Double-layer integral panel reinforced earth retaining wall

Abstract

This utility model discloses a double-layer integral panel reinforced soil retaining wall. Existing reinforced retaining walls suffer from large settlement, are prone to overturning, and have poor structural stability. This utility model features an integral panel on the outer side of the retaining wall, with a steel mesh inside the panel. A geogrid inside the retaining wall is connected to the steel mesh via pre-reserved reinforcing bars. A capstone is placed on top of the integral panel, and a foundation is placed at the bottom. The foundation of the upper retaining wall and the capstone of the lower retaining wall are anchored together with reinforcing bars, and the pre-reserved channels in the lower capstone are filled with concrete. A rubble support layer is laid at the bottom of the foundation of the upper retaining wall. A concrete sealing layer is placed between the foot of the upper retaining wall and the capstone of the lower retaining wall. A filter layer is placed on the back side of the integral panel. A row of drainage holes is provided at the bottom of the retaining wall. This utility model can reduce foundation settlement, resist overturning, and has strong structural stability.

Description

Technical Field

[0001] This utility model belongs to the technical field of roadbed retaining walls, specifically relating to a double-layer integral panel reinforced soil retaining wall. Background Technology

[0002] With the continuous advancement of infrastructure construction in my country, high-fill roadbeds, due to their ability to effectively adapt to complex terrain conditions and improve road capacity, have been widely used in mountain roads, river-crossing bridges, and urban multi-level transportation projects. However, the implementation of high-fill roadbeds inevitably faces engineering challenges such as large slope height, heavy soil mass, and strong lateral earth pressure. It is urgent to maintain slope stability through scientific retaining structures to prevent geological disasters such as soil slippage or collapse.

[0003] A reinforced retaining wall is a retaining structure that uses the soil itself and internal reinforcement materials to resist earth pressure. It works by laying high-tensile-strength reinforcing materials (reinforcing strips or mesh) in layers within the backfill, utilizing the friction between the reinforcement and the soil to limit lateral deformation, thereby enhancing the overall stability of the soil and achieving the purpose of retaining earth. Reinforced retaining walls are widely used in engineering practice due to their lightweight structure and convenient construction. However, existing reinforced retaining walls suffer from large settlement, are prone to overturning, and have poor structural stability. Utility Model Content

[0004] To overcome the shortcomings of existing technologies, this utility model provides a double-layer integral panel reinforced soil retaining wall, which can reduce foundation settlement, resist overturning, and has strong structural stability.

[0005] To achieve the above objectives, the technical solution adopted by this utility model is as follows:

[0006] A double-layer monolithic panel reinforced soil retaining wall, specifically:

[0007] An integral panel is installed on the outer side of the retaining wall, and a steel mesh is installed inside the integral panel; the geogrid inside the retaining wall is connected to the steel mesh through reserved steel bars;

[0008] The monolithic panel is fitted with a cap stone at the top and a foundation at the bottom.

[0009] The foundation of the upper retaining wall and the capstone of the lower retaining wall are connected by steel reinforcement anchoring, and the reserved ducts of the lower capstone are filled with concrete.

[0010] A rubble support layer is laid at the bottom of the foundation of the upper retaining wall;

[0011] A concrete sealing layer is installed between the foot of the upper retaining wall and the cap stone of the lower retaining wall;

[0012] The back of the integral panel is provided with a filter layer; a row of drainage holes is provided at the bottom of the retaining wall.

[0013] Furthermore, the ends of the reserved reinforcing bars are welded with horizontal L-shaped steel, and the front ends are welded to the reinforcing mesh inside the integral panel.

[0014] Furthermore, the gaps inside the rubble support layer are filled with crushed stone.

[0015] Furthermore, a drainage layer is installed at the bottom of each retaining wall and behind the filter layer.

[0016] Furthermore, an anti-seepage layer is provided at the bottom of the filter layer.

[0017] Furthermore, hooks are provided at the front ends of the anchoring steel bars of the upper retaining wall foundation and the lower retaining wall cap stone.

[0018] Furthermore, the steel mesh adopts a double-layer steel mesh structure.

[0019] The beneficial effects of this utility model are:

[0020] 1) The foundation of the upper retaining wall and the cap stone of the lower retaining wall are connected by steel reinforcement to achieve rigid force transmission. Combined with the micro-expansion fine stone concrete poured into the reserved channel of the lower cap stone to form a core node, this structure not only coordinates the upper and lower retaining walls to resist earth pressure, but also absorbs seismic energy through slight deformation, which significantly improves the overturning stability and seismic performance of the retaining wall in the high-intensity earthquake zone. It is suitable for the engineering construction needs in earthquake-prone areas and complex geological conditions.

[0021] 2) This utility model lays a rubble support layer at the bottom of the foundation of the upper retaining wall. The stress diffusion effect of the rubble skeleton will disperse and transfer the concentrated load, reduce the foundation settlement, and form an integrated "drainage-pressure stabilization" structure with the bagged gravel drainage layer at the bottom of the wall. The permeable base formed by the dense filling of crushed stone in the gaps of the rubble support layer can accelerate the drainage of groundwater and eliminate the risk of slippage caused by pore water pressure.

[0022] 3) The reinforced soil retaining wall of this utility model adopts a three-dimensional stress-bearing skeleton formed by high-strength geogrid and steel mesh. The panel and foundation are reliably anchored by the reserved steel bars, and a multi-level stress system of "soil-reinforcement material-panel" working together is constructed, so that the stress of the structure is more balanced and reasonable.

[0023] 4) This utility model arranges drainage holes between the double-layer panels, which together with the back filter layer and the bottom bagged gravel drainage layer form an active drainage network. This can effectively relieve soil seepage pressure, eliminate the adverse effects of hydraulic load on the structure, and maintain stable drainage performance even in rainy seasons or when the groundwater level changes frequently, effectively preventing frost heave deformation and water damage. Attached Figure Description

[0024] Figure 1A schematic diagram of the cross-section of a double-layer monolithic panel reinforced soil retaining wall;

[0025] Figure 2 Detailed drawing of node A in a double-layer monolithic panel reinforced soil retaining wall;

[0026] Figure 3 Detailed drawing of node B in a double-layer monolithic panel reinforced soil retaining wall;

[0027] Figure 4 This is a diagram showing the reinforcement layout of the integral panel of this utility model;

[0028] Figure 5 Construction sequence diagram for double-layer monolithic panel reinforced soil retaining wall;

[0029] In the diagram, 1. capstone, 2. monolithic panel, 3. foundation, 4. reserved steel reinforcement, 5. geogrid, 6. steel mesh, 7. filter layer, 8. impermeable layer, 9. drainage hole, 10. drainage layer, 11. rubble support layer. Detailed Implementation

[0030] The present invention will now be described in detail with reference to specific embodiments.

[0031] This invention significantly improves the overturning stability and seismic performance of retaining walls in high-intensity earthquake zones, making it suitable for engineering construction needs in earthquake-prone areas and under complex geological conditions. The rubble support layer disperses and transfers concentrated loads, reducing foundation settlement. Drainage holes are arranged between the panels, which, together with the back filter layer and the bagged gravel drainage layer at the bottom of the wall, form an active drainage network that can effectively alleviate soil seepage pressure.

[0032] like Figure 1 , 2 As shown, the specific structure of the double-layer integral panel reinforced soil retaining wall of this utility model is as follows:

[0033] An integral panel 2 is installed on the outer side of the retaining wall, and a steel mesh 6 is installed inside the integral panel 2. The steel mesh 6 adopts a double-layer steel mesh structure. The geogrid 5 inside the retaining wall is connected to the steel mesh 6 through a reserved steel bar 4. The ends of the reserved steel bar 4 are welded with horizontal galvanized L-shaped steel (100mm×100mm×10mm), and the front end of the steel bar protrudes from the outer casing and is welded to the steel mesh 6 inside the integral panel 2. Then, the formwork is erected and the concrete panel is poured.

[0034] In this embodiment, the geogrid 5 is a high-density polyethylene (HDPE) uniaxial tensile geogrid with a longitudinal tensile strength of not less than 120 KN / m and a vertical spacing of 0.6m. The reinforcement length of the geogrid is 12m, and the geogrid is wrapped with a sand and gravel filter layer 7, extending 2m beyond the grid. The geogrid should be laid with staggered joints and should not be vertically continuous. The performance indicators of the geogrid should meet the requirements of Q / CR 549.2-2016 "Railway Engineering Geosynthetics Part 2: Geogrid".

[0035] The reserved reinforcing bar 4 uses φ25HPB300 galvanized steel bars, with a 90° hook at the front end of the anchoring bar; during the grid filling process, φ25HPB300 galvanized steel bars are pre-embedded, with an anchorage length of 3.0m embedded in the grid; if Figure 4 As shown, the horizontal spacing of the reinforcing bars is 0.6m, and the vertical spacing is 0.6m.

[0036] The monolithic panel 2 is topped with a capstone 1 and bottomed with a foundation 3. The foundation 3 of the upper retaining wall and the capstone 1 of the lower retaining wall are anchored together by HRB400 grade steel bars with a diameter ≥16mm and a spacing ≤300mm. The depth of the anchor bars into the upper foundation shall not be less than 0.6m, and the anchorage length shall be calculated according to the "Code for Design of Concrete Structures" GB 50010 and not less than 35 times the diameter of the steel bar 35d. The reserved ducts of the lower capstone 1 are filled with C30 micro-expansion fine stone concrete to ensure that the shear strength of the joint reaches more than 1.2 times the design value of the wall.

[0037] The bottom of the foundation 3 of the upper retaining wall is covered with a rubble support layer 11. The particle size of the rubble is strictly controlled between 150 and 400 mm, the strength grade is not lower than MU30, and the thickness is ≥0.3 m. The gaps inside the rubble support layer 11 are filled with crushed stone to form a permeable base, so as to enhance the bearing capacity of the foundation and assist drainage.

[0038] A 0.2m thick C25 concrete sealing layer is set between the foot of the upper retaining wall and the cap stone 1 of the lower retaining wall for seepage prevention, crack control and load transfer. During construction, crack-resistant agent must be added and the concrete must be poured in sections with a single section length ≤6m. After pouring, the concrete must be covered and cured for no less than 7 days. Before pouring the concrete sealing layer, the base must be moistened and the loose soil must be cleaned. The error of the anchor bar pre-embedded position must be controlled within ±5mm.

[0039] A filter layer 7 is installed on the back side of the integral panel 2; a bagged gravel drainage layer 10 is installed at the bottom of each retaining wall and behind the filter layer 7. The drainage layer 10 has a 2% slope outward so that the drainage from deep soil can be discharged from the roadbed; an impermeable layer 8 is installed at the bottom of the filter layer 7.

[0040] A row of drainage holes 9 is installed at the bottom of the retaining wall near the ground, with a spacing of 2.0m and a slope of 4%. The drainage holes are circular with a diameter of 100mm. A 100mm PVC pipe is installed inside the drainage hole. The PVC pipe extends into the sand and gravel filter layer for no less than 0.2m. The immersion outlet is wrapped with permeable geotextile to ensure smooth drainage.

[0041] like Figure 5 As shown, the construction sequence of the double-layer integral panel reinforced soil retaining wall of this utility model is as follows:

[0042] 1. The base was excavated and replaced with AB group filler according to the design requirements and compacted. The compaction quality met the design requirements.

[0043] 2. Level the construction site, excavate the foundation trench according to the design requirements, and implement interception and drainage measures. After leveling and compacting the foundation, lay a 0.1m thick C20 concrete, and then pour a C35 concrete strip foundation.

[0044] 3. Lay the geogrid, leaving the required length for the geogrid back wrapping part, stack the geobags according to the design and compact them, use connecting rods to connect the back folded part to the laid geogrid, tighten the connected load-bearing geogrid, and fix it with U-shaped nails (1cm wire diameter, 15cm single leg length, 5cm inner diameter) every 1.5-2.0m.

[0045] 4. Fill the soil in layers and compact it. Use light compaction machinery or manual tamping within 2.0m of the panel.

[0046] 5. Install φ25HRPB300 steel bars with galvanized angle steel suffix;

[0047] 6. After the deformation of the wrapped reinforced body has stabilized, weld the steel mesh of the integral panel to the front end of the pre-embedded steel bars;

[0048] 7. Construct reinforced concrete panels using formwork, and install PVC pipes for drainage holes as per design requirements; set an expansion joint every 15m to 25m, with a joint width of 2cm to 3cm, and fill the joint with asphalt hemp rope or asphalt wood board along the inner, outer, and top sides of the wall, with a filling depth of not less than 0.2m.

[0049] 8. The rubble support layer can only be laid after the bearing capacity of the upper retaining wall base has passed the acceptance test. The rubble support layer is set on the upper retaining wall base. The particle size of the rubble is strictly controlled between 150 and 400 mm, the strength grade is not lower than MU30, the laying thickness is ≥0.3 m, and the gaps between the rubble must be filled with crushed stone to form a permeable base to enhance the bearing capacity of the foundation and assist drainage.

[0050] 9. The foundation of the upper retaining wall and the cap stone of the lower retaining wall are anchored together by HRB400 grade steel bars, and the reserved ducts of the lower cap stone are filled with C30 micro-expansion fine stone concrete.

[0051] 10. A 0.2m thick C25 concrete sealing layer shall be installed between the foot of the upper retaining wall and the cap stone of the lower retaining wall;

[0052] 11. Repeat the above steps to complete the construction of the upper retaining wall;

[0053] 12. Test elements are installed simultaneously during construction to provide timely feedback and analysis of monitoring data.

[0054] The main control items for acceptance after the wall is completed include: expansive soil is not allowed for backfill, the slope of the drainage hole is 4% outward, the filter layer is graded and matched, the measured wall top width deviation is within ±10mm, the wall surface flatness is ≤5mm / 2m, and the verticality deviation of the settlement joint is ≤2mm.

[0055] In the description of this utility model, unless otherwise explicitly specified and limited, the terms "set," "install," "connect," "join," and "fix" should be interpreted broadly. For example, they can refer to a fixed connection, a detachable connection, or an integral part; they can refer to a mechanical connection or an electrical connection; they can refer to a direct connection or an indirect connection through an intermediate medium; they can refer to the internal communication of two components or the interaction between two components. Those skilled in the art can understand the specific meaning of the above terms in this utility model based on the specific circumstances.

[0056] The content of this utility model is not limited to the embodiments listed. Any equivalent modifications made by those skilled in the art to the technical solution of this utility model after reading this utility model specification shall be covered by the claims of this utility model.

Claims

1. A double-layer integral panel reinforced soil retaining wall, characterized in that: An integral panel (2) is installed on the outer side of the retaining wall, and a steel mesh (6) is installed inside the integral panel (2); the geogrid (5) inside the retaining wall is connected to the steel mesh (6) through a reserved steel bar (4); The integral panel (2) is provided with a cap stone (1) at the top and a foundation (3) at the bottom; The foundation (3) of the upper retaining wall and the capstone (1) of the lower retaining wall are connected by steel reinforcement anchoring, and the reserved duct of the lower capstone (1) is filled with concrete. The foundation of the upper retaining wall (3) has a rubble support layer (11) laid at the bottom. A concrete sealing layer is set between the foot of the upper retaining wall and the cap stone (1) of the lower retaining wall; The integrated panel (2) has a filter layer (7) on its back side; a drainage hole (9) is provided at the bottom of the retaining wall.

2. The double-layer integral panel reinforced soil retaining wall according to claim 1, characterized in that: The reserved steel bar (4) is welded with a horizontal L-shaped steel at the end, and the front end is welded to the steel mesh (6) in the integral panel (2).

3. A double-layer integral panel reinforced soil retaining wall according to claim 2, characterized in that: The gaps inside the rubble support layer (11) are filled with crushed stone.

4. A double-layer integral panel reinforced soil retaining wall according to claim 3, characterized in that: A drainage layer (10) is installed at the bottom of each retaining wall and behind the filter layer (7).

5. A double-layer integral panel reinforced soil retaining wall according to claim 4, characterized in that: An impermeable layer (8) is provided at the bottom of the filter layer (7).

6. A double-layer integral panel reinforced soil retaining wall according to claim 5, characterized in that: Hooks are provided at the front ends of the anchoring steel bars of the upper retaining wall foundation (3) and the lower retaining wall cap stone (1).

7. A double-layer integral panel reinforced soil retaining wall according to claim 6, characterized in that: The steel mesh (6) adopts a double-layer steel mesh structure.

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