Cantilever retaining wall

Abstract

The utility model relates to the field of building construction technology, concretely relates to a cantilever type retaining wall, including wall panel, wall toe board and wall heel board, the wall panel vertical setting, wall toe board and wall heel board set up in the both sides of wall panel respectively, wherein, the intersection of wall toe board and wall heel board both with wall panel is equipped with reinforcing body, the reinforcing body is equipped with reinforcing steel bar in, the lower part of wall panel is equipped with tenon, the tenon is set up and inclines to wall heel board, the retaining wall below is equipped with high pressure rotary jet pile and graded broken stone cushion, the graded broken stone cushion is laid in the downside and the inside and outside of wall toe board and wall heel board, a plurality of drainage channels are equipped on the wall panel, the back of drainage channel is equipped with filter back layer, the filter back layer includes the bagged gravel layer and bagged broken stone layer of alternately arranged. Therefore, can prevent the soil body loss and guarantee the smooth drainage more effectively and more durable.

Description

Technical Field

[0001] This utility model relates to the field of building construction technology, specifically a cantilever retaining wall. Background Technology

[0002] In road engineering, retaining walls are often installed along the sides of the roadbed to support the fill or slope soil and prevent deformation and instability. For conditions where the wall height is between 5 and 10 meters, the soil conditions are poor, and local stone is scarce, cantilever retaining walls are the preferred structural form due to their structural characteristics and material advantages. This type of retaining wall is mainly constructed of reinforced concrete, and its structure typically includes three main parts: the vertical wall (or wall panel), the toe slab, and the heel slab. This structure utilizes the excellent bending resistance of reinforced concrete and enhances overall overturning stability through the weight of the fill on the heel slab. It features a lightweight structure, good stability, and relatively low requirements for foundation bearing capacity, making it particularly suitable for areas where stone is difficult to obtain.

[0003] To ensure timely drainage of groundwater within the backfill behind the retaining wall, effectively reducing soil pressure and preventing adverse effects of hydrostatic pressure on the wall structure, conventional designs typically include multiple drainage holes as drainage channels within the retaining wall. To prevent backfill particles from being lost through these drainage holes with the water flow, a filter layer is usually installed behind the inlet of each drainage hole. Traditional filter layers are typically constructed using graded gravel material.

[0004] However, in practical engineering applications, the aforementioned conventional filter layer structure has significant drawbacks. First, the gradation of the selected filter material may not perfectly match the backfill soil, making it difficult to simultaneously meet the ideal requirements of permeability and soil retention. Second, during construction, especially during backfilling and compaction, the interface between the filter layer and the surrounding soil can easily become confused, or the filter material itself may undergo particle segregation, thereby compromising its intended filtration function. Over time, fine soil particles may gradually clog the pores of the filter layer under the action of water flow or directly penetrate the filter layer into the drainage holes, leading to a decrease in the filtration effect. This not only causes poor drainage from the drainage holes, resulting in a rise in the water level behind the wall and increased earth and water pressure on the retaining wall, affecting the long-term stability of the structure; more importantly, continuous soil loss can hollow out the roadbed, leading to voids and uneven settlement within the roadbed, seriously threatening the structural and traffic safety of the overhead carriageway and posing a potential road traffic safety hazard.

[0005] Therefore, there is room for improvement in the drainage and filtration system of cantilever retaining walls in the existing technology, and there is an urgent need for a technical solution that can more effectively and persistently prevent soil loss and ensure smooth drainage. Utility Model Content

[0006] The purpose of this utility model is to provide a cantilever retaining wall suitable for soft soil areas, which can more effectively and persistently prevent soil erosion and ensure smooth drainage.

[0007] To achieve the above objectives, this utility model provides the following technical solution:

[0008] A cantilever retaining wall includes a wall panel, a toe plate, and a heel plate. The wall panel is vertically arranged, and the toe plate and heel plate are respectively arranged on both sides of the wall panel. Reinforcing elements are provided at the intersections of the toe plate and the wall panel with the wall panel, and reinforcing steel bars are disposed within the reinforcing elements. A tenon is provided at the lower part of the wall panel, and the tenon is offset towards the heel plate. High-pressure jet grouting piles and a graded crushed stone cushion layer are provided below the retaining wall. The graded crushed stone cushion layer is laid on the lower side and inner and outer sides of the toe plate and the heel plate. Multiple drainage channels are provided on the wall panel, and a filter layer is provided behind the drainage channels. The filter layer includes alternating layers of bagged gravel and bagged crushed stone.

[0009] Alternatively, the drainage channel is a PVC drainage pipe with a cross slope of 3-5%.

[0010] Alternatively, the diameter of the PVC drainage pipe is 80-120mm;

[0011] And / or, drainage channels are arranged on the wall panel at vertical spacing of 1-3m and horizontal spacing of 3-5m, with the lowest drainage channel being 20-40cm above the ground.

[0012] Optionally, the thickness and height of the bagged gravel layer are both 40-60cm; the thickness and height of the bagged crushed stone layer are both 40-60cm.

[0013] Optionally, a waterproof sealant layer is provided at the bottom of the lowest bagged gravel layer, the thickness and height of which are both 40-60cm.

[0014] Alternatively, the wall panel, wall toe panel, and wall heel panel may be integrally cast from C30 reinforced concrete.

[0015] Alternatively, the high-pressure jet grouting piles are arranged longitudinally at intervals below the retaining wall foundation.

[0016] Alternatively, the graded crushed stone cushion layer covers the bottom and sidewalls of the wall toe slab and wall heel slab.

[0017] Optionally, the bagged gravel layer and bagged crushed stone layer in the filter layer are provided corresponding to the drainage channel.

[0018] Alternatively, the length of the wall heel plate is greater than the length of the wall toe plate.

[0019] Compared with the prior art, the beneficial effects of this utility model are as follows:

[0020] The above technical solution enhances the rigidity and bearing capacity of key components by adding locally enlarged reinforcing elements and additional reinforcing steel bars, preventing concrete cracking at joints and ensuring reliable force transmission. This results in a more robust integration of the wall panel, toe plate, and heel plate into a unified whole, strengthening their collaborative working ability and improving the overall structural integrity and safety of the retaining wall. The tenon, deeply embedded in the foundation, generates significant passive earth pressure in front of it, forming a powerful reinforcing structure that resists the overall horizontal slippage of the retaining wall. Positioning the tenon closer to the heel plate (i.e., the side closest to the soil) means that the tenon is further away from the point of application of the main thrust (earth pressure) that causes slippage.

[0021] High-pressure jet grouting piles can form a high-strength, water-stable composite foundation, effectively reinforcing the weak soil layer under the retaining wall, improving the bearing capacity of the foundation, and reducing uneven settlement and self-settlement of the wall. A graded crushed stone cushion layer is laid on the underside and inner and outer sides of the base slab, which can evenly distribute the concentrated stress generated by the wall and the superstructure load to the underlying foundation (including the jet grouting pile composite foundation), avoiding excessive local stress. At the same time, the good permeability of the crushed stone layer can promptly drain some of the seepage water in the foundation, preventing the foundation soil from being soaked and softened.

[0022] An alternating layer of bagged gravel and bagged crushed stone creates a sophisticated gradient filtration system. This allows water to flow freely to the drainage holes while effectively preventing fine soil particles from being washed away. The bagging method secures the filter media, preventing material mixing between different layers during construction and use. This ensures the long-term stability and filtration efficiency of the filter layer structure, avoiding voids and settlement behind the wall caused by filter layer failure and soil erosion. This guarantees the long-term effectiveness of the entire drainage system and retaining wall. The resulting high-strength retaining wall structure can support roadbed fill or hillside soil, effectively preventing deformation and instability. Attached Figure Description

[0023] To more clearly illustrate the technical solutions of the exemplary embodiments of this utility model, the drawings used in the embodiments will be briefly described below. It should be understood that the following drawings only show some embodiments of this utility model and should not be considered as a limitation of the scope. For those skilled in the art, other related drawings can be obtained based on these drawings without creative effort. In the drawings:

[0024] Figure 1 A schematic diagram of the structure of the cantilever retaining wall provided by this utility model in one embodiment.

[0025] The attached diagram shows the markings and corresponding component names: 1-wall panel, 11-tenon, 2-toe plate, 3-heel plate, 4-drainage channel, 5-high-pressure jet grouting pile, 6-graded crushed stone cushion layer, 71-bagged gravel layer, 72-bagged crushed stone layer, 8-waterproof mortar layer. Detailed Implementation

[0026] The present invention will be further described below with reference to the accompanying drawings and specific embodiments. It should be noted that while the description of these embodiments is intended to aid in understanding the present invention, it does not constitute a limitation thereof. The specific structural and functional details disclosed herein are only for describing exemplary embodiments of the present invention. However, the present invention may be embodied in many alternative forms and should not be construed as being limited to the embodiments described herein.

[0027] According to a specific embodiment of this disclosure, a cantilever retaining wall is provided. Wherein, Figure 1 Specific embodiments thereof are shown.

[0028] See Figure 1 As shown, the cantilever retaining wall includes a wall panel 1, a toe plate 2, and a heel plate 3. The wall panel 1 is vertically arranged, and the toe plate 2 and the heel plate 3 are respectively arranged on both sides of the wall panel 1. Reinforcing bodies are provided at the intersections of the toe plate 2 and the heel plate 3 with the wall panel 1, and reinforcing steel bars are arranged in the reinforcing bodies. The lower part of the wall panel 1 is provided with a tenon 11, which is biased towards the heel plate 3. High-pressure jet grouting piles 5 and graded crushed stone cushion layer 6 are provided below the retaining wall. The graded crushed stone cushion layer 6 is laid on the lower side and inner and outer sides of the toe plate 2 and the heel plate 3. Multiple drainage channels 4 are provided on the wall panel 1. A filter layer is provided behind the drainage channels 4. The filter layer includes alternating layers of bagged gravel 71 and bagged crushed stone 72.

[0029] Through the above technical solution, the rigidity and bearing capacity of key parts can be enhanced by setting locally enlarged reinforcing bodies and configuring additional reinforcing steel bars, preventing concrete cracking at the junctions, and ensuring reliable force transmission. This makes the wall panel 1, wall toe plate 2, and wall heel plate 3 more firmly integrated into a whole, with stronger collaborative working ability, improving the overall structural integrity and safety of the retaining wall. The tenon 11 penetrates deep into the foundation, generating enormous passive earth pressure in front of it, forming a strong reinforcing structure to resist the overall horizontal slippage of the retaining wall. Placing the tenon 11 closer to the wall heel plate 3 (i.e., the side closer to the soil) means that the tenon 11 is farther from the point of application of the main thrust (earth pressure) that causes slippage.

[0030] High-pressure jet grouting piles 5 can form a high-strength, water-stable composite foundation, effectively reinforcing the weak soil layer under the retaining wall, improving the bearing capacity of the foundation, and reducing uneven settlement and self-settlement of the wall. A graded crushed stone cushion layer 6 is laid on the underside and inner and outer sides of the base slab, which can evenly distribute the concentrated stress generated by the wall and the upper load to the underlying foundation (including the jet grouting pile composite foundation), avoiding excessive local stress. At the same time, the crushed stone layer has good permeability, which can promptly drain some of the seepage water in the foundation, preventing the foundation soil from being soaked and softened.

[0031] An alternating layer of bagged gravel and bagged crushed stone creates a sophisticated gradient filtration system. This allows water to flow freely to the drainage holes while effectively preventing fine soil particles from being washed away. The bagging method secures the filter media, preventing material mixing between different layers during construction and use. This ensures the long-term stability and filtration efficiency of the filter layer structure, avoiding voids and settlement behind the wall caused by filter layer failure and soil erosion. This guarantees the long-term effectiveness of the entire drainage system and retaining wall. The resulting high-strength retaining wall structure can support roadbed fill or hillside soil, effectively preventing deformation and instability.

[0032] It should be noted that directional terms such as "inner" and "outer" refer to "inner" and "outer" relative to the outline of the component. "Inner" refers to the direction towards the inside of the component, and "outer" refers to the direction away from it. Furthermore, terms such as "first" and "second" are used to distinguish one element from another and do not indicate sequence or importance. Moreover, in the following descriptions with accompanying drawings, the same reference numerals in different drawings represent the same element. The phrase "and / or" in the text refers to A and / or B, indicating that there are three possible scenarios: only A, only B, and both A and B. The phrase " / and" in the text refers to A and B, indicating that there are two possible scenarios: only A and both A and B.

[0033] In one embodiment provided in this disclosure, the drainage channel 4 is a PVC drainage pipe with a cross slope of 3-5%.

[0034] PVC pipes themselves possess excellent corrosion resistance and durability, effectively resisting the erosion of moisture and chemicals in the soil, ensuring the structural integrity and functional stability of drainage channel 4 during long-term use. A 3-5% cross slope provides a stable and smooth drainage path. This slope ensures that seepage water behind the wall is efficiently and quickly guided out under gravity, effectively preventing water accumulation and blockage within the pipe. This continuously reduces the hydrostatic pressure behind the wall, enhancing the retaining wall's resistance to sliding and overturning. Thus, it effectively balances drainage efficiency with the risk of erosion. The slope is sufficient to guarantee a self-cleaning flow rate without causing excessively high water velocity, which could erode and damage the filter layer and soil structure at the pipe opening or outlet.

[0035] Specifically, the PVC drainage pipes have a diameter of 80-120mm. This diameter provides sufficient cross-sectional area for water flow, effectively collecting and discharging water seeping from the filter layer behind the wall. This ensures smooth drainage during heavy rainfall and prevents water pressure buildup behind the wall due to insufficient drainage capacity, thus reliably guaranteeing the stability of the retaining wall. This pipe diameter matches the common wall panel thickness and reinforcement protective layer requirements, facilitating pre-embedded installation during concrete pouring.

[0036] Furthermore, drainage channels 4 are arranged on the wall panel 1 at vertical spacing of 1-3m and horizontal spacing of 3-5m, with the lowest drainage channel 4 being 20-40cm above the ground. This spacing creates a uniform, fully covered drainage network behind the wall, ensuring that seepage water from any area behind the wall can be effectively collected and discharged by the nearest drainage channel 4 within a short path. This avoids the concentration of hydrostatic pressure caused by poor drainage in localized areas, thereby improving the uniformity and reliability of the retaining wall's stability control. Setting the lowest drainage channel 4 20-40cm above the ground effectively prevents rainwater from accumulating on the ground and prevents mud or debris from directly entering the drainage pipes during rainwater backflow, thus significantly reducing the risk of pipe blockage at the source. At the same time, this height cleverly avoids any potential water accumulation layers on the ground, ensuring that the drainage points of the drainage structure remain effective under various working conditions.

[0037] In this disclosure, the thickness and height of the bagged gravel layer 71 are both 40-60 cm; the thickness and height of the bagged crushed stone layer 72 are both 40-60 cm. The layer thickness of 40-60 cm provides sufficient and reliable filtration and drainage space for the reverse filtration system, ensuring that the bagged gravel layer 71 effectively traps fine particles in the subsequent backfill soil, while also ensuring that the bagged crushed stone layer 72 has sufficient water permeability, thereby achieving an optimal balance between efficient drainage and effective prevention of soil particle loss.

[0038] Within this size range, the most suitable thickness can be selected based on the actual characteristics of the fill material and hydrological conditions on site. For example, for fill with a high fine particle content, a thicker gravel layer can be used to enhance soil retention, thereby optimizing the adaptability and economy of the project. A uniform and moderate layer height facilitates the standardized production, transportation, and on-site stacking of bagged materials, which helps ensure a dense filter layer structure, clear interfaces, and improves construction efficiency and quality control.

[0039] In this disclosure, a waterproof sealant layer 8 is provided at the bottom of the lowest bagged gravel layer 71. The thickness and height of the waterproof sealant layer 8 are both 40-60 cm. The waterproof sealant layer 8 constitutes a continuous and dense seepage barrier, effectively preventing groundwater or surface infiltration from seeping into the filter layer system from the bottom. This prevents the filter layer from becoming saturated and failing due to long-term immersion in water at the bottom, thereby helping to reduce the overall water pressure behind the wall at the source. This sealant layer can fix the bottom boundary of the upper filter layer, preventing the bottom bagged gravel layer 71 from shifting due to water flow or construction disturbance, thus enhancing the overall stability and long-term reliability of the entire filter layer structure. The 40-60 cm dimension design ensures that the seepage barrier has sufficient volume to resist possible local deformation or stress concentration, guaranteeing the durability of its seepage prevention effect.

[0040] In one embodiment provided in this disclosure, the wall panel 1, the toe slab 2, and the heel slab 3 are integrally cast from C30 reinforced concrete. This integral casting process combines the various components of the wall (wall panel 1, toe slab 2, and heel slab 3) into a highly integrated rigid body, improving structural rigidity and ensuring the continuity and effectiveness of load transfer between components. This, in turn, enhances the overall bearing capacity of the retaining wall against earth pressure, foundation reaction forces, and external loads.

[0041] Using C30 grade concrete effectively prevents structural defects such as cracking and spalling caused by insufficient strength or environmental erosion during long-term use, ensuring the long-term safety and service life of the structure. Furthermore, the monolithic casting construction method simplifies formwork erection and rebar tying procedures, reduces potential construction quality hazards, improves construction efficiency, and helps ensure the uniformity and reliability of project quality.

[0042] In one embodiment provided in this disclosure, high-pressure jet grouting piles 5 are longitudinally spaced below the retaining wall foundation. By arranging the piles at intervals instead of forming a continuous wall, the amount of pile foundation work can be reduced while ensuring the bearing capacity of the foundation, achieving an optimal balance between engineering economy and structural performance.

[0043] The composite foundation system formed by the intermittent arrangement allows the piles to act as the primary stress bearers, while the soil between the piles also participates in bearing the load. This not only effectively improves the overall bearing capacity of the foundation but also effectively diffuses and homogenizes the superstructure load through the synergistic work of the piles and soil, reducing the risk of uneven settlement of the retaining wall. Furthermore, compared to continuous arrangement, this arrangement shortens the construction period and reduces material consumption, while minimizing disturbance to the surrounding soil during construction, thus helping to maintain the original structure of the foundation soil.

[0044] In one embodiment provided in this disclosure, the graded crushed stone cushion layer 6 covers the bottom and sidewalls of the wall toe slab 2 and the wall heel slab 3. The all-round coverage allows the graded crushed stone cushion layer 6 to form a reliable stress diffusion layer under the base slab, uniformly transferring the structural load to the foundation and effectively reducing the stress concentration phenomenon at the base; at the same time, it forms a flexible transition zone on the side of the base slab, alleviating the direct compression of the concrete structure by the lateral soil and optimizing the stress state of the structure.

[0045] The crushed stone layer covering the sidewalls, together with the bottom cushion layer, forms a continuous drainage channel 4, which can promptly remove water seeping in from the foundation or laterally, preventing water accumulation around the foundation and softening the foundation soil, thus ensuring the long-term strength stability of the foundation. Furthermore, this covering structure also forms a physical protective layer for the bottom slab concrete, reducing the erosion of the concrete by harmful underground substances and the potential damage to the structure from hard objects in the backfill soil, thereby improving the structure's durability.

[0046] In this disclosure, the bagged gravel layer 71 and bagged crushed stone layer 72 in the filter layer are correspondingly set with the drainage channel 4, so that the inlet of each drainage channel 4 can be protected by a specially configured gradient filter system. This ensures that the water seeping from the soil behind the wall must be effectively filtered by the bagged gravel layer 71 to the bagged crushed stone layer 72 before entering the drainage channel 4. This maximizes the discharge of seepage water while completely preventing fine soil particles from being lost with the water flow, effectively avoiding voids and settlement behind the wall caused by soil particle loss.

[0047] In this disclosure, the length of the heel plate 3 is greater than the length of the toe plate 2. The longer heel plate 3 can support and utilize the self-weight of a larger area of ​​backfill soil above it, thereby increasing the stabilizing moment against forward overturning of the wall and enhancing the overturning stability of the retaining wall. This length setting allows for more effective diffusion of the vertical loads and bending moments transmitted from the wall panel 1 to the foundation, resulting in a more rational distribution of the base reaction force. This helps reduce the peak contact pressure of the lower edge of the toe plate 2 on the foundation, preventing damage to the foundation soil due to excessive stress. It also helps control the overall and uneven settlement of the retaining wall.

[0048] The above specific embodiments further illustrate the purpose, technical solution and beneficial effects of this utility model. It should be understood that the above are only specific embodiments of this utility model and are not intended to limit the scope of protection of this utility model. Any modifications, equivalent substitutions, improvements, etc., made within the spirit and principles of this utility model should be included within the scope of protection of this utility model.

Claims

1. A cantilever retaining wall, comprising a wall panel, a toe slab, and a heel slab, characterized in that, The wall panel is vertically arranged, with the toe plate and heel plate respectively located on both sides of the wall panel. Reinforcing bodies are provided at the intersections of the toe plate and heel plate with the wall panel, and these reinforcing bodies contain reinforcing steel bars. A tenon is provided at the bottom of the wall panel, offset towards the heel plate. High-pressure jet grouting piles and a graded crushed stone cushion layer are provided below the retaining wall. The graded crushed stone cushion layer is laid on the lower side and inner and outer sides of the toe plate and heel plate. Multiple drainage channels are provided on the wall panel, and a filter layer is provided behind each drainage channel. The filter layer includes alternating layers of bagged gravel and bagged crushed stone.

2. The cantilever retaining wall according to claim 1, characterized in that, The drainage channel is a PVC drainage pipe, which has a cross slope of 3-5%.

3. The cantilever retaining wall according to claim 2, characterized in that, The diameter of the PVC drainage pipe is 80-120mm; And / or, drainage channels are arranged on the wall panel at vertical spacing of 1-3m and horizontal spacing of 3-5m, with the lowest drainage channel being 20-40cm above the ground.

4. The cantilever retaining wall of claim 1, wherein, The thickness and height of the bagged gravel layer are both 40-60cm; the thickness and height of the bagged crushed stone layer are both 40-60cm.

5. The cantilever retaining wall according to claim 1, characterized in that, A waterproof sealant layer is provided at the bottom of the lowest bagged gravel layer, and the thickness and height of the waterproof sealant layer are both 40-60cm.

6. The cantilever retaining wall according to claim 1, characterized in that, The wall panel, toe panel, and heel panel are integrally cast from C30 reinforced concrete.

7. The cantilever retaining wall according to claim 1, characterized in that, The high-pressure jet grouting piles are arranged longitudinally at intervals below the retaining wall foundation.

8. The cantilever retaining wall of claim 1, wherein, The graded crushed stone cushion layer covers the bottom and sidewalls of the wall toe slab and wall heel slab.

9. The cantilever retaining wall according to any one of claims 1-8, characterized in that, The bagged sand and gravel layer and the bagged crushed stone layer in the filter layer are set up corresponding to the drainage channels.

10. The cantilever retaining wall according to any one of claims 1-8, characterized in that, The length of the heel plate is greater than the length of the toe plate.

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