows. The length of a single tunnel is determined according to the thickness of the landslide mass (18-22m in this embodiment). All exploratory tunnels 1 maintain a 1.5% uphill slope (0.3m higher at the end than at the beginning), which satisfies drainage requirements and facilitates the entry and exit of construction equipment.

[0040] Example 4

[0041] This utility model relates to a landslide reinforcement structure, such as Figure 1 The diagram shows several exploration tunnels 1 extending from the sliding body 5 to the sliding bed 4. The ends of the exploration tunnels 1 are located inside the sliding bed 4. The exploration tunnels 1 are mainly geological exploration tunnels.

[0042] like Figure 2 As shown, each exploration tunnel 1 is provided with a shear-resistant tunnel 2 at a position relative to the sliding surface 6. The shear-resistant tunnel 2 includes a vertical shear-resistant tunnel 21 that penetrates the sliding surface 6 and a lateral shear-resistant tunnel 22 that is arranged along the side of the sliding surface 6. This utility model achieves the effect of landslide reinforcement from the shear angle through the vertical shear-resistant tunnel 21, and the function of the lateral shear-resistant tunnel 22 is to expand the shear-resistant action surface, thereby improving the shear resistance effect.

[0043] Furthermore, drainage tunnels 3 are set up on both sides of the vertical shear tunnel 21 inside the exploration tunnel 1, and the bottom of the drainage tunnels 3 is lined with concrete.

[0044] Furthermore, in order to ensure that the seepage water in the exploratory hole 1 can be discharged in a timely and effective manner, the exploratory hole 1 in this embodiment is set at an angle, and the height of the end of the exploratory hole 1 is greater than the height of the beginning of the exploratory hole 1, with an inclination slope of 1% to 3%.

[0045] Furthermore, such as Figure 3 As shown, several steel anchor rods 23 are installed inside the shear hole 2, and the steel anchor rods 23 are installed perpendicular to the sliding surface 6.

[0046] To ensure the stability of the steel anchor rod 23 and the shear resistance of the shear hole 2, the distance between adjacent steel anchor rods 23 is equal.

[0047] Example 5

[0048] This utility model relates to a landslide reinforcement structure, such as Figure 1The diagram shows several exploration tunnels 1 extending from the sliding body 5 to the sliding bed 4. The ends of the exploration tunnels 1 are located inside the sliding bed 4. The exploration tunnels 1 are mainly geological exploration tunnels.

[0049] like Figure 2 As shown, each exploration tunnel 1 is provided with a shear-resistant tunnel 2 at a position relative to the sliding surface 6. The shear-resistant tunnel 2 includes a vertical shear-resistant tunnel 21 that penetrates the sliding surface 6 and a lateral shear-resistant tunnel 22 that is arranged along the side of the sliding surface 6. This utility model achieves the effect of landslide reinforcement from the shear angle through the vertical shear-resistant tunnel 21, and the function of the lateral shear-resistant tunnel 22 is to expand the shear-resistant action surface, thereby improving the shear resistance effect.

[0050] Furthermore, drainage tunnels 3 are constructed on both sides of the vertical shear tunnel 21 within the exploration tunnel 1, with the bottom of the drainage tunnels 3 lined with concrete. The sides and top of the drainage tunnels 3 are not lined with concrete, but local support is adopted for areas with poor rock quality. The purpose is to facilitate the seepage of water from rock fissures into the interior of the drainage tunnels 3 along the tunnel roof and sidewalls.

[0051] Furthermore, the drainage hole 3 includes a slide bed drainage hole 31 and a slide body drainage hole 32. The slide bed drainage hole 31 is located on the side of the vertical shear hole 21 near the slide bed 4, and the slide body drainage hole 32 is located on the side of the vertical shear hole 21 near the slide body 5. The slide bed drainage hole 31 and the slide body drainage hole 32 are connected by several drainage pipes 33.

[0052] This invention fills the area around the slip surface with concrete, forming a hollow slip surface drainage hole 31 inside and a slip body drainage hole 32 outside. The bottom is only lined. Compared with the traditional method of filling the entire anti-shear (slip) hole and then collecting and draining water through drainage pipes, this invention improves the water collection and drainage effect, reduces the water saturation of the slip surface, further increases the anti-slip ability, and also reduces the cost of concrete pouring.

[0053] Example 6

[0054] This utility model relates to a landslide reinforcement structure, such as Figure 1 The diagram shows several exploration tunnels 1 extending from the sliding body 5 to the sliding bed 4. The ends of the exploration tunnels 1 are located inside the sliding bed 4. The exploration tunnels 1 are mainly geological exploration tunnels.

[0055] like Figure 2 As shown, each exploration tunnel 1 is provided with a shear-resistant tunnel 2 at a position relative to the sliding surface 6. The shear-resistant tunnel 2 includes a vertical shear-resistant tunnel 21 that penetrates the sliding surface 6 and a lateral shear-resistant tunnel 22 that is arranged along the side of the sliding surface 6. This utility model achieves the effect of landslide reinforcement from the shear angle through the vertical shear-resistant tunnel 21, and the function of the lateral shear-resistant tunnel 22 is to expand the shear-resistant action surface, thereby improving the shear resistance effect.

[0056] Furthermore, drainage tunnels 3 are constructed on both sides of the vertical shear tunnel 21 within the exploration tunnel 1, with the bottom of the drainage tunnels 3 lined with concrete. The sides and top of the drainage tunnels 3 are not lined with concrete, but local support is adopted for areas with poor rock quality. The purpose is to facilitate the seepage of water from rock fissures into the interior of the drainage tunnels 3 along the tunnel roof and sidewalls.

[0057] Furthermore, the drainage hole 3 includes a slide bed drainage hole 31 and a slide body drainage hole 32. The slide bed drainage hole 31 is located on the side of the vertical shear hole 21 near the slide bed 4, and the slide body drainage hole 32 is located on the side of the vertical shear hole 21 near the slide body 5. The slide bed drainage hole 31 and the slide body drainage hole 32 are connected by several drainage pipes 33.

[0058] Furthermore, such as Figure 4 As shown, several drainage pipes 33 pass through the shear hole 2, and the drainage pipes 33 are located inside the concrete lining at the bottom of the drainage hole 3.

[0059] Finally, it should be noted that in this document, the terms "comprising," "including," or any other variations thereof are intended to cover non-exclusive inclusion, such that a process, method, article, or apparatus that comprises a list of elements includes not only those elements but also other elements not expressly listed, or elements inherent to such a process, method, article, or apparatus. Without further limitation, an element defined by the phrase "comprising one..." does not exclude the presence of other identical elements in the process, method, article, or apparatus that includes said element.

[0060] The various embodiments in this specification are described in a progressive manner, with each embodiment focusing on the differences from other embodiments. The same or similar parts between the various embodiments can be referred to each other.

[0061] The above description of the disclosed embodiments enables those skilled in the art to make or use this application. Various modifications to these embodiments will be readily apparent to those skilled in the art, and the general principles defined herein may be implemented in other embodiments without departing from the spirit or scope of this application. Therefore, this application is not to be limited to the embodiments shown herein, but is to be accorded the widest scope consistent with the principles and novel features disclosed herein.

Claims

1. Landslide reinforcement structure, characterized in that, The application relates to a tunnel (1) extending from a slide body (5) to a slide bed (4), wherein the end of the tunnel (1) is located in the slide bed (4), a shear hole (2) is arranged in the tunnel (1) relative to a slide surface (6), the shear hole (2) comprises a vertical shear hole (21) penetrating through the slide surface (6) and a lateral shear hole (22) arranged laterally along the slide surface (6). Drainage holes (3) are arranged on both sides of the vertical shear hole (21) in the tunnel (1), and the bottom of the drainage holes (3) is lined with concrete.

2. The landslide reinforcing structure according to claim 1, wherein The extending direction of the vertical shear hole (21) and the extending direction of the lateral shear hole (22) are perpendicular to each other.

3. The landslide reinforcing structure according to claim 1, wherein The vertical shear hole (21) and the lateral shear hole (22) are both formed by pouring concrete.

4. The landslide reinforcing structure according to claim 1, wherein The tunnel (1) is arranged in an inclined manner, the height of the end of the tunnel (1) is greater than the height of the starting end of the tunnel (1), and the inclination gradient is 1%-3%.

5. The landslide reinforcing structure according to claim 1, wherein A plurality of steel anchor rods (23) are arranged in the shear hole (2), and the steel anchor rods (23) are arranged vertically to the slide surface (6).

6. The landslide reinforcing structure according to claim 5, wherein The distance between adjacent steel anchor rods (23) is equal.

7. The landslide reinforcing structure according to claim 1, wherein The drainage holes (3) comprise slide bed drainage holes (31) and slide body drainage holes (32), the slide bed drainage holes (31) are located on the side of the vertical shear hole (21) close to the slide bed (4), the slide body drainage holes (32) are located on the side of the vertical shear hole (21) close to the slide body (5), and the slide bed drainage holes (31) and the slide body drainage holes (32) are connected through a plurality of drainage pipes (33).

8. The landslide reinforcing structure according to claim 7, wherein The plurality of drainage pipes (33) pass through the shear hole (2), and the drainage pipes (33) are located in the concrete lining the bottom of the drainage holes (3).

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