Reservoir inundation area accumulation body treatment water permeability structure

Abstract

The utility model discloses a reservoir inundated area accumulation body treatment water permeability structure which comprises an anti-sliding retaining wall arranged on a slope toe of an unstable accumulation body, a block stone foot protection structure is arranged at the bottom of the retaining wall on the outer side of the anti-sliding retaining wall, and a plurality of anti-sliding steps are arranged on the slope surface of a slope of the unstable accumulation body. Inverted filter geotextile is laid on the surface of the anti-skid step, a back pressure backfill structure is arranged on the anti-skid step, and a dry stone protective surface structure is arranged on the surface of the back pressure backfill structure. The reservoir accumulation body is treated in a presser foot mode, the whole structure has water permeability, underground water in the accumulation body can be drained in time according to the water level change condition of the reservoir area, large seepage pressure is prevented from being formed in the accumulation body, and the stability of the accumulation body is effectively guaranteed; and an effective treatment structure is provided for the treatment of the accumulation body in the submerged area of the reservoir. The problems that an existing accumulation body treatment scheme is poor in water stability and cannot adapt to long-term water immersion of accumulation bodies in a reservoir submerging area, and the stability is mainly affected by water storage are solved.

Description

Technical Field

[0001] The utility model relates to a water permeable structure for managing an accumulation body in a reservoir flooded area, belonging to the technical field of slope protection and reinforcement. Background Art

[0002] After the reservoir is filled with water, the accumulation bodies in the submerged area are affected by the water storage, the geotechnical mechanical parameters are reduced, the stability is reduced, and the safety of the structures on the accumulation bodies is affected.

[0003] Avoidance and control measures can be taken for geological disasters of accumulation bodies. Avoidance measures are mainly considered in the project site selection. Affected by conditions such as terrain, geology and project planning, engineering measures must be adopted to control accumulation bodies that cannot be avoided. The control plan for accumulation bodies mainly adopts treatment methods such as top slope cutting, bottom loading, and anti-slide piles. The invention patent CN117090230A applied for by MCC Chengdu General Survey and Research Institute Co., Ltd. discloses a construction method of an emergency and permanent reinforcement system for the control of landslides in water-rich accumulation bodies. Steel pipe piles and anchor rods are used to form a support system to facilitate the rapid restoration of mountain road traffic and reduce the impact of landslides on mountain traffic roads. It can be used as both a temporary reinforcement system and a permanent reinforcement system. The utility model patent CN211773609U jointly applied by Gansu Geological Disaster Prevention Engineering Exploration and Design Institute and Lanzhou University of Technology discloses a loose accumulation body landslide anti-slide pile wall protection structure, including several vertical grouting flower pipes evenly arranged downward within the pile hole range before the pile hole is excavated, several oblique grouting flower pipes evenly driven into the hole wall after the pile hole is excavated, and reinforced concrete panels arranged around the hole wall, the latter two forming a whole. The soil characteristics of large-scale landslides in loose accumulation bodies can improve the safety of anti-slide piles in the construction process of large-scale landslides in loose accumulation bodies. The utility model patent CN205242353U applied for by China Power Engineering Group Guiyang Survey and Design Institute Co., Ltd. discloses a deep accumulation slope supporting structure, which includes a deep accumulation slope; two rows of staggered circular-section reinforced concrete piles are arranged at a position close to the river channel on the inclined surface of the deep accumulation slope; the tops of the two rows of staggered circular-section reinforced concrete piles are provided with pile top concrete connecting beams, the top surfaces of the pile top concrete connecting beams are connected to the concrete slope, a slope top road is constructed between the top of the concrete slope and the deep accumulation slope, and a drainage ditch is provided on the side of the slope top road close to the deep accumulation slope.

[0004] However, the slope cutting at the top of the accumulation body is prone to cause dangers such as falling rocks, and is only applicable to situations where there are no important structures on the accumulation body. In addition, the amount of slope cutting excavation is generally large, which seriously damages the ecological environment. Anti-slide piles are expensive, and for accumulation bodies with large thickness and deep dangerous sliding surfaces, they cannot reach an effective anchoring depth, and their scope of application is limited. Loading the bottom of the accumulation body is an effective accumulation body management solution, generally in the form of earth and stone pressure foot protection. Compared with general accumulation bodies, accumulation bodies in reservoir inundation areas have the characteristic that their stability is closely related to the water storage level. The instability of accumulation bodies in reservoir inundation areas is generally caused by the reduction of soil mechanical parameters under the water storage level. Conventional earth and stone pressure foot protection has poor water stability after water storage, and is easily affected by water scouring and seepage, which leads to its own instability. Therefore, there is currently a lack of an effective structure and method for the management of accumulation bodies in reservoir inundation areas. Summary of the invention

[0005] The purpose of the utility model is to provide a permeable structure for managing accumulation bodies in flooded areas of reservoirs, so as to solve the problems that the existing accumulation body management schemes have poor water stability, cannot adapt to the long-term immersion of accumulation bodies in flooded areas of reservoirs, and the stability is mainly affected by water storage.

[0006] The technical solution of the utility model is: a permeable structure for managing an accumulation body in a flooded area of ​​a reservoir, comprising an anti-skid retaining wall arranged at the foot of a slope of an unstable accumulation body, a block stone foot protection structure arranged at the bottom of the outer retaining wall of the anti-skid retaining wall, a plurality of anti-skid steps arranged on the slope surface of the unstable accumulation body, an anti-skid geotextile anti-filter layer paved on the surface of the anti-skid steps, a counter-pressure backfill structure arranged on the anti-skid steps, and a dry stone facing structure arranged on the surface of the counter-pressure backfill structure.

[0007] In the aforementioned permeable structure for managing accumulation bodies in the flooded area of ​​a reservoir, the anti-sliding retaining wall structure adopts a gravity type, the back wall adopts a vertical type, and the front wall adopts a 1:1 slope.

[0008] In the aforementioned permeable structure for managing accumulation bodies in flooded areas of reservoirs, the anti-slip retaining wall is formed by stacking gabion cages, and gabion cage connecting steel bars are arranged between the gabion cages.

[0009] In the aforementioned permeable structure for managing accumulation bodies in a reservoir inundation area, the anti-slip step has a width of ≥2m and is set with a slope of 2% to 4% inclined inward.

[0010] In the aforementioned permeable structure for managing accumulation bodies in the flooded area of ​​a reservoir, the counter-pressure backfill structure uses large stones as a skeleton, and graded crushed stones to fill the gaps.

[0011] Beneficial effects of the utility model: Compared with the prior art, the utility model has the following beneficial effects:

[0012] (1) The utility model adopts a foot-pressing method to manage the accumulation body in the reservoir area. The overall structure is water-permeable. According to the water level changes in the reservoir area, the groundwater in the accumulation body can be discharged in time to avoid the formation of a large osmotic pressure in the accumulation body, effectively ensure the stability of the accumulation body, and provide an effective management structure for the management of accumulation bodies in the flooded area of ​​the reservoir.

[0013] (2) The utility model adopts foot pressure protection to manage the accumulation body in the reservoir area, which improves the overall stability and local stability of the deep accumulation body. In addition, the overall structure does not require excavation of the slope, which has little impact on the ecological environment.

[0014] (3) The utility model is provided with a plurality of anti-slip steps on the slope surface, which effectively prevents the overall backfill structure from sliding along the slope surface.

[0015] (4) The utility model provides an anti-filtration layer between the slope soil and the backfill material, which can discharge groundwater while preventing soil loss in the accumulation body, thereby effectively ensuring the stability of the accumulation body.

[0016] (5) The anti-sliding retaining wall set at the foot of the slope adopts a stacked structure of gabions, which is water-permeable and can effectively adapt to the softening deformation of the retaining wall foundation caused by long-term immersion in reservoir water, thereby preventing shear damage to the anti-sliding retaining wall. Connecting steel bars are set between the gabions. Thus, the integrity between the gabions is enhanced while retaining the flexible deformation capacity of the gabions.

[0017] (6) The utility model provides a stone foot guard outside the anti-slip retaining wall to prevent the foundation of the anti-slip retaining wall from being eroded and hollowed out by water flow, thereby ensuring the stability of the overall structure. BRIEF DESCRIPTION OF THE DRAWINGS

[0018] Figure 1 It is a schematic diagram of the structural elevation of the utility model;

[0019] Figure 2 This is a schematic diagram of the gabion stone cage structure of the utility model;

[0020] Figure 3 It is a schematic diagram of the anti-skid step of the utility model.

[0021] In the figure: 1-unstable accumulation body, 2-ground line of accumulation body, 3-anti-slip steps, 4-anti-filter geotextile, 5-anti-pressure backfill structure, 6-anti-slip retaining wall, 7-stone footing structure, 8-dry stone facing structure, 9-gabion stone cage connecting steel bars, 10-gabion stone cage. DETAILED DESCRIPTION

[0022] The present invention is further described below in conjunction with the accompanying drawings and embodiments, but they are not intended to limit the present invention.

[0023] Embodiment of the utility model: a water permeable structure for managing accumulation bodies in flooded areas of a reservoir, such as Figure 1-3 As shown, it includes an anti-slip retaining wall 6 arranged at the foot of the slope of the unstable accumulation body 1, a block stone foot protection structure 7 is arranged at the bottom of the outer retaining wall of the anti-slip retaining wall 6, a plurality of anti-slip steps 3 are arranged on the slope surface of the unstable accumulation body 1, the surface of the anti-slip steps 3 is paved with an anti-filter layer geotextile 4, a counter-pressure backfill structure 5 is arranged on the anti-slip steps 3, and the surface of the counter-pressure backfill structure 5 is arranged with a dry stone facing structure 8.

[0024] In the structure of the utility model, an anti-slip retaining wall 6 is first built at the foot of the slope of the unstable accumulation body 1 to provide support for the subsequent backfilling of the slope surface; then the permeable backfill structure, the counter-pressure backfill structure 5, is backfilled, and the stability of the permeable backfill structure is further improved by arranging a dry stone facing structure 8 on the surface of the counter-pressure backfill structure 5. The dry stone facing structure 8 can protect the backfill material of the counter-pressure backfill structure 5 and maintain the permeability of the entire structure. The dry stone facing structure 8 and the anti-slip retaining wall 6 form an effective reinforcement structure to enhance the stability of the unstable accumulation body 1. The anti-slip step 3 can prevent the backfill material of the counter-pressure backfill structure 5 from sliding along the slope surface; the anti-filter geotextile 4 can prevent the soil particles of the unstable accumulation body 1 from being lost due to the influence of pore water. The block stone foot protection structure 7 can prevent the foundation of the anti-slip retaining wall 6 from being eroded and hollowed out by water flow.

[0025] The anti-slip retaining wall 6 adopts a gravity structure, the back wall adopts an upright structure, and the front wall adopts a 1:1 slope to ensure the anti-slip and anti-overturning stability of the anti-slip retaining wall 6.

[0026] The anti-slip retaining wall 6 is formed by stacking gabions 10, which are flexible in deformation and can effectively adapt to the softening deformation of the foundation of the anti-slip retaining wall 6 caused by long-term immersion in reservoir water, thereby preventing the anti-slip retaining wall 6 from being sheared. Gabions connecting steel bars 9 are arranged between the gabions 10 to strengthen the integrity of the anti-slip retaining wall 6.

[0027] The anti-slip step 3 has a width of ≥2m and is set with a slope of 2% to 4% inward, so as to enhance the integrity of the backfill structure 5 and the slope.

[0028] The back-pressure backfill structure 5 uses large stones as a skeleton, and graded crushed stones to fill the gaps.

[0029] The utility model Figure 1 As shown, it is composed of anti-skid steps 3, anti-filter geotextile 4, anti-pressure backfill structure 5, anti-skid retaining wall 6, block stone foot protection structure 7, and dry stone facing structure 8. In more detail, the anti-skid retaining wall 6 is set at the foot of the slope of the unstable accumulation body 1, the block stone foot protection structure 7 is set outside the anti-skid retaining wall 6, the anti-pressure backfill structure 5 is set between the inner side of the anti-skid retaining wall 6 and the accumulation body ground line 2, and the dry stone facing structure 8 is set on the surface of the anti-skid backfill structure 5. Figure 3It is a schematic diagram of an anti-slip step 3. By excavating an anti-slip step 3 on an unstable accumulation body 1, the filler of the back-pressure backfill structure 5 is accumulated on the anti-slip step 3 to improve the bonding between the overall structure and the unstable accumulation body 1. A filter layer geotextile 4 is arranged on the anti-slip step 3.

[0030] Figure 2 yes Figure 1 Schematic diagram of the gabion structure in the anti-slide retaining wall 6, the anti-slide retaining wall 6 is formed by stacking gabion cages 10, the back wall is upright, and the front wall adopts a 1:1 slope to ensure the anti-slide and anti-overturning stability of the anti-slide retaining wall 6. The gabion cages 10 are connected by gabion cage connecting steel bars 9 to strengthen the integrity of the anti-slide retaining wall.

[0031] The structure of the utility model is implemented according to the following steps:

[0032] Step 1: First, excavate an anti-skid step 3 on the lower slope of the unstable accumulation body 1. The anti-skid step 3 needs to be set with a slope of 2% to 4% inward to improve the integration of the overall structure and the unstable accumulation body 1;

[0033] Step 2: Lay the anti-filter geotextile 4 on the anti-slip step 3 to prevent the soil in the slope from being lost due to seepage;

[0034] Step 3: construct an anti-sliding retaining wall 6 at the foot of the unstable accumulation body 1 to provide support for the subsequent slope pressure backfilling. The anti-sliding retaining wall 6 and the counter-pressure backfill structure 5 are synchronously implemented in layers. The anti-sliding retaining wall 6 is formed by stacking gabions 10, and gabions 10 are connected by gabions connecting steel bars 9;

[0035] Step 4: a block stone footing structure 7 is provided at the bottom of the outer retaining wall of the anti-slip retaining wall 6;

[0036] Step 5: A dry stone facing structure 8 is provided on the surface of the counter-pressure backfill structure 5 .

Claims

1. A permeable structure for treating accumulation bodies in a reservoir flooded area, characterized by: The invention comprises an anti-slip retaining wall (6) arranged at the foot of the slope of an unstable accumulation body (1), a stone foot protection structure (7) being arranged at the bottom of the outer retaining wall of the anti-slip retaining wall (6), a plurality of anti-slip steps (3) being arranged on the slope surface of the unstable accumulation body (1), a filter layer geotextile (4) being laid on the surface of the anti-slip steps (3), a back pressure backfill structure (5) being arranged on the anti-slip steps (3), and a dry stone facing structure (8) being arranged on the surface of the back pressure backfill structure (5).

2. A water permeable structure for treating accumulation bodies in flooded areas of a reservoir according to claim 1, characterized in that: The anti-slip retaining wall (6) adopts a gravity structure, the back wall adopts a vertical structure, and the front wall adopts a 1:1 slope.

3. A water permeable structure for treating accumulation bodies in flooded areas of a reservoir according to claim 1, characterized in that: The anti-slip retaining wall (6) is formed by stacking gabion cages (10), and gabion cage connecting steel bars (9) are arranged between the gabion cages (10).

4. A water permeable structure for treating accumulation bodies in flooded areas of a reservoir according to claim 1, characterized in that: The anti-slip step (3) has a width of ≥2m and is provided with a slope of 2% to 4% inclined inwards.

5. The water permeable structure for treating accumulation bodies in flooded areas of a reservoir according to claim 1, characterized in that: The back-pressure backfill structure (5) uses large stones as the skeleton, and graded crushed stones to fill the gaps.

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