Composite anti-slide pile structure for reinforcing soil slope of a storage area and construction method thereof

Abstract

A kind of composite anti-slide pile structure for reinforcing reservoir area soil slope, characterized in that it comprises vertical section, horizontal section and anchor rod;The anchor rod is horizontal, the tail end thereof is connected with the head end of the horizontal section as a whole, is punched into the river side slope together with the horizontal section from the bottom soil layer of river channel, and the anchor rod penetrates into the rock-soil inside of the deep part of slope body;The vertical section is vertically connected to the horizontal section along the river side slope, and forms a composite anti-slide pile structure of inverted T type with the horizontal section and the anchor rod;After the reservoir water level drops, the slope body sliding force acts on the vertical section, the horizontal force received by the vertical section is transferred to the horizontal section and the anchor rod through the pile body, and the horizontal section and the anchor rod interact with the soil body to limit the horizontal rotation of the anti-slide pile.

Description

TECHNICAL FIELD

[0001] The present application belongs to the technical field of water conservancy construction, and particularly relates to a composite anti-slide pile structure for reinforcing a soil slope in a reservoir area and a construction method thereof. BACKGROUND

[0002] In a reservoir area, the water level often changes greatly. During the rapid drawdown stage, the water level in the slope lags behind the change of the reservoir water level, resulting in a seepage force directed outward from the slope. Moreover, the water level change leads to a significant decrease in the strength of the soil, which significantly reduces the stability of the slope in the reservoir area as the water level drops. Once a landslide occurs, it will seriously endanger the safety of the lives and property of the surrounding residents and the normal operation of the reservoir. A safe and feasible slope reinforcement scheme is needed.

[0003] Anti-slide piles and anchor rods are commonly used support forms in slope support projects in reservoir areas. They are widely used because of their mature construction technology, good reinforcement effect, and other advantages. However, due to the decrease in soil strength and the influence of seepage force during water level changes, the soil strength in the pile area decreases significantly, which cannot provide effective support and anchoring for traditional straight anti-slide piles. Therefore, the traditional one-pile-one-anchor form will have excessive horizontal deformation of the anti-slide pile and the anchor rod will not work effectively under this working condition, resulting in poor reinforcement effect of the slope. Therefore, a slope reinforcement structure type that is more suitable for this working condition is needed.

[0004] In patent CN110952573A, an L-shaped anti-slide pile for reinforcing a soil slope in a water level change zone and a construction method thereof are disclosed. A horizontal pile perpendicular to the slope is poured into the base of the landslide, the outer end of the horizontal pile is connected to the lower end of the vertical pile, and the vertical pile penetrates the base and the sliding surface from bottom to top and deep into the sliding body. It improves the reinforcement effect and stability of the anti-slide pile under the condition of water level change according to the stress characteristics of the anti-slide pile for reinforcing the slope in the water level change zone. However, the horizontal pile is difficult to extend into the rock-soil interior, and when multiple anti-slide piles are arranged, they are difficult to effectively correlate with each other. SUMMARY

[0005] In order to overcome the shortcomings of the prior art, the purpose of the present application is to provide a composite anti-slide pile structure for reinforcing a soil slope in a reservoir area and a construction method thereof, to improve the reinforcement ability of the soil slope in the reservoir area where the water level changes frequently.

[0006] In order to achieve the above-mentioned purpose, the technical scheme adopted by the present application is:

[0007] A composite anti-slide pile structure for reinforcing a soil slope in a reservoir area, characterized in that it comprises a vertical section, a horizontal section, and an anchor rod.

[0008] The tail end of the anchor rod is connected with the head end of the horizontal section as a whole, and the anchor rod and the horizontal section are jointly punched into the river bank slope from the soil layer at the bottom of the river channel, and the anchor rod penetrates into the rock-soil inside the deep slope body;

[0009] The vertical section is vertically connected with the horizontal section along the river bank slope, and the horizontal section and the anchor rod form a composite anti-slide pile structure in the shape of inverted T;

[0010] After the reservoir water level drops, the slope body sliding force acts on the vertical section, and the horizontal force on the vertical section is transferred to the horizontal section and the anchor rod through the pile body, and the horizontal section and the anchor rod interact with the soil body to limit the horizontal rotation of the anti-slide pile.

[0011] In one embodiment, the diameter of the horizontal section is greater than the diameter of the vertical section, and the horizontal section and the anchor rod are perpendicular to the direction of the river bank slope.

[0012] In one embodiment, the anchor rod pipe wall has holes, which are tightly combined with the surrounding soil body after pressure grouting, and jointly resist the outward sliding force.

[0013] In one embodiment, horizontal bottom beams are arranged between the exposed heads of adjacent horizontal sections, horizontal top beams are arranged between adjacent vertical sections, and river bank slope surface beams are arranged between the vertical sections and the exposed heads of the corresponding horizontal sections.

[0014] In one embodiment, the horizontal section and the vertical section are both steel pipe reinforced concrete piles, a vertical passage is arranged at the insertion position of the vertical section on the outer steel pipe of the horizontal section, the vertical passage is just capable of accommodating the steel pipe of the vertical section, and the head end of the horizontal section is a variable cross-section structure, that is, the cross-section gradually decreases to the size of the anchor rod, so as to be connected with the anchor rod.

[0015] In one embodiment, the vertical passage and the outer steel pipe of the horizontal section are completely sealed, the inside of the horizontal section is a closed space, and the vertical passage is prevented from entering the horizontal section when the pressure pile passes through.

[0016] In one embodiment, the horizontal section is reinforced at the insertion position of the vertical section, and the cross-section stiffness is increased; and the vertical section completely extends into the vertical passage and is inserted into the soil body at a certain depth of the lower part of the horizontal section.

[0017] The application also provides a construction method of the composite anti-slide pile structure for reinforcing the soil slope of the reservoir area, and the steps are as follows:

[0018] Step 1, in the factory, the outer steel pipe parts of the vertical section, the horizontal section and the anchor rod are processed, and the steel bars are arranged in the outer steel pipe of the horizontal section;

[0019] Step 2, on the site, the integrated structure of the horizontal section and the anchor rod is punched into the rock-soil body at the design elevation of the river bank slope;

[0020] Step 3, the concrete is poured into the outer steel tube of the anchor rod and the horizontal section by pressure grouting, and is cured;

[0021] Step 4, the outer steel tube of the vertical section is pushed into the designed position, and is punched into the designed elevation through the reserved channel of the horizontal section, then the reinforcement cage is fixed in the outer steel tube of the vertical section, the concrete is poured and cured.

[0022] In one embodiment, the construction method further comprises:

[0023] Step 5, the horizontal top beam between the vertical sections and / or the horizontal bottom beam between the horizontal sections and / or the river bank slope surface beam between the vertical section and its corresponding horizontal section is made as needed.

[0024] In one embodiment, the integral structure of the horizontal section and the anchor rod and the outer steel tube of the vertical section are all mechanically pushed in.

[0025] Compared with the prior art, the present application has the following beneficial effects: 1) suitable for reservoir area landslide treatment caused by frequent water level changes; 2) simple structure design, easy to process and manufacture; 3) as the traditional pile foundation construction method, the construction technology is mature. BRIEF DESCRIPTION OF DRAWINGS

[0026] Figure 1 is the outer steel tube schematic diagram of the integral structure of the horizontal section and the anchor rod of the present application.

[0027] Figure 2 is the schematic diagram of pushing the outer steel tube of the integral structure of the horizontal section and the anchor rod into the soil layer.

[0028] Figure 3 is the schematic diagram of pouring the concrete into the outer steel tube of the integral structure of the horizontal section and the anchor rod.

[0029] Figure 4 is the outer steel tube schematic diagram of the vertical section of the present application.

[0030] Figure 5 is the schematic diagram of pushing the outer steel tube of the vertical section into the soil layer and through the vertical channel.

[0031] Figure 6 is the schematic diagram of pouring the concrete into the outer steel tube of the vertical section.

[0032] Figure 7 is the structure schematic diagram after the construction of the present application is completed. DETAILED DESCRIPTION

[0033] For the purpose of promoting the understanding of the present application, the present application will be more fully described by referring to the attached drawings. The embodiments of the present application are shown in the drawings. However, the present application can be realized in many different forms and should not be construed as limited to the embodiments set forth herein. Rather, these embodiments are provided so that this disclosure will be thorough and complete. It is noted that the scope of the present application is defined by the appended claims.

[0034] 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 application belongs. The terminology used in the description of the application herein is for the purpose of describing particular embodiments only and is not intended to be limiting of the application.

[0035] Please refer to FIG. Figures 1-7 The present application proposes a composite anti-slide pile structure for reinforcing soil slope of reservoir area, which is suitable for reinforcing soil slope of reservoir area with variable water level, and comprises a vertical section 3, a horizontal section 1 and an anchor rod 2.

[0036] The horizontal section 1 and the anchor rod 2 are both horizontal and located on the same straight line, the tail end of the anchor rod 2 is connected with the head end of the horizontal section 1 to form an integrated structure. The integrated structure is punched into the river channel slope 5 from the river channel bottom soil layer 6, and the anchor rod 2 penetrates into the rock-soil inside the deep part of the slope body. The tail end of the horizontal section 1 is basically flush with the river channel slope 5, and can slightly protrude. The horizontal section 1 and the anchor rod 2 are perpendicular to the trend of the river channel slope 5.

[0037] The vertical section 3 is connected vertically downward on the river channel slope 5 to the horizontal section 1, and forms a reverse T-shaped structure support form in combination with the horizontal section 1 and the anchor rod 2, that is, the composite anti-slide pile structure of the present application.

[0038] In the structure, the horizontal section 1 and the anchor rod 2 can be hierarchically arranged at different heights on the same vertical plane, and the design elevation thereof is referred to Figure 2 , Figure 3 , Figure 5 , Figure 6 and Figure 7A in the figure, which can be selected according to different environments. At different heights, the tail end of the horizontal section 1 can be appropriately exposed, but the head end of the anchor rod 2 should extend into the rock-soil inside the deep part of the slope body. According to the structure, after the reservoir water level drops, the sliding force of the slope body acts on the vertical section 3, the sliding force on the vertical section 3 is converted into the bending moment and horizontal force on the horizontal section 1, the horizontal force on the vertical section 3 is transferred to the horizontal section 1 and the anchor rod 2 through the pile body, and finally to the deep part of the slope body. Because the contact area of the horizontal section 1 and the anchor rod 2 with the soil is large, the interaction between them and the soil limits the horizontal rotation of the anti-slide pile. At the same time, the anchor rod 2 integrated with the horizontal section 1 penetrates into the rock-soil inside, and together with the horizontal section 1, it bears the action of the outward pulling force, which significantly improves the ability of the anti-slide pile to resist horizontal sliding. The combination of the vertical section 3 with the horizontal section 1 and the horizontal anchor rod 2 greatly improves the effect of the anti-slide pile and the anti-sliding ability of the entire reinforced area, thereby enhancing the stability of the slope and preventing landslides.

[0039] In some embodiments of the present application, the vertical section 3 and the horizontal section 1 are both steel pipe reinforced concrete piles. The vertical section 3 is constructed by driving the outer steel pipe into the soil layer, i.e., using machinery to press the outer steel pipe into the soil layer. The vertical section 3 extends into the horizontal section 1 and is integrated with the horizontal section 1. The outer steel pipe of the horizontal section 1 is provided with a vertical passage 4 at the insertion position of the vertical section 3, which is just large enough for the steel pipe of the vertical section 3 to pass through. The vertical passage 4 is preferably a structure that penetrates from top to bottom. The head end of the horizontal section 1 is a variable cross-section structure, i.e., the cross-section gradually decreases to the size of the anchor rod at a certain depth, so as to be connected with the anchor rod 2. The anchor rod 2 is driven into the deep part of the rock-soil and is formed into an anchor rod structure by pressure deep grouting. The construction method is simple, and the structures are combined with each other, so that the strength of the soil in a larger range around is utilized, the ability to withstand the horizontal sliding force is greatly improved, and the stability of the slope is greatly enhanced.

[0040] In some embodiments of the present application, the integrated structure of the horizontal section 1 and the anchor rod 2 is constructed at the design elevation of the slope body, and the outer steel pipe of the horizontal section 1 and the anchor rod 2 are driven into the design depth by machinery. The diameter of the horizontal section 1 is larger than that of the vertical section 3, the outer steel pipe of the horizontal section 1 is provided with a vertical passage 4, the vertical passage 4 and the outer steel pipe of the horizontal section 1 are completely sealed, the inside of the horizontal section 1 is a closed space, which prevents the soil from entering the horizontal section 1 when the pressure pile passes through the vertical passage 4, the diameter of the vertical passage 4 is slightly larger than that of the steel pipe of the vertical section 3, which facilitates the insertion and construction of the vertical section 3. The flatness of the horizontal section 1 and the position of the passage 4 should be accurately positioned.

[0041] In some embodiments of the present application, the horizontal section 1 can be reinforced with variable cross-section at the insertion of the vertical section 3, increasing the cross-section stiffness. The outer steel tube of the horizontal section 1 is internally fixed with horizontal tensile reinforcement, the number and diameter of which are arranged according to the strength design and construction needs. After the horizontal section 1 penetrates into the soil to a certain depth, the cross-section becomes the anchor 2, which has holes on the tube wall and is tightly combined with the surrounding soil after pressure grouting, resisting the outward sliding force together. The anchor 2 and the horizontal section 1 integrated with it are grouted by pressure grouting, and the hole of the anchor 2 is cleaned before grouting. The length and cross-section size of the horizontal section 1 and the anchor 2 are determined according to the actual engineering conditions.

[0042] In some embodiments of the present application, the vertical section 3 is pressed into the soil by mechanical static pressure, and is completely inserted into the vertical channel 4 reserved in the outer steel tube of the horizontal section 1, and can be inserted into the lower soil to a certain depth. After being pressed, a steel cage is placed inside and concrete is poured.

[0043] In some embodiments of the present application, it is obvious that multiple composite anti-slide pile structures of the present application can be provided, in which the tail end of the horizontal section 1 is exposed a little, and the exposed heads of adjacent horizontal sections 1 can be connected by horizontal bottom beams 9. Similarly, adjacent vertical sections 3 can be connected by horizontal top beams 7 between their top ends. In a single composite anti-slide pile structure, the top end of the vertical section 3 and the exposed head of the horizontal section 1 can be connected by a river slope surface beam 8, which is obviously arranged in close contact with the surface of the river slope 5. It is easy to understand that the horizontal bottom beam 9, the horizontal top beam 7 and the river slope surface beam 8 described above can be concrete beams or reinforced concrete beams, which can be arbitrarily combined and arranged, and this is determined according to the engineering needs. The steel structure used in the horizontal section 1, the anchor 2 and the vertical section 3 needs to be well protected against corrosion.

[0044] In the application, the horizontal section 1 and the vertical section 3 take the outer steel pipes as guide pipes and can be prefabricated in a factory. The pile is pressed into the soil by using static pressure method, and the pile has a compaction effect on the surrounding soil. The on-site construction mainly includes pressing the pile and grouting, and the method is the same as the traditional pile foundation construction, and the construction technology is mature and difficult. The outer steel pipe of the vertical section 3 is inserted into the outer steel pipe of the horizontal section 1, the vertical section 3 and the horizontal section 1 support each other, and the stability is greatly improved. The sliding force on the vertical section 3 is transferred to the horizontal section 1 in the form of torque and horizontal force, the horizontal section 1 has strong bending resistance, and the tension of the anchor rod 2 offsets the influence of the horizontal force, so that the structure is reasonably designed. The anchor rod 2 and the outer steel pipe of the horizontal section 1 are integrally prefabricated in the factory, so that the anchor rod fixing measures are saved, and the anchor rod is simple to manufacture and convenient to construct. The surrounding soil strength of the horizontal section 1 is reduced after the water level in the reservoir area is lowered, the tension of the anchor rod 2 is used, and the strength of the deeper rock-soil body is used, so that the application is suitable for the reservoir landslide treatment with variable water level. The method of combining the horizontal section 1 and the anchor rod 2 with the vertical section 3 can convert the horizontal sliding force into the deep part of the slope, and has the same effect as the traditional structure of combining the vertical long pile with the anchor rod, and different processes can be selected according to actual working conditions.

[0045] Reference Figures 1-7 The specific construction steps of the application are as follows:

[0046] 1. Construction of the horizontal section 1 and the anchor rod 2

[0047] (1) In the factory, the integrated structure of the outer steel pipe of the horizontal section 1 and the anchor rod 2 is prefabricated, a vertical channel 4 is reserved, and the reinforcement in the outer steel pipe of the horizontal section 1 can be arranged according to the actual engineering needs;

[0048] (2) In the field, the integrated structure of the horizontal section 1 and the anchor rod 2 is pushed into the rock-soil body at the design elevation of the river slope 5 by using a machine, so as to ensure the straightness of the axis of the horizontal section 1 and the accuracy of the design penetration depth; the structure is cleaned;

[0049] (3) The anchor rod 2 and the outer steel pipe of the horizontal section 1 are filled with concrete by using pressure grouting and are cured.

[0050] 2. Construction of the vertical section 3

[0051] (4) In the factory, the outer steel pipe of the vertical section 3 is prefabricated, and the steel reinforcement cage can be made on site or prefabricated in the factory.

[0052] (5) In the field, the outer steel pipe of the vertical section 3 is driven into the design position and penetrates through the vertical channel 4 reserved in the horizontal section 1 to the design elevation;

[0053] (6) The steel reinforcement cage is lowered and fixed in the outer steel pipe of the vertical section 3, and the concrete is poured and cured.

[0054] 3. Construction of the coupling beam

[0055] (7) The horizontal top beam 7 between the vertical sections 3 and / or the horizontal bottom beam 9 between the horizontal sections 1 and / or the river bank slope surface beam 8 between the vertical sections 3 and their corresponding horizontal sections 1 can be made as required.

[0056] In the above steps, the factory links, i.e. (1) and (4), can be prefabricated, and on site, step (2) is obviously performed first, then step (5), followed by step (6), and step (7) can be performed as appropriate.

[0057] The above construction processes are all existing processes, and the anchor rod 2 can be extended into the deep rock-soil.

Claims

1. A composite anti-slide pile structure for reinforcing soil slopes in reservoir areas, characterized in that, It includes a vertical section (3), a horizontal section (1), and an anchor bolt (2); The anchor rod (2) is horizontal, and its tail end is connected to the head end of the horizontal section (1) as one piece. Together with the horizontal section (1), it is driven into the river slope (5) from the bottom soil layer (6) of the river channel, and the anchor rod (2) extends deep into the rock and soil inside the slope. The vertical section (3) is vertically connected to the horizontal section (1) along the riverbank slope (5), forming an inverted T-shaped composite anti-slide pile structure with the horizontal section (1) and the anchor (2); After the reservoir water level drops, the slope sliding force acts on the vertical section (3). The horizontal force on the vertical section (3) is transferred to the horizontal section (1) and the anchor (2) through the pile. The horizontal section (1) and the anchor (2) interact with the soil to restrict the horizontal rotation of the anti-slide pile. The diameter of the horizontal section (1) is greater than the diameter of the vertical section (3), and the horizontal section (1) and the anchor (2) are perpendicular to the direction of the riverbank slope (5); Both the horizontal section (1) and the vertical section (3) are made of steel pipe wall reinforced concrete cast-in-place piles. The external steel pipe of the horizontal section (1) is provided with a vertical channel (4) at the insertion part of the vertical section (3). The vertical channel (4) can just accommodate the steel pipe of the vertical section (3) to pass through. The head end of the horizontal section (1) is a variable cross-section structure, that is, the cross-section gradually shrinks to the size of the anchor rod (2) to connect with the anchor rod (2). The horizontal section (1) is reinforced with a variable cross section at the insertion point of the vertical section (3) to increase the cross section stiffness; the vertical section (3) extends completely into the vertical channel (4) and is inserted into the lower soil of the horizontal section (1) to a certain depth.

2. The composite anti-slide pile structure for reservoir slope reinforcement according to claim 1, characterized in that, The anchor rod (2) has holes in its pipe wall. After pressure grouting, it is tightly bonded to the surrounding soil to jointly resist the outward sliding force.

3. The composite anti-slide pile structure for reservoir slope reinforcement according to claim 1, characterized in that, A horizontal bottom beam (9) is set between the outcrops of adjacent horizontal sections (1), a horizontal top beam (7) is set between adjacent vertical sections (3), and a riverbank slope surface beam (8) is set between the outcrops of the vertical section (3) and its corresponding horizontal section (1).

4. The composite anti-slide pile structure for reservoir slope reinforcement according to claim 1, characterized in that, The external steel pipes of the vertical channel (4) and the horizontal section (1) are completely sealed, and the interior of the horizontal section (1) is a closed space to prevent soil from entering the horizontal section (1) when the piles pass through the vertical channel (4).

5. The construction method of the composite anti-slide pile structure for reservoir slope reinforcement as described in claim 1, characterized in that, The steps are as follows: Step (1): In the factory, the external steel pipe parts of the vertical section (3), the horizontal section (1) and the anchor rod (2) are processed, and reinforcement is placed in the external steel pipe of the horizontal section (1). Step (2): On site, the integrated structure of the horizontal section (1) and the anchor (2) is pushed into the soil and rock body at the design elevation of the riverbank slope (5); Step (3): Pressure grouting is used to fill concrete into the steel pipes outside the anchor rod (2) and horizontal section (1) and cure it. Step (4): Insert the external steel pipe of the vertical section (3) into the design position, pass through the reserved channel (4) of the horizontal section (1) and drive it into the design elevation. Then fix the steel cage inside the external steel pipe of the vertical section (3), pour concrete and cure it.

6. The construction method according to claim 5, characterized in that, Also includes: Step (5) involves constructing, as needed, a horizontal top beam (7) between vertical segments (3) and / or a horizontal bottom beam (9) between horizontal segments (1) and / or a riverbank slope surface beam (8) between vertical segments (3) and their corresponding horizontal segments (1).

7. The construction method according to claim 5 or 6, characterized in that, The integrated structure of the horizontal section (1) and the anchor rod (2) as well as the external steel pipe of the vertical section (3) are all mechanically jacked in.

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