Unloading anchoring type cantilever retaining wall

Abstract

The utility model relates to a cantilever retaining wall, belongs to the field of slope protection engineering, and particularly relates to an unloading anchoring composite structure retaining wall structure. The retaining wall is composed of a cushion layer, a bottom plate, a vertical plate, an unloading plate and anchor rods, the wall toe of the bottom plate is lengthened, the wall heel of the bottom plate is shortened, the form of the bottom plate is similar to that of a reversely-arranged cantilever retaining wall, the anchor rods are arranged in a current side slope soil body, a face plate is in a vertical state, backfill soil is arranged between the vertical plate and an original slope surface, and the unloading plate arranged between the backfill soil changes stress of soil body gravity. The vertical plates resist soil pressure through the traction effect of the unloading plates and the anchor rods, and the retaining wall of the composite structure is formed. The defect that existing slope earthwork needs to be excavated and then backfilled when a cantilever retaining wall and a buttress retaining wall in the prior art are adopted for a high-fill retaining wall is overcome. The unloading plates and the anchor rods are arranged, so that the stress condition of the retaining wall is improved, the structural size of the retaining wall is reduced, and the construction cost is reduced.

Description

Technical Field

[0001] The utility model relates to a cantilever retaining wall, belongs to the field of slope protection engineering, and particularly relates to a retaining wall structure with a load-removing anchoring composite structure. Background Art

[0002] In areas with large height differences such as highways, urban roads, and construction land, the use of slope reduction in high fill requires a lot of land outside the land boundary line. The use of retaining walls can greatly reduce the land occupation. Cantilever retaining walls are a commonly used structural form. However, the "Technical Specifications for Building Slope Engineering" GB50330-2013 stipulates that reinforced concrete cantilever retaining walls should not exceed 6m. In some fill areas, they are restricted by the land boundary, such as: the slope difference height of the slope is 10~12m, and the land boundary is close to the slope. The use of multi-level retaining walls requires additional land occupation. If a single-level buttress retaining wall is used at the land boundary, the land occupation can be reduced, but the buttress retaining wall of the high fill requires a wider wall heel, relying on the backfill on the wall heel to press the buttress retaining wall to resist overturning and sliding. The buttress retaining wall needs to remove the earth from the existing slope at the heel, and the slope needs to be lowered during excavation. The originally dense slope is excavated, and the earth is backfilled after the retaining wall is built. If the buttress retaining wall is set in reverse, the heel and buttress are set on the outside of the retaining wall. Although the amount of earth excavation on the slope can be reduced, the buttress above the ground exceeds the boundary of the land. If the cantilever retaining wall is set in reverse, the super-high cantilever needs to be set very thick, the structural force is unreasonable, and the project cost is increased. It is difficult to use a conventional retaining wall for slope protection under such conditions. Summary of the invention

[0003] The purpose of the utility model is to provide a load-unloading anchored cantilever retaining wall, which is composed of a cushion layer, a bottom plate, a vertical plate, a load-unloading plate, and an anchor rod. The wall toe of the bottom plate is lengthened and the wall heel is shortened, and the form is similar to a cantilever retaining wall set in reverse. The anchor rod is set in the existing slope soil, the panel is in an upright state, and the vertical plate and the original slope surface are backfilled. The unloading plate set between the backfill changes the force of the soil gravity. The vertical plate resists the soil pressure through the pulling action of the unloading plate and the anchor rod, forming a composite structure retaining wall. The beneficial effects are: the wall toe is lengthened and the wall heel is shortened, which overcomes the drawbacks of the existing cantilever and buttress retaining wall of the high fill retaining wall, which needs to dig out the existing slope soil and then backfill; the unloading plate and the anchor rod are set to improve the stress condition of the retaining wall, reduce the structural size of the retaining wall, and reduce the project cost.

[0004] The utility model is realized by the following technologies: a load-unloading anchored cantilever retaining wall, which mainly comprises a cushion layer 1, a bottom plate 2, a vertical plate 3 and a load-unloading plate 4. The bottom plate 2 is placed on the cushion layer 1, the vertical plate 3 stands vertically on the bottom plate 2, backfill soil 6 is between the vertical plate 3 and the existing slope surface 5, a plurality of layers of load-unloading plates 4 are arranged in the backfill soil 6, the load-unloading plates 4 are in a horizontal state and connected as a whole with the vertical plate 3, the weight of the backfill soil 6 on the load-unloading plate 4 is transferred to the vertical plate 3, the soil pressure of the backfill soil 6 sliding along the existing slope surface 5 is reduced, and an anti-overturning force in the direction of the existing slope surface 5 is generated; an anchor rod 7 is arranged in the soil body of the existing slope surface 5, the anchor rod 7 is connected to the end of the load-unloading plate 4, the anchor rod 7 pulls the load-unloading plate 4, and the anti-slip and anti-overturning forces of the retaining wall are enhanced, and the bottom plate 2, the vertical plate 3 and the anchor rod 7 of the load-unloading plate 4 constitute a load-unloading anchored cantilever retaining wall.

[0005] The cushion layer 1 is a compacted gravel layer, which plays the role of stabilizing the foundation and transferring the load.

[0006] The bottom plate 2, the vertical plate 3 and the unloading plate 4 are cast in situ with reinforced concrete.

[0007] The base plate 2 is composed of a wall toe 8 and a wall heel 9. The base plate 2 is buried under the original ground. The wall toe 8 extends in the opposite direction of the existing slope 5 to enhance the bearing area and anti-overturning force. The wall heel 9 shortens toward the vertical plate 3 to reduce the excavation amount of the existing slope 5. An armpit angle 10 is set at the intersection of the vertical plate 3 and the wall toe 8 to enhance the bending strength of the bottom of the vertical plate.

[0008] A drainage hole 11 is provided at the intersection of the vertical plate 3 and the top surface of the unloading plate 4 .

[0009] The angle α between the anchor rod 7 and the soil body is 5-15°, and the grouting body 12 is filled between the anchor rod 7 and the soil body to increase the friction between the anchor rod 7 and the soil body.

[0010] The longitudinal length of the retaining wall is W = 5~20m per level, and a deformation joint 13 is set at the connection between two levels. The deformation joint 13 is vertically connected from top to bottom. The bottom plate 2 of the same level is horizontally arranged along the longitudinal direction of the retaining wall. The elevation of the cushion layer 1 of the retaining wall is adjusted at the deformation joint 13 between the two levels. BRIEF DESCRIPTION OF THE DRAWINGS

[0011] Figure 1 This is a cross-sectional view of the embankment of the utility model;

[0012] Figure 2 Schematic diagram of the retaining wall elevation.

[0013] In the figure: 1- cushion layer, 2- bottom plate, 3- vertical plate, 4- unloading plate, 5- existing slope, 6- backfill soil, 7- anchor rod, 8- wall toe, 9- wall heel, 10- armpit corner, 11- drainage hole, 12- grouting body, 13- deformation joint, 14- protective facilities. DETAILED DESCRIPTION

[0014] In order for those skilled in the art to better understand the present invention, Figure 1-2 To further explain the utility model, in the description of the specification, the terms "upper", "lower", "left", "right", "inside", "outside", etc. indicate directions or positional relationships based on the directions or positional relationships shown in the accompanying drawings, or are directions or positional relationships commonly understood by those skilled in the art. They are only for the convenience of describing the invention and simplifying the description, and do not indicate or imply that the structure referred to must have a specific direction, be constructed and operated in a specific direction. The contents mentioned in the implementation mode are not limitations of the utility model.

[0015] The utility model is a load-unloading anchored cantilever retaining wall, which mainly includes a cushion layer 1, a bottom plate 2, a vertical plate 3, and a unloading plate 4. The bottom plate 2 is placed on the cushion layer 1, and the cushion layer 1 is a compacted gravel layer, which plays a role in stabilizing the foundation and transferring the load. The vertical plate 3 stands vertically on the bottom plate 2, and is a retaining member for resisting the landslide of the slope soil. The bottom plate 2, the vertical plate 3, and the unloading plate 4 are cast-in-place reinforced concrete. There is backfill soil 6 between the vertical plate 3 and the existing slope surface 5, and the backfill soil 6 is compacted in layers with plain soil. Several layers of unloading plates 4 are arranged in the backfill soil 6, and the unloading plates 4 are connected to the vertical plates 3 in a horizontal state. The weight of the backfill soil 6 on the unloading plates 4 is transferred to the vertical plates 3, reducing the soil pressure of the backfill soil 6 sliding along the existing slope surface 5, and generating an anti-overturning force in the direction of the existing slope surface 5. Anchor rods 7 are arranged in the soil of the existing slope 5. Anchor rods 7 are connected to the ends of the unloading plate 4. Anchor rods 7 pull the unloading plate 4 to enhance the anti-slip and anti-overturning force of the retaining wall. The bottom plate 2, the vertical plate 3, and the unloading plate 4 anchor rods 7 constitute an unloading anchored cantilever retaining wall. Figure 1 .

[0016] During the construction of the utility model, a groove for filling the cushion layer 1 is excavated at the bottom of the existing slope 5, and the bottom plate 2 is composed of a wall toe 8 and a wall heel 9, and the bottom plate 2 is buried under the original ground. Different from the prior art, the wall toe 8 of the present application is extended in the opposite direction of the existing slope 5 to enhance the bearing area and anti-overturning force, and the wall heel 9 is shortened in the direction of the vertical plate 3 to reduce the length of the wall heel 9, which can reduce the excavation of the earthwork of the existing slope 5. An armpit 10 is set at the intersection of the vertical plate 3 and the wall toe 8 to enhance the bending strength of the bottom of the vertical plate 3. The depth of the groove is based on the thickness of the cushion layer 1 plus the thickness of the bottom plate 2, plus the height of the armpit 10, so that the armpit 10 is buried below the ground at the bottom of the slope. Gravel is filled in the groove and rolled by a heavy roller. The gravel cushion layer 1 has a large diffusion angle, which can diffuse and transfer the load borne by the bottom plate 2 to the soil at the base, playing a role in stabilizing the foundation, bearing the upper load and preventing the retaining wall from sliding.

[0017] On the existing slope 5, according to the designed position of the unloading plate 4 and the horizontal spacing of the anchor rods 7 (generally 1-2m horizontal spacing), a horizontal drilling rig is used to drill holes for setting the anchor rods 7, with a hole diameter of 100-150mm, and the angle α between the anchor rods 7 and the horizontal is 5-15°. The length of the anchor rods 7 is calculated and determined in combination with the setting spacing and geological conditions. The anchor rods 7 are inserted into the holes, and support frames are arranged on the anchor rods 7 at intervals to center the anchor rods 7 in the holes. Grouting bodies 12 are filled between the anchor rods 7 and the soil to increase the friction between the anchor rods 7 and the soil. The grouting body 12 uses cement mortar with a mix ratio of cement: sand: water of 1:3:0.5-0.6. The position where the anchor rods 7 are exposed on the existing slope 5 extends into the unloading plate 4.

[0018] Tie the steel bars of the bottom plate 2 on the compacted cushion layer 1, cast the bottom plate 2 concrete with formwork, tie the steel bars of the vertical plate 3 on the bottom plate 2, cast the vertical plate 3 concrete with formwork, the casting height of the vertical plate 3 should not be too high at one time, when the vertical plate 3 is cast to the bottom surface of the unloading plate 4, fill the backfill 6 between the vertical plate 3 and the existing slope 5, and control the compaction thickness of each layer to 300~500mm, and use a roller to roll to control the compaction degree to meet the design requirements. Tie the steel bars of the unloading plate 4 at the position of the unloading plate 4, the steel bars of the unloading plate 4 extend into the vertical plate 3, and are tied together with the steel bars of the vertical plate 3, and the anchor rod 7 is welded to the steel bars of the unloading plate 4. Cast the unloading plate 4 concrete, and continue the construction of the upper vertical plate 3 after the unloading plate 4 is cast, set the drainage hole 11 at the intersection of the vertical plate 3 and the top surface of the unloading plate 4, and the horizontal spacing of the drainage holes is 2~4m, and cast the vertical plate 3 concrete with formwork. When the concrete strength reaches 70% of the design, continue to fill the backfill soil 6 in layers on the unloading plate 4.

[0019] The longitudinal length of the retaining wall is W = 5~20m per level. A deformation joint 13 is set at the joint between the two levels. The deformation joint 13 is vertically connected from top to bottom, and a wooden board soaked in asphalt is set in the joint. The bottom plate 2 of the same level is set horizontally along the longitudinal direction of the retaining wall. The level of the cushion layer 1 of the retaining wall is adjusted at the deformation joint 13 between the two levels. Figure 2 .

[0020] When the vertical slab 3 and the backfill soil 6 are constructed to the top, protective facilities 14 such as guardrails or walls are set up according to the slope design requirements.

[0021] The description and drawings of this application are only a specific implementation method and are not restrictive. Under the guidance of this application, technicians in this field can make many forms without departing from the scope of protection of the purpose of this application, all of which are within the scope of protection of this application.

Claims

1. A load-relief anchored cantilever retaining wall, characterized by: The retaining wall mainly comprises a cushion layer (1), a bottom plate (2), a vertical plate (3), and a load-removing plate (4). The bottom plate (2) is placed on the cushion layer (1), the vertical plate (3) stands vertically on the bottom plate (2), backfill soil (6) is between the vertical plate (3) and the existing slope surface (5), and a plurality of layers of load-removing plates (4) are arranged in the backfill soil (6). The load-removing plates (4) are connected to the vertical plate (3) in a horizontal state, and the weight of the backfill soil (6) on the load-removing plates (4) is transferred to the vertical plate (3). The vertical plate (3) is connected to the vertical plate (3), reducing the soil pressure of the backfill soil (6) sliding along the existing slope surface (5), and generating an anti-overturning force in the direction of the existing slope surface (5); an anchor rod (7) is arranged in the soil of the existing slope surface (5), the anchor rod (7) is connected to the end of the unloading plate (4), the anchor rod (7) pulls the unloading plate (4), and enhances the anti-sliding and anti-overturning forces of the retaining wall; the bottom plate (2), the vertical plate (3), the unloading plate (4) and the anchor rod (7) constitute a unloading anchored cantilever retaining wall.

2. The unloading anchored cantilever retaining wall according to claim 1 is characterized in that: The cushion layer (1) is a compacted gravel layer, which plays the role of stabilizing the foundation and transferring the load.

3. The unloading anchored cantilever retaining wall according to claim 1 is characterized in that: The bottom plate (2), the vertical plate (3) and the unloading plate (4) are made of cast-in-place reinforced concrete.

4. The unloading anchored cantilever retaining wall according to claim 1 is characterized in that: The base plate (2) is composed of a wall toe (8) and a wall heel (9). The base plate (2) is buried under the original ground. The wall toe (8) extends in the opposite direction of the existing slope (5), and the wall heel (9) shortens in the direction of the vertical plate (3). An armpit angle (10) is provided at the intersection of the vertical plate (3) and the wall toe (8).

5. The unloading anchored cantilever retaining wall according to claim 1 is characterized in that: A drainage hole (11) is provided at the intersection of the top surface of the vertical plate (3) and the unloading plate (4).

6. The unloading anchored cantilever retaining wall according to claim 1 is characterized in that: The angle α between the anchor rod (7) and the soil and the horizontal is 5 to 15 degrees, and a grouting body (12) is filled between the anchor rod (7) and the soil to increase the friction between the anchor rod (7) and the soil.

7. The unloading anchored cantilever retaining wall according to claim 1 is characterized in that: The retaining wall has a longitudinal length W of 5 to 20 m per stage, and a deformation joint (13) is arranged at the junction of two stages. The deformation joint (13) is vertically connected from top to bottom. The bottom plate (2) of the same stage is arranged horizontally along the longitudinal direction of the retaining wall. The elevation of the cushion layer (1) of the retaining wall is adjusted by staggering between the two stages at the deformation joint (13).

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