CN107503362A - A kind of compound antiskid piling wall retaining structure and construction method suitable for reservoir stability - Google Patents

Abstract

The invention relates to a composite anti-slide pile wall support structure and construction method suitable for reservoir bank slopes, the structure includes anti-slide pile groups and retaining walls, and the anti-slide pile groups are vertically arranged on the retaining wall and the reservoir bank The retaining wall is supported between the slopes, and the upper end of the anti-slide pile group is fixedly connected with the bottom end of the retaining wall, and the lower end of the anti-slide pile group extends downwards and is embedded and fixed under the sliding belt of the reservoir bank slope. Anti-skid ground. The present invention can meet the anti-sliding stability requirements by embedding the anti-sliding pile group in the anti-sliding stratum below the sliding surface of the reservoir bank slope, and adopts the method of pile top gravity concrete retaining wall to make the lower grouting The anti-slide pile group is integrated with the soil around the pile, and is connected with the upper gravity retaining wall to form a composite anti-slide pile wall, which has good integrity and optimizes the spatial effect from the structure to make the force more reasonable.

Description

A Composite Anti-sliding Pile Wall Support Structure and Construction Method Applicable to Reservoir Bank Slope

technical field

The invention relates to the technical field of geological disaster prevention and control engineering of reservoir bank wading slopes, in particular to a composite anti-sliding pile wall support structure and construction method suitable for reservoir bank slopes.

Background technique

The level of my country's hydropower construction ranks among the top in the world. For example, the completed Three Gorges Project is the largest water conservancy hub in the world. However, while the Three Gorges and other water conservancy projects have brought us good social and economic benefits such as flood control and power generation, they have also aggravated the crisis in the reservoir area. Geological disasters, among which reservoir collapse is one of the most common engineering geological disasters. At present, the commonly used reservoir bank slope control measures are mostly similar to mountain slopes, such as slope cutting and unloading, anti-slide piles, retaining walls, etc. Since the reservoir bank slope is a wading slope and the water level is greatly affected by the operation of the reservoir water level, when the treatment range of the reservoir bank slope is below the water level and the depth of the landslide body (bank collapse) is relatively large, slope cutting and unloading, Treatment measures such as anti-slide piles and retaining walls need to be implemented below the water level. In the existing technology, it is difficult to excavate the foundation pit to stop water, the cost is high and the construction risk is high. Reservoir bank slope needs an efficient and low-cost treatment measure.

Contents of the invention

The technical problem to be solved by the present invention is to aim at the deficiencies of the above-mentioned prior art, to provide a kind of structure with good integrity, fast construction speed and small construction work surface, which is suitable for wading slopes, especially the bank slopes of strong permeable rock and soil reservoirs. Composite anti-slide pile wall retaining structure and construction method.

The technical solution of the present invention to solve the above technical problems is as follows: a composite anti-slide pile wall support structure suitable for reservoir bank slopes, including anti-slide pile groups and retaining walls, the anti-slide pile groups are vertically arranged on the The retaining wall is supported between the retaining wall and the bank slope, and the upper end of the anti-slide pile group is fixedly connected with the bottom end of the retaining wall, and the lower end of the anti-slide pile group Embedded in the anti-slip stratum below the sliding zone of the reservoir bank slope.

The beneficial effect of the present invention is that: the composite anti-slide pile wall support structure of the present invention can meet the anti-slide stability requirements by embedding the slide pile group in the anti-slide formation below the slide zone of the reservoir bank slope , using the method of pile top gravity concrete retaining wall, so that the lower grouting anti-slide pile group is integrated with the soil around the pile, and connected with the upper gravity retaining wall to form a composite anti-slide pile wall. The performance is good, and the space effect is optimized structurally to make the force more reasonable. In addition, the structural construction does not require large-scale excavation, the mechanical construction area is small, the construction speed is fast, and the safety is good, especially the emergency rescue project is faster and more reliable. The structure is not only economical, but also has good mechanical performance and strong anti-skid ability.

On the basis of above-mentioned technical scheme, the present invention can also be improved as follows:

Further: the anti-sliding pile group includes a plurality of cast-in-place piles and a plurality of jet-spray piles, the plurality of cast-in-place piles and a plurality of jet-spray piles are arranged in parallel and staggered arrays, and the upper ends of the plurality of cast-in-place piles extend upward into the In the retaining wall, the tops of the plurality of jet grouting piles are fixedly connected to the bottom end of the retaining wall, and the lower ends of the plurality of cast-in-situ piles and the plurality of jet grouting piles are respectively embedded and fixed on the reservoir bank In the anti-sliding stratum below the slope sliding zone, the length of the cast-in-place pile located in the slippery stratum is longer than the length of the jet grouting pile located in the anti-sliding stratum.

The beneficial effect of the above-mentioned further scheme is: the overall rigidity of the composite foundation soil can be improved well through the cast-in-place pile and the jet grouting pile, the cast-in-place pile is deeply embedded in the anti-slip stratum below the bank slope slip zone, and the jet-grouting pile extends The quality of the cast-in-situ piles is ensured below the sliding zone of the storage bank slope, and the spatial effect is optimized structurally, making the stress more reasonable.

Further: the cast-in-place pile is made of H-shaped steel and cement mortar, and the upper end of the H-shaped steel is anchored into the retaining wall, and the lower end of the H-shaped steel is inserted into the slope below the slope of the bank. In the anti-skid stratum, the top of the cement mortar is fixedly connected with the bottom end of the retaining wall, and the lower end extends downward into the anti-skid stratum below the bank slope slip zone.

The beneficial effect of the above further solution is: by anchoring the upper end of the H-shaped steel into the retaining wall, the cast-in-situ pile is firmly connected with the retaining wall, ensuring the integrity of the composite anti-slide pile wall support , improve the stability of the entire composite anti-slide pile wall support.

Further: the retaining wall is a composite reinforced concrete structure made of steel cages and concrete stone pouring, and the steel cage is located at the lower part of the reinforced concrete structure, and the upper end of the H-shaped steel extends upward into the reinforced concrete structure inside, and the reinforcement cage is fixedly connected with the part of the H-shaped steel extending into the reinforced concrete structure.

The beneficial effect of the above further scheme is: by extending the upper end of the H-shaped steel upward into the reinforced concrete structure, and extending the steel cage and the H-shaped steel into the inner periphery of the reinforced concrete structure, the welded , so that the retaining wall can not only play the role of connecting beams, improve the overall stiffness of the composite anti-slide pile wall support, but also exert pressure on the anti-slide pile group to resist large landslide thrust.

Further: the outer surface of the retaining wall is coated with waterproof paint.

The beneficial effect of the above further scheme is: by coating the outer surface of the retaining wall with waterproof paint, to ensure that the retaining wall is not affected by the periodic immersion of reservoir water and groundwater, and to improve the corrosion resistance of the retaining wall, The structural stability of the retaining wall is enhanced.

Further: the retaining wall is provided with a plurality of one-way drainage channels, the plurality of one-way drainage channels are distributed along the thickness direction of the retaining wall and run through the retaining wall, the one-way drainage The channel is set at an included angle with the horizontal direction, and the end of the one-way drainage channel close to the reservoir canal is lower than the end close to the water source in the bank slope of the reservoir.

The beneficial effect of the above further scheme is: by setting the one-way drainage channel, the water in the bank slope of the reservoir can be drained into the reservoir canal, and during the water level rise of the reservoir canal, due to the one-way conduction performance of the drainage hole, the reservoir can be prevented from being drained. The water in the canal entered the slope body and caused soaking and softening of the sliding zone.

Further: the bottom of the retaining wall is provided with a concrete cushion, the steel cage is located above the concrete cushion, and the upper end of the H-shaped steel passes upward through the concrete cushion and then extends into the reinforced concrete structure inside, and the part of the H-shaped steel located inside the reinforced concrete structure is fully welded with the reinforcement cage.

The beneficial effect of the above further solution is: by setting the concrete cushion, the pouring effect of the anti-slide pile group and the quality of the retaining wall after forming can be ensured, and the stability of the retaining wall can be further improved.

The present invention also provides a construction method for the composite anti-sliding pile wall support structure suitable for reservoir bank slopes, the method comprising:

Step 1: Set the anti-slide pile group vertically at the front edge of the reservoir bank slope slide zone;

Step 2: binding the reinforcement cage, and fixedly connecting the reinforcement cage with the upper end of the anti-slide pile group;

Step 3: formwork is carried out on the outer periphery of the steel cage, and concrete stones are poured to form a retaining wall;

Step 4: coating the outer surface of the retaining wall with a waterproof paint layer to complete the construction.

The construction method of the composite anti-slide pile wall support structure of the present invention can meet the anti-slide stability requirements by embedding the slide pile group in the anti-slide formation below the slope of the reservoir bank. The way of concrete retaining wall makes the lower grouting type anti-slide pile group integrated with the soil around the pile, and connects with the upper gravity type retaining wall to form a compound anti-slide pile wall, which has good integrity and is structurally The space effect is optimized to make the force more reasonable. In addition, the structural construction does not require large-scale excavation, the mechanical construction area is small, the construction speed is fast, and the safety is good, especially the emergency rescue project is faster and more reliable. The structure is not only economical, but also has good mechanical performance and strong anti-skid ability.

On the basis of above-mentioned technical scheme, the present invention can also be improved as follows:

Further: said step 1 specifically includes:

Step 11: Set a plurality of rotary grouting piles in rows at intervals at the front edge of the reservoir bank slope slide zone;

Step 12: A plurality of cast-in-place piles are arranged in a row at the front edge of the bank slope slip belt, and the cast-in-place piles are arranged in parallel and staggered arrays with the rotary grouting piles under the bank slope slide belt. in the slippery stratum, and the length of the cast-in-place pile in the anti-slip stratum is greater than the length of the jet grouting pile in the anti-skid stratum, wherein the jet jet pile adopts single-weight tube jet jetting, and the cement slurry The water-cement ratio is 1:1.

The beneficial effect of the above further scheme is: by arranging the cast-in-place pile and the rotary grouting pile at the front edge of the slope of the reservoir bank, the overall stiffness of the composite foundation soil can be well improved, and the cast-in-place pile embedded in the reservoir bank slope In the anti-sliding stratum below the sliding zone, the jet grouting piles extend below the sliding zone on the bank slope of the reservoir to ensure the pile quality of the cast-in-situ piles, optimize the spatial effect from the structure, and make the force more reasonable.

Further: in the step 12, setting a plurality of cast-in-place piles specifically includes:

Mechanical follower drilling is adopted at the front edge of the bank slope slip belt to form drill holes interlaced with the rotary jetting, and insert H-shaped steel downwards in each of the drill holes to the anti-corrosion In the slippery ground, and the upper part of the H-shaped steel is exposed to the ground;

Carry out two consecutive groutings to each of the boreholes, and inlay and fix the H-shaped steel in the boreholes corresponding to the bank slope slip belt to form cast-in-place piles, wherein the grouting pressure is 0.3 -1.5MPa, water-cement ratio 0.55.

The beneficial effect of the above further solution is: drilling holes are formed by mechanical drilling, and H-shaped steel is inserted downward into the anti-skid formation in each of the holes, and two holes are carried out on each of the holes. The secondary grouting can make the H-shaped steel firmly fixed in the sliding belt of the slope on the bank of the reservoir, and can withstand a large landslide thrust.

Description of drawings

Fig. 1 is the top view of the composite anti-sliding pile wall support structure applicable to the reservoir bank slope of the present invention;

Fig. 2 is a sectional view of structure A-A in Fig. 1;

Fig. 3 is the composite anti-slide pile wall retaining structure that is applicable to reservoir bank slope of the present invention controls reservoir bank landslide structure schematic diagram;

Fig. 4 is a cross-sectional view of B-B structure in Fig. 2 .

In the accompanying drawings, the list of parts represented by each label is as follows:

1. Anti-slide pile group, 2. Cast-in-place pile, 3. Retaining wall, 4. Spraying pile, 5. Cement mortar, 6. H-shaped steel, 7. Reinforcement cage, 8. Concrete stone, 9. Waterproof coating layer, 10. Concrete cushion, 11. Water level line of reservoir bank slope, 12. Reservoir bank slope slip belt, 13. One-way drainage channel.

detailed description

The principles and features of the present invention are described below in conjunction with the accompanying drawings, and the examples given are only used to explain the present invention, and are not intended to limit the scope of the present invention.

As shown in Figures 1-4, a composite anti-slide pile wall support structure suitable for reservoir bank slopes includes anti-slide pile groups 1 and retaining walls 3, and the anti-slide pile groups 1 are vertically arranged on the The retaining wall 3 is supported between the retaining wall 3 and the slope surface of the reservoir bank, and the upper end of the anti-slide pile group 1 is fixedly connected with the bottom end of the retaining wall 3, and the anti-slide The lower end of the pile group 1 is embedded and fixed downward in the anti-sliding stratum below the sliding zone of the reservoir bank slope.

The composite anti-sliding pile wall supporting structure of the present invention can meet the anti-sliding stability requirements by embedding the sliding pile group in the anti-sliding stratum below the sliding zone of the bank slope of the reservoir, and adopts the pile top gravity concrete The method of retaining wall makes the lower grouting anti-slide pile group integrated with the soil around the pile, and connects with the upper gravity retaining wall to form a composite anti-slide pile wall, which has good integrity and is structurally optimized. The space effect is eliminated to make the force more reasonable. In addition, the structural construction does not require large-scale excavation, the mechanical construction area is small, the construction speed is fast, and the safety is good, especially the emergency rescue project is faster and more reliable. The structure is not only economical, but also has good mechanical performance and strong anti-skid ability.

In this embodiment, the anti-sliding pile group 1 includes a plurality of cast-in-place piles 2 and a plurality of jet-spray piles 4, the plurality of cast-in-place piles 2 and the plurality of jet-spray piles 4 are arranged in parallel and staggered arrays, and the plurality of cast-in-place piles The upper ends of the piles 2 respectively extend upwards into the retaining wall 3, the tops of the plurality of jet grouting piles 4 are fixedly connected to the bottom of the retaining wall 3, the plurality of cast-in-place piles 2 and the plurality of The lower ends of the rotary grouting piles 4 are respectively embedded downwards in the anti-sliding stratum below the bank slope slip zone 12, and the length of the cast-in-place pile 2 located in the slippery stratum is longer than that of the rotary grouted pile 4 located in the anti-sliding stratum. The length of the slippery formation. The overall rigidity of the composite foundation soil can be improved very well by the cast-in-place pile 2 and the jet-grouting pile 4. The cast-in-place pile 2 is deeply embedded in the anti-slip stratum below the slope slip zone 12 of the reservoir bank, and the jet-grouting pile 4 extends into the reservoir bank. Slope below 12 to ensure the pile quality of cast-in-situ piles, optimize the space effect structurally, and make the force more reasonable.

In practice, the diameter of the cast-in-place pile 2 is 150-200 mm, the horizontal distance is 1-1.5 m, and the lower end of the cast-in-place pile 2 extends downward into the anti-slide formation below the bank slope slip zone 12, so The cast-in-place pile 2 is 0.5m above the ground, and the horizontal distance between the cast-in-place pile 2 and the adjacent rotary grouting pile 4 is 0.5m.

The diameter of the rotary grouting pile 4 is 500mm, and the horizontal distance between two adjacent rotary grouting piles 4 in each row of the rotary grouting piles 4 is 1-1.5m. The horizontal distance between them is 1.2-1.5m, and the depth of the said jet grouting piles 4 extending downwards into the anti-sliding formation below the bank slope slip zone 12 is 3-5m, and a plurality of said jet grouting piles 4 are in the form of quincunx-shaped distribution, and the rotary spraying pile 4 adopts single-weight pipe rotary spraying.

In this embodiment, the cast-in-place pile 2 is made by pouring H-shaped steel 6 and cement mortar 5, and the upper end of the H-shaped steel 6 is anchored into the retaining wall 3, and the lower end of the H-shaped steel 6 is inserted into the In the anti-skid stratum below the bank slope slip belt 12, the top of the cement mortar 5 is fixedly connected to the bottom end of the retaining wall 3, and the lower end extends downward into the anti-slide layer below the bank slope slide belt 12. In slippery ground. By anchoring the upper end of the H-shaped steel 6 into the retaining wall 3, the cast-in-situ pile 2 is firmly connected to the retaining wall 3, ensuring the integrity of the composite anti-sliding pile wall support and improving the overall composite structure. Stability of anti-slide pile wall retaining. It can be seen from the foregoing description that the depth at which the upper end of the H-shaped steel 6 is anchored into the retaining wall 3 is 0.5m, which ensures the integrity of the composite anti-slide pile wall support.

In this embodiment, the retaining wall 3 is a composite reinforced concrete structure made by pouring a steel cage 7 and concrete stones 8, and the steel cage 7 is located at the lower part of the reinforced concrete structure, and the upper end of the H-shaped steel 6 It extends upward into the reinforced concrete structure, and the reinforcement cage 7 is fixedly connected with the part of the H-shaped steel 6 extending into the reinforced concrete structure. By extending the upper end of the H-shaped steel 6 upwards into the reinforced concrete structure, and extending the steel cage 7 and the H-shaped steel 6 into the inner periphery of the reinforced concrete structure for full length welding, the retaining wall 3 can not only play the role of connecting beams, improve the overall rigidity of the composite anti-slide pile wall support, but also apply pressure to the anti-slide pile group 1 to resist larger landslide thrust.

In practice, the height of the reinforcement cage 7 is 700-1000 mm, and the reinforcement cage 7 is fully welded to the perimeter of the H-shaped steel above the ground.

Preferably, in the above embodiment, the outer surface of the retaining wall 3 is coated with waterproof paint 9 . By coating the waterproof paint 9 on the outer surface of the retaining wall 3, to ensure that the retaining wall 3 is not affected by the periodic immersion of reservoir water and groundwater, the corrosion resistance of the retaining wall 3 is improved, and the retaining wall is enhanced. Structural stability of earth wall 3. Here, the waterproof coating is a polymer cement waterproof coating.

Preferably, in the above embodiment, the retaining wall 3 is provided with a plurality of one-way drainage channels 13, and the plurality of one-way drainage channels 13 are distributed in an array along the thickness direction of the retaining wall 3 and run through In the retaining wall 3 , the one-way drainage channel 13 is set at an angle with the horizontal direction, and the end of the one-way drainage channel 13 close to the reservoir canal is lower than the end close to the water source in the slope of the reservoir bank. By setting the one-way drainage channel 13, the water in the bank slope of the reservoir can be drained into the reservoir canal. During the rising process of the water level of the reservoir canal, due to the one-way conduction performance of the drainage holes, the water in the reservoir canal can be prevented from entering the slope and causing Soaking softens the slide.

In practice, the distance between two adjacent one-way drainage channels 13 in the horizontal direction and the distance between two adjacent one-way drainage channels 13 in the vertical direction are both 2m, After the plurality of one-way drainage channels 13 are set, the retaining wall 3 is poured to form a composite reinforced concrete structure of concrete stone 8 .

Preferably, in the above embodiment, the bottom of the retaining wall 3 is provided with a concrete cushion 10, the steel cage 7 is located above the concrete cushion 10, and the upper end of the H-shaped steel 6 passes upward through the The concrete cushion 10 extends into the reinforced concrete structure, and the part of the H-shaped steel 6 located in the reinforced concrete structure is fully welded with the reinforcement cage 7 . By setting the concrete cushion 10, the pouring effect of the anti-slide pile group 1 and the quality of the retaining wall 3 after forming can be ensured, and the stability of the retaining wall 3 can be further improved. Here, the thickness of the concrete cushion 10 is 100 mm, and a C20 concrete cushion is used.

The present invention also provides a construction method for the composite anti-sliding pile wall support structure suitable for reservoir bank slopes, the method comprising:

Step 1: vertically set the anti-slide pile group 1 at the front edge of the bank slope slide belt 12;

Step 2: binding the reinforcement cage 7, and fixedly connecting the reinforcement cage 7 with the upper end of the anti-slide pile group 1;

Step 3: formwork is carried out on the outer periphery of the steel cage 7, and concrete stones 8 are poured to form the retaining wall 3;

Step 4: coating the waterproof paint layer 9 on the outer surface of the retaining wall 3 to complete the construction.

The construction method of the composite anti-slide pile wall support structure of the present invention can meet the anti-slide stability requirements by embedding the slide pile group in the anti-slide formation below the slope of the reservoir bank. The way of concrete retaining wall makes the lower grouting type anti-slide pile group integrated with the soil around the pile, and connects with the upper gravity type retaining wall to form a compound anti-slide pile wall, which has good integrity and is structurally The space effect is optimized to make the force more reasonable. In addition, the structural construction does not require large-scale excavation, the mechanical construction area is small, the construction speed is fast, and the safety is good, especially the emergency rescue project is faster and more reliable. The structure is not only economical, but also has good mechanical performance and strong anti-skid ability.

Preferably, in the above embodiment, the step 1 specifically includes:

Step 11: arranging a plurality of rotary grouting piles 4 in rows at intervals at the leading edge of the bank slope slide belt 12;

Step 12: A plurality of cast-in-place piles 2 are arranged in a row at the front edge of the bank slope belt 12, and the cast-in-place piles 2 and the rotary grouting piles 4 are arranged in a parallel and staggered array on the bank slope slide The length of the cast-in-place pile 2 located in the anti-sliding formation is greater than the length of the jet grouting pile 4 located in the anti-sliding formation.

By arranging the cast-in-place pile 2 and the rotary grouting pile 4 at the front edge of the reservoir bank slope sliding belt 12, the overall stiffness of the composite foundation soil can be well improved, and the cast-in-place pile 2 is deeply embedded in the reservoir bank slope sliding belt 12. In the anti-sliding stratum below, the rotary grouting pile 4 extends below the sliding zone 12 of the reservoir bank slope to ensure the pile quality of the cast-in-situ pile, optimize the space effect from the structure, and make the force more reasonable.

Here, the jet grouting pile 4 adopts a single pipe jet jetting, and the water-cement ratio of the cement slurry is 1:1.

Preferably, in the step 12, setting a plurality of cast-in-situ piles 2 specifically includes:

Step 121: Drilling at the front edge of the reservoir bank slope slide belt 12 using a mechanical follower to form boreholes interlaced with the rotary jetting 4, and insert H into each of the boreholes downward. The shaped steel 6 enters the anti-skid formation, and the upper part of the H-shaped steel 6 is exposed to the ground;

Step 122: Carry out two consecutive groutings to each of the boreholes, and inlay and fix the H-shaped steel 6 in the boreholes corresponding to the bank slope slide belt 12 to form cast-in-situ piles 2 .

By adopting mechanical follow-up pipe drilling to form boreholes, and inserting H-shaped steel 6 downwards into the anti-skid formation in each of the boreholes, and performing continuous grouting on each of the boreholes, it is possible to make the The H-shaped steel 6 is firmly fixed in the slope sliding belt 12 on the bank of the reservoir, and can withstand a relatively large landslide thrust. Here, two consecutive groutings are performed, the first grouting adopts normal pressure grouting, and the second grouting is carried out after 3-4 hours, the grouting pressure is 0.3-1.5MPa, and the water-cement ratio is 0.55.

Preferably, in the above embodiment, before the step 2, a concrete cushion 10 is provided on the upper end of the anti-slide pile group 1, so that the upper end of the cast-in-place pile 2 passes through the concrete cushion 10 upwards Then stretch into the reinforced concrete structure, and then fully weld the part of the bound steel cage 7 and cast-in-place pile 2 into the reinforced concrete structure. After the concrete stone 8 is poured, the upper end of the jet grouting pile 4 is fixedly connected to the bottom end of the retaining wall 3 .

As shown in FIG. 3 , in practice, an experiment was carried out according to the above-mentioned method. On the bank slope of a Three Gorges Reservoir area, the rock and soil are mainly backfilled gravel sand and fully weathered granite with block stones. The predicted width of bank collapse is 59.6-74.6m, which endangers the safety of the buildings on the top of the slope and needs to be treated. Most of the bank The treatment range is located at the lower part of the water level line 11 of the 175m reservoir. The above-mentioned composite anti-slide pile wall support structure is used as the main treatment method for the slope, and H-shaped steel 6 is built into the cast-in-place pile, high-pressure rotary grouting pile 4 is arranged between the piles, and the gravity concrete retaining wall 3 on the top of the pile is used to make the lower part The grouting type anti-slide pile group 1 is integrated with the soil around the pile, and connected with the upper gravity retaining wall 3 to form a composite anti-slide pile wall support. The secondary high-pressure grouting of the cast-in-place pile 2 and the rotary grouting pile 4 between the piles can well improve the overall stiffness of the composite foundation soil. The rotary grouting pile 4 penetrates 3-5m below the sliding zone 12 of the bank slope of the reservoir, and the space effect is optimized structurally to make the stress more reasonable. The gravity retaining wall 3 is a composite masonry structure of concrete and stone materials 8. The retaining wall 3 can not only play the role of connecting beams through the connection of the pile top H-shaped steel 6 and the steel cage 7, but also improve the support of the composite anti-slide pile wall. The overall rigidity can also apply pressure to the anti-slide pile group 1 to resist the larger landslide thrust, and the exterior of the retaining wall 3 is painted with polymer cement waterproof coating, and the wall is equipped with one-way drainage holes 13, so that the retaining wall 3 does not Affected by periodic immersion of reservoir water and groundwater.

After the construction is completed, the structural diagram of a part of the composite anti-slide pile wall support is shown in Figure 3. Compared with the prior art, the beneficial effect of this embodiment is that the structural construction does not require large-scale excavation, and the mechanical construction work area is small , the construction speed is fast, and the safety is good, especially the emergency rescue project is faster and more reliable. The structure is not only economical, but also has good mechanical performance and strong anti-skid ability.

The above descriptions are only preferred embodiments of the present invention, and are not intended to limit the present invention. Any modifications, equivalent replacements, improvements, etc. made within the spirit and principles of the present invention shall be included in the protection of the present invention. within range.

Claims (10)

1. A kind of 1. compound antiskid piling wall retaining structure suitable for reservoir stability, it is characterised in that:Including antiskid pile group (1) and gear Cob wall (3), the antiskid pile group (1) be vertically arranged in the retaining wall (3) and reservoir stability it is domatic between and support the gear Cob wall (3), and the upper end of the antiskid pile group (1) is fixedly connected with the bottom of the retaining wall (3), the antiskid pile group (1) Lower end be mounted in the antiskid stratum of reservoir stability slide strips (12) below.
2. 2. the compound antiskid piling wall retaining structure according to claim 1 suitable for reservoir stability, it is characterised in that:It is described Antiskid pile group (1) includes multiple bored concrete piles (2) and multiple rotary churning piles (4), the multiple bored concrete pile (2) and multiple rotary churning piles (4) Parallel staggered setting, the upper end of the multiple bored concrete pile (2) extends upwardly into the retaining wall (3) respectively, described more The top of individual rotary churning pile (4) is fixedly connected with the bottom of the retaining wall (3), the multiple bored concrete pile (2) and multiple rotary churning piles (4) lower end is mounted in the antiskid stratum of reservoir stability slide strips (12) below separately down, and the bored concrete pile (2) is located at institute State the length in antiskid stratum and be more than the length that the rotary churning pile (4) is located in the antiskid stratum.
3. 3. the compound antiskid piling wall retaining structure according to claim 2 suitable for reservoir stability, it is characterised in that:It is described Bored concrete pile (2) is poured and is made by H profile steel (6) and cement mortar (5), and the upper end of the H profile steel (6) anchors into the retaining wall (3) in, the lower end of the H profile steel (6) is inserted into the antiskid stratum of the reservoir stability slide strips (12) below, the cement bonded sand Slurry (5) top be fixedly connected with the bottom of the retaining wall (3), lower end extend downwardly into reservoir stability slide strips (12) below resist In sliding stratum.
4. 4. the compound antiskid piling wall retaining structure according to claim 3 suitable for reservoir stability, it is characterised in that:It is described Retaining wall (3) is the composite steel-concrete structure made of steel reinforcement cage (7) and concrete building stones (8) pour, and the reinforcing bar Cage (7) is located at the reinforced concrete structure bottom, and the upper end of the H profile steel (6) extends upwardly into the reinforced concrete structure It is interior, and the steel reinforcement cage (7) is fixedly connected with the part that the H profile steel (6) is stretched into the reinforced concrete structure.
5. 5. the compound antiskid piling wall retaining structure according to claim 4 suitable for reservoir stability, it is characterised in that:It is described Retaining wall (3) outer surface is coated with waterproof coating layer (9).
6. 6. the compound antiskid piling wall retaining structure according to claim 5 suitable for reservoir stability, it is characterised in that:It is described Retaining wall (3) is provided with multiple single slope drainage passages (13), and the multiple single slope drainage passage (13) is along the retaining wall (3) Thickness direction array distribution and run through the retaining wall (3), the single slope drainage passage (13) sets with horizontal direction in angle Put, and close Ku Qu one end of the single slope drainage passage (13) is less than close to water source one end in reservoir stability.
7. 7. the compound antiskid piling wall retaining structure according to claim 6 suitable for reservoir stability, it is characterised in that:It is described The bottom of retaining wall (3) is provided with concrete cushion (10), and the steel reinforcement cage (7) is located at the top of the concrete cushion (10), The upper end of the H profile steel (6) is stretched into the reinforced concrete structure after being upward through the concrete cushion (10), and described H profile steel (6) is located at part and the steel reinforcement cage (7) full weld in the reinforced concrete structure.
8. 8. a kind of construction method for the compound antiskid piling wall retaining structure for being applied to reservoir stability as claimed in claim 7, it is special Sign is that methods described includes：

   Step 1：In reservoir stability slide strips (12), edge is vertically arranged antiskid pile group (1)；

   Step 2：Banding steel cage (7), and the steel reinforcement cage (7) is fixedly connected with the upper end of the antiskid pile group (1)；

   Step 3：Formwork, and casting concrete building stones (8) are carried out in the steel reinforcement cage (7) periphery, form retaining wall (3)；

   Step 4：In the outer surface of the retaining wall (3) coating waterproof coating layer (9), construction is completed.
9. 9. the compound antiskid piling wall retaining structure construction method according to claim 8 suitable for reservoir stability, its feature It is:The step 1 specifically includes：

   Step 11：In reservoir stability slide strips (12), edge is in a row arranged at intervals multiple rotary churning piles (4)；

   Step 12：Multiple bored concrete piles (2), and the bored concrete pile (2) are set in a row in reservoir stability slide strips (12) edge It is parallel with the rotary churning pile (4) it is staggered be arranged in the antiskid stratum of the reservoir stability slide strips (12) below, it is and described Bored concrete pile (2) is located at the length that the length in the antiskid stratum is located at more than the rotary churning pile (4) in the antiskid stratum.
10. 10. the compound antiskid piling wall retaining structure construction method according to claim 9 suitable for reservoir stability, its feature It is, in the step 12, sets multiple bored concrete piles (2) to specifically include：

    Step 121：Mechanical pipe-following drilling is used in reservoir stability slide strips (12) edge, is formed and lives (4) with the churning Staggeredly spaced drilling, and be downwardly into each drilling in H profile steel (6) to the antiskid stratum, and the H Basset on the top of shaped steel (6)；

    Step 122：Slip casting twice in succession is carried out to each drilling, and the H profile steel (6) is mounted in the reservoir stability Corresponding to slide strips (12) in the drilling, bored concrete pile (2) is formed.