Novel buttress type prestressed retaining wall slope reinforcing structure

Abstract

The utility model discloses a novel buttress type prestressed retaining wall slope reinforcing structure, which belongs to the technical field of slope engineering support and comprises a buttress supporting pile, two vertical panels, a plurality of prestressed anchor cables, two groups of triangular rib plates and a bottom plate, and the buttress supporting pile, the two vertical panels and the plurality of prestressed anchor cables form a slope support structure. The two sets of triangular rib plates are located on the two sides of the inner wall of the buttress and the buttress pile correspondingly, the prestressed anchor cables are installed on the outer surfaces of the triangular rib plates correspondingly, and by exerting prestress of different sizes on the prestressed anchor cables, rigidity is large, deformation is small, the panel reinforcing steel bar amount is small, and the backfilling quality of soil behind a wall is easy to control; the design parameters of the buttress type retaining wall are theoretically calculated and analyzed, basic design parameters are theoretically calculated, modeling analysis is conducted through Midas GTS NX software, a corresponding finite element numerical model is established, stress strain and displacement changes of the buttress type prestressed retaining wall are analyzed, and the buttress type prestressed retaining wall is compared with a traditional retaining wall for rechecking.

Description

TECHNICAL FIELD

[0001] The utility model relates to the technical field of slope engineering support, specifically a new type of pier type prestressed retaining wall slope reinforcing structure. BACKGROUND

[0002] Traditional retaining structures mainly have gravity retaining walls, cantilever retaining walls, buttress retaining walls, pile plate retaining walls, reinforced soil retaining walls and anchor retaining walls, among which the pile plate wall and the reinforced soil retaining wall are mainly used for vertical retaining structures in high fill areas, and the cost of the pile plate wall increases sharply with the increase of the supporting height, and the reinforced soil retaining wall needs to be supported in stages and the horizontal deformation control is often questioned by industry personnel, therefore, the technical personnel in the field provide a new type of pier type prestressed retaining wall slope reinforcing structure to solve the problems raised in the above background technology. SUMMARY

[0003] The utility model aims at providing a new type of pier type prestressed retaining wall slope reinforcing structure to solve the problems raised in the above background technology.

[0004] To achieve the above-mentioned purpose, the utility model provides the following technical scheme:

[0005] A new type of pier type prestressed retaining wall slope reinforcing structure, comprising a pier pile, two vertical panels, a plurality of prestressed anchor cables, two groups of triangular rib plates and a bottom plate, the pier pile, the two vertical panels and the plurality of prestressed anchor cables are slope support structures, the two groups of triangular rib plates are located on the inner walls of the pier pile, and the outer surfaces of each group of triangular rib plates are provided with prestressed anchor cables, the prestressed anchor cables are connected to the inner walls of the triangular rib plates and the pier pile by means of cable-stayed, and a linear tension rebound reinforcing structure is formed by applying prestress.

[0006] As a further scheme of the utility model, the pier type prestressed retaining wall mainly comprises two vertical panels, a bottom plate, a pier pile and a plurality of prestressed anchor cables, and the two vertical panels, the bottom plate and the pier pile are all made of cast-in-place reinforced concrete.

[0007] As a further scheme of the utility model, the vertical panel is filled with gravel.

[0008] As a further scheme of the utility model, the specification of each prestressed anchor cable is a steel pipe with an outer diameter of 250 mm and a wall thickness of 10 mm, the spacing is 4 m, and each prestressed anchor cable is arranged at a distance of 1 m below the top of the foundation pit.

[0009] As further scheme of the utility model: each triangular rib plate is a shaped steel component, the flange and web of each triangular rib plate should be welded with stiffener plate, the thickness of stiffener plate should not be less than ten millimeters, and the height of weld should not be less than six millimeters.

[0010] As further scheme of the utility model: the two ends of each prestressed anchor cable are connected with facade plate through screw.

[0011] Compared with prior art, the utility model has the beneficial effects that:

[0012] The novel pier type prestressed retaining wall slope reinforcing structure not only has large rigidity, small deformation, small amount of panel reinforcement, and controllable backfill quality of soil body, but also carries out theoretical calculation analysis on design parameters of the pier type retaining wall, establishes corresponding finite element numerical model through modeling analysis of Midas GTS NX software, analyzes stress and strain and displacement change of the pier type prestressed retaining wall, and compares and checks with traditional retaining wall. BRIEF DESCRIPTION OF DRAWINGS

[0013] Fig. 1 It is a three-dimensional structure schematic view of a novel pier type prestressed retaining wall slope reinforcing structure;

[0014] Fig. 2 It is a side view of a novel pier type prestressed retaining wall slope reinforcing structure;

[0015] Fig. 3 It is a rear view of a novel pier type prestressed retaining wall slope reinforcing structure.

[0016] In the drawing: 1, pier support pile; 2, facade plate; 3, prestressed anchor cable; 4, triangular rib plate; 5, bottom plate. DETAILED DESCRIPTION

[0017] In the description of the utility model, it needs to be understood that the orientation or positional relationship indicated by the terms "center", "longitudinal", "transverse", "upper", "lower", "front", "rear", "left", "right", "vertical", "horizontal", "top", "bottom", "inner", "outer" and the like is the orientation or positional relationship shown based on the drawings, and is only for the convenience of describing the utility model and simplifying the description, and therefore cannot be understood as indicating or implying that the devices or elements indicated must have a particular orientation, be constructed and operated in a particular orientation, and therefore cannot be understood as limiting the utility model. In addition, the terms "first", "second" and the like are only for the purpose of description, and cannot be understood as indicating or implying relative importance or implicitly indicating the number of the technical features indicated. Therefore, the features limited by "first", "second" and the like can explicitly or implicitly include one or more features. In the description of the utility model, the meaning of "a plurality of" is two or more, unless otherwise specified.

[0018] In the description of the utility model, it needs to be understood that the terms "installation", "connection", "connection" should be understood in a broad sense, for example, it can be fixed connection, or detachable connection, or integral connection; it can be mechanical connection, or electrical connection; it can be directly connected, or indirectly connected through an intermediate medium, or the communication between two elements. For ordinary skilled persons in the art, the specific meaning of the above terms in the utility model can be understood according to the specific circumstances.

[0019] Please refer to Figs. 1-3 In the utility model embodiment, a new type of pier type prestressed retaining wall slope reinforcement structure, pier type retaining wall, rock-soil body is simulated by solid element, prestressed anchor cable is simulated by one-dimensional beam element. The model grid size is zero point five to two meters, the rock-soil body material is simulated by Mohr-Coulomb constitutive model, the retaining wall, ribbed plate and triangular plate are simulated by elastic model.

[0020] 1. Model is established according to sectional position relation diagram;

[0021] 2. Grid is divided, and the grid size of the model is divided into zero point five to two meters;

[0022] 3. Boundary conditions and loads are added, the model is added with boundary conditions, four surfaces of the model are added with free constraints, and self-weight load is applied.

[0023] 4. Construction condition is set

[0024] Construction conditions have two stages: ① initial stress analysis stage, at this stage, the pier retaining wall does not apply prestress to the anchor cable, at this time, the retaining wall is only subjected to the earth pressure behind the wall, only the stress field formed by the present situation of the stratum under the action of gravity is calculated, and the displacement is cleared after the calculation is completed; ② simulate the stress and displacement deformation of the pier retaining wall after the horizontal anchor cable on the wall surface applies prestressed load; ③ simulate the stress and displacement deformation of the pier retaining wall after the lateral vertical anchor cable on the rib plate applies prestressed load; ④ during the application of earth pressure and prestress, the soil layer is loaded in layers; the horizontal lateral anchor cable is also simulated and calculated by applying prestress to each anchor cable one by one.

[0025] 5. Comparative analysis of results

[0026] (1) Without applying prestressed anchor cable

[0027] When no prestressed anchor cable is applied, only earth pressure is applied to the retaining wall, and the retaining wall will produce lateral displacement deformation as follows: due to the outward action of the earth pressure, the retaining wall produces a maximum lateral displacement deformation of 796 mm:

[0028] (2) Anchor cable is arranged in the panel

[0029] When three 500kN prestressed horizontal anchor cables are applied, the retaining wall displacement deformation is as follows: a maximum TX displacement deformation of 85.7 mm is produced; a maximum TY displacement deformation of 17.2 mm is produced; a maximum TZ displacement deformation of 72.3 mm is produced; after comparison with the case without anchor cable, it is found that the TY direction retaining wall displacement changes little, but the TX and TZ directions displacement relatively reduces by 89% in the TX direction and by 90% in the TZ direction. It is shown that the lateral anchor cable mainly plays a role in limiting the change of vertical displacement of the retaining wall.

[0030] Anchor cable is arranged in the pier

[0031] When three 500kN prestressed lateral anchor cables and two lateral vertical prestressed anchor cables are applied, the retaining wall displacement deformation is as follows: a maximum TX displacement deformation of 190 mm is produced; a maximum TY displacement deformation of 31.8 mm is produced; a maximum TZ displacement deformation of 178 mm is produced.

[0032] ① After comparison between the case where lateral prestressed anchor cable is applied and the case where no anchor cable is applied, it is found that the TY direction retaining wall displacement changes little, but the TX and TZ directions displacement relatively reduces by 76% in the TX direction and by 77.7% in the TZ direction.

[0033] ② After comparison between the case where lateral prestressed anchor cable is applied and the case where only horizontal anchor cable is applied, it is found that the TX and TZ direction displacement changes are greater than the displacement when horizontal anchor cable is applied, which shows that the effect of applying lateral prestressed anchor cable on the control of horizontal and vertical deformation of the retaining wall is not as good as that of applying horizontal prestressed anchor cable.

[0034] (4) Analysis of the results of transverse prestressed anchor of retaining wall panel

[0035] When three 500kN prestressed anchors are applied, the prestressed anchor itself displacement deformation is as follows: the maximum TX displacement deformation is 77.1mm; the maximum TY displacement deformation is 0.851mm; and the maximum TZ displacement deformation is 6mm.

[0036] (5) Analysis of the results of vertical prestressed anchor of retaining wall ribbed plate

[0037] When two vertical prestressed anchors are applied after 500kN prestress is applied, the displacement deformation of the retaining wall is as follows: the maximum TX displacement deformation is 185.5mm; the maximum TY displacement deformation is 1.78mm; and the maximum TZ displacement deformation is 42.7mm.

[0038] 6. Conclusion and suggestion

[0039] (1) From the numerical simulation results, it can be seen that the horizontal deformation of the pier-type retaining wall is small after the prestressed anchor is added, which can meet the engineering requirements;

[0040] (2) The pier-type retaining wall has a large pier spacing, which facilitates the construction of rolling machinery and can well ensure the rolling quality of the backfill soil and reduce the stress of the retaining wall;

[0041] (3) The overall support stiffness is high, and the applicable support height is also higher than that of the conventional retaining wall, which can be used in some projects with high deformation requirements;

[0042] (4) The stress is concentrated at the toe of the pier-type retaining wall, and the calculation results need to be verified during engineering application. If the foundation bearing capacity does not meet the requirements, targeted foundation treatment should be carried out;

[0043] (5) The pier-type retaining wall generally has a high support height, so the overall stability must be calculated during design.

[0044] The above merely describes a preferred specific implementation of the present application, but the protection scope of the present application is not limited thereto, any skilled person in the art can make equivalent replacements or changes to the technical scheme and the inventive concept of the present application within the technical scope disclosed by the present application, which should be covered within the protection scope of the present application. For those skilled in the art, it is obvious that the present application is not limited to the details of the above exemplary embodiments, and the present application can be realized in other specific forms without departing from the spirit or essential characteristics of the present application. Therefore, from any point of view, the embodiments should be regarded as exemplary and non-limiting, the scope of the present application is defined by the appended claims rather than the above description, and therefore all changes falling within the meaning and scope of the equivalent elements of the claims should be included in the present application. Any reference signs in the claims should not be regarded as limiting the claims.

[0045] Furthermore, it should be understood that, although the present specification is described in terms of embodiments, not every embodiment contains only one independent technical solution, and the description manner of the specification is merely for the sake of clarity, and those skilled in the art should consider the specification as a whole, and the technical solutions in each embodiment can also be appropriately combined to form other embodiments that can be understood by those skilled in the art.

Claims

1. A new type of pier prestressed retaining wall slope reinforcement structure, comprising a pier pile (1), two vertical panels (2), a plurality of prestressed anchor cables (3), two sets of triangular rib plates (4) and a bottom plate (5), characterized in that, The pier pile (1), two facade panels (2) and a plurality of prestressed anchor cables (3) are a slope support structure, two groups of the triangular rib plates (4) are respectively located on the inner walls of the pier piles (1), the outer surfaces of each group of the triangular rib plates (4) are provided with the prestressed anchor cables (3), the prestressed anchor cables (3) are applied with prestresses of different sizes, the prestresses are applied through the tension of the anchor cables, the retaining wall retaining side is tensioned back and reinforced, and the stability of the structure is enhanced, the prestressed anchor cables (3) are connected with the inner walls of the triangular rib plates (4) and the pier piles (1) in a cable-stayed mode, and a linear tension rebound reinforcing structure is formed through the prestresses.

2. The new type of pier type prestressed retaining wall slope reinforcement structure according to claim 1, characterized in that, The pier pile prestressed retaining wall mainly comprises two facade panels (2), a bottom plate (5), a pier pile (1) and a plurality of prestressed anchor cables (3), and the two facade panels (2), the bottom plate (5) and the pier pile (1) are all formed by cast-in-situ reinforced concrete.

3. The new type of pier type prestressed retaining wall slope reinforcement structure according to claim 1, characterized in that, The inside of the facade panel (2) is filled with gravel.

4. The new type of pier type prestressed retaining wall slope reinforcement structure according to claim 1, characterized in that, The specification of each prestressed anchor cable (3) is a steel pipe with an outer diameter of 250 mm and a wall thickness of 10 mm, the interval is 4 m, and each prestressed anchor cable (3) is arranged at a distance of 1 m below the top of the foundation pit.

5. The new type of pier type prestressed retaining wall slope reinforcement structure according to claim 1, characterized in that, Each triangular rib plate (4) is a profile steel member, the flange and the web of each triangular rib plate (4) should be welded with stiffening plates, the thickness of the stiffening plates should be greater than 10 mm, and the height of the welds should be greater than 6 mm.

6. The new type of pier type prestressed retaining wall slope reinforcement structure according to claim 1, characterized in that, The two ends of each prestressed anchor cable (3) are connected with the facade panel (2) through screws.

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