Support cushion stone

Abstract

The utility model relates to the technical field of bridges, and provides a support pad stone which comprises a steel shell, pressure-bearing steel bars are arranged in the steel shell, concrete is filled in the steel shell, and the bottom face of the steel shell is connected with a cover beam in a welded mode. The structure adopts the padstone in a steel-concrete combined structure form, so that the problems that the existing concrete padstone occupies a large amount of templates, the workload of mounting and dismounting the templates is large, and the material and labor cost is high are solved, factory standardized processing is facilitated, the assembly level of a bridge accessory structure is effectively improved, the construction efficiency is improved, the construction period is shortened, and the site construction procedure is simplified; and the externally-wrapped steel shell can effectively prevent water, gas, salt and other media in the external environment from entering the concrete, the degradation of the padstone concrete is reduced, and the service life of the padstone is prolonged.

Description

Technical Field

[0001] The utility model relates to the technical field of bridges, in particular to a support cushion stone. Background Art

[0002] The bearing pad stone is an intermediate connecting structure installed under the bearing and above the pier cap beam, which transfers the weight of the upper structure (main beam, bridge deck, bridge deck pavement, guardrail, etc.) to the lower structure (cap beam, piers, abutments, etc.). In order to bear the large vertical pressure from the upper structure, it must have sufficient strength and bearing capacity.

[0003] The existing technology usually uses concrete pads. In order to improve the ductility under compression, various steel bars such as vertical force-bearing steel bars and local pressure-bearing steel bars need to be configured inside. In addition, in order to prevent the pad from shifting or even falling off the cap beam due to vehicle impact, temperature changes, earthquake disasters, etc., it is necessary to reserve steel bars from the top of the cap beam and insert them into the pad to fix the pad, which makes the structure complex. In addition, the construction of concrete pads requires multiple processes such as pre-embedded connecting steel bars at the top of the cap beam, template installation, steel bar binding, concrete pouring, and template removal. In addition, in order to pour the concrete of all pads on a cap beam at one time, all pads need to be installed with templates in advance. The template occupancy rate is high, and the installation and removal workload is large. In particular, the number of support pads for bridge projects is large, which will greatly increase the number of laborers and labor intensity, and increase template and labor costs. Utility Model Content

[0004] The purpose of the utility model is to solve the problems in the prior art that concrete pad stones need to be supported by formwork, and the concrete of all pad stones on a cap beam is poured at one time, all pad stones need to be installed with formwork in advance, the formwork occupancy rate is high, the installation and disassembly workload is large, and the formwork cost and labor cost are too high, and a support pad stone is provided.

[0005] In order to achieve the above purpose, the technical solution adopted by the utility model is:

[0006] A support cushion stone comprises a steel shell, wherein pressure-bearing steel bars are arranged in the steel shell, the steel shell is filled with concrete, and the bottom surface of the steel shell is welded to a cap beam.

[0007] The shape and size of the steel shell are determined according to the actual needs of the pad stone. The steel shell can be formed by an integrally formed component or by connecting multiple steel components.

[0008] The support pad stone described in the utility model is adopted, and a steel-concrete composite structure is formed by a steel shell and an inner lining concrete, which can fully utilize the force advantages of the two materials of steel and concrete and improve the ductility of the pad stone. During construction, the steel shell is not only the outer template for pouring the inner lining concrete, realizing template-free construction and reducing the demoulding process, but also can provide external constraints to the concrete, so that the concrete is in a three-dimensional compression state, improving the strength and bearing capacity of the concrete, and the concrete can provide lateral support to the inner wall of the steel shell to enhance local stability. The pressure-bearing steel bars are used to disperse the local stress concentration caused by the weight of the upper structure (main beam, bridge deck, etc.) on the pad stone, so that the pad stone is more evenly and reliably stressed. The bottom surface of the steel shell is welded to the cap beam to ensure the anchoring performance of the two, reducing the risk of the pad stone shifting or even falling from the cap beam under the impact of vehicles, temperature changes, earthquake disasters, etc. Of course, other anchoring structures can be added between the pad stone and the cap beam according to the actual shear resistance requirements, and methods such as pre-embedding of anchor steel bars and pre-embedding of steel shells in the cap beam can be adopted. This structure adopts a steel-concrete composite structure as the pad stone, which avoids the problems of existing concrete pad stones occupying a large amount of formwork, large workload for formwork installation and removal, and high material and labor costs. It is also conducive to standardized processing in the factory, effectively improving the assembly level of the bridge's auxiliary structures, and is conducive to improving construction efficiency, shortening the construction period, and simplifying on-site construction procedures. The outsourced steel shell can also effectively block water, air, salt and other media in the external environment from entering the concrete, reducing the deterioration of the pad stone concrete and extending the service life of the pad stone.

[0009] Preferably, the thickness of the steel shell is 3-8 mm.

[0010] It is convenient to reduce costs while meeting the stress performance.

[0011] Further preferably, when the thickness of the steel shell is greater than or equal to 5 mm, the steel shell is enclosed by a flat plate, a stiffening plate is provided on the inner wall of the flat plate, openings are provided on the stiffening plate, a plurality of shear nails are provided on the top surface of the cap beam, and the shear nails extend into the concrete.

[0012] The steel shell is a flat plate with additional stiffening plates to increase the out-of-plane stiffness and avoid deformation during the pouring process. The concrete flowing into the opening can form a pinning effect to strengthen the connection between the steel shell and the concrete. Shear nails are used as anchoring structures to further improve the connection performance between the pad stone and the cap beam.

[0013] Further preferably, the diameter of the opening is 40-70 mm.

[0014] Further preferably, when the height of the flat plate is greater than 30 cm, the spacing of the stiffening plates along the height direction is 100-150 mm.

[0015] Further ensure the local stability of the tablet.

[0016] Further preferably, the pressure-bearing steel bars include a plurality of first longitudinal bars and a plurality of first transverse bars, and the plurality of first longitudinal bars and the plurality of first transverse bars are orthogonally arranged to form a steel mesh.

[0017] Further preferably, when the thickness of the steel shell is less than 5 mm, the steel shell is enclosed by a first corrugated plate, and the corrugated extension direction of the first corrugated plate is arranged along the circumference of the steel shell. At least one second corrugated plate is also arranged in the steel shell, and the two ends of the second corrugated plate are respectively welded to the corresponding first corrugated plate, and the bottom surface of the second corrugated plate is welded to the cap beam.

[0018] The steel shell adopts a corrugated panel with large vertical shear stiffness, which can fully improve the shear resistance of the pad stone. The out-of-plane stiffness is large, so there is no need to set up a stiffening structure on the plate surface, reducing the welding workload, and can increase the contact area with the concrete, prevent concrete slippage, and enhance the structural integrity of the pad stone. The second corrugated plate set inside can effectively guarantee the shear resistance and further improve the connection performance between the pad stone and the cap beam.

[0019] Further preferably, the folding extension direction of the second folding plate is arranged along the longitudinal bridge direction.

[0020] Further preferably, the pressure-bearing steel bars include a plurality of second transverse bars and connecting steel bars, the second transverse bars are arranged through the second corrugated plate, and the connecting steel bars are arranged along the circumference of the steel shell and connected to the inner wall of the first corrugated plate.

[0021] Since the second corrugated plate is arranged longitudinally to support the top surface and replace part of the steel bars to disperse the pressure, the pressure-bearing steel bars are mainly arranged in the transverse direction and are arranged orthogonally to the second corrugated plate. In addition, a circle of steel bars is arranged around the inner wall of the steel shell and is intermittently welded to the crests (or troughs) of the first corrugated plate.

[0022] Preferably, the distance between the pressure-bearing steel bar and the top surface of the support pad stone is greater than or equal to 4 cm.

[0023] Since the cushion stone mainly bears pressure, the thickness of the effective protective layer should be ensured. Of course, according to actual needs, the distance between the two can be increased in a targeted manner.

[0024] In summary, due to the adoption of the above technical solution, the beneficial effects of the utility model are:

[0025] 1. The use of a steel-concrete composite structure fully integrates the stress advantages of both steel and concrete, and improves the ductility of the pad under pressure. The steel plate shell is not only the outer formwork for the inner lining concrete casting, realizing template-free construction, but also provides external constraints to the internal concrete, so that the inner lining concrete is in a three-way compression state, improving the strength and bearing capacity of the concrete. The inner lining concrete provides lateral support to the inner wall of the steel plate shell and provides local stability of the steel plate. This structure also avoids the problems of existing concrete pads occupying a large amount of formwork, large workload for template installation and removal, and high material and labor costs. It is also conducive to standardized factory processing, effectively improving the assembly level of bridge ancillary structures, improving construction efficiency, shortening construction periods, and simplifying on-site construction procedures. The outsourced steel shell can also effectively block water, air, salt and other media in the external environment from entering the concrete, reducing the deterioration of the pad concrete and extending the service life of the pad.

[0026] 2. The thickness range of the steel shell is additionally given to reduce the cost while meeting the stress performance.

[0027] 3. The steel shell can adopt a flat structure or a corrugated structure according to actual needs, both of which can achieve good stress performance and economy. The open stiffening ribs in the flat shell and the corrugated structure in the corrugated plate shell not only strengthen the connection between the steel shell and the internal concrete, improve the structural integrity of the pad stone, but also effectively improve the out-of-plane stiffness of the pad stone steel shell, limiting the outward bulging deformation of the steel shell during manufacturing, transportation, installation, pouring concrete and bridge operation. In addition, the anchor connection between the pad stone and the cap beam is improved by relying on the joint action of the steel shell and the cap beam top plate weld and the anchor connection structure. The anchor force is reliable, which can reduce the risk of the pad stone shifting or even falling from the cap beam under the impact of vehicles, temperature changes, earthquake disasters, etc. BRIEF DESCRIPTION OF THE DRAWINGS

[0028] Figure 1 is a schematic diagram of the arrangement of a support pad stone in Example 1;

[0029] Figure 2 is a structural schematic diagram of a support pad stone of Example 1;

[0030] Figure 3 is a schematic plan view of a support pad stone of Example 1 (concrete is not shown);

[0031] Figure 4 is a schematic elevation view of a support pad stone of Example 1 (concrete is not shown);

[0032] Figure 5 is a schematic diagram of the arrangement of a support pad stone in Example 2;

[0033] Figure 6 This is a structural schematic diagram of a support pad stone of Example 2;

[0034] Figure 7 is a schematic plan view of a support pad stone of Example 2 (concrete is not shown);

[0035] Figure 8 is a schematic elevation view of a support pad stone of Example 2 (concrete is not shown);

[0036] Fig. 9 This is a partial large-scale drawing of a support pad stone in Example 2.

[0037] Figure numerals: 1- flat plate; 2- concrete; 3- cap beam; 41- first corrugated plate, 42- second corrugated plate; 5- stiffening plate; 51- opening; 6- pressure-bearing steel bar; 7- shear nail. DETAILED DESCRIPTION

[0038] The utility model is described in detail below in conjunction with the accompanying drawings.

[0039] In order to make the purpose, technical solution and advantages of the utility model more clear, the utility model is further described in detail below in combination with test examples and specific implementation methods. However, this should not be understood as the scope of the above-mentioned subject matter of the utility model is limited to the following embodiments, and all technologies realized based on the content of the utility model belong to the scope of the utility model.

[0040] In the description of the specific embodiments of the present invention, unless otherwise specified, the terms indicating the orientation or position relationship such as "upper", "lower", "left", "right", "center", "inside", "outside", etc. are all expressions based on the orientation or position relationship shown in the drawings, or the orientation or position relationship of the product / equipment / device of the utility model when it is usually used. These terms of orientation or position relationship are only for the convenience of describing the scheme of the utility model or simplifying the description in the specific embodiments, so that technicians can quickly understand the scheme, rather than indicating or implying that a specific device / component / element must have a specific orientation, or be constructed and operated in a specific position relationship, and therefore cannot be understood as a limitation on the present invention.

[0041] In addition, if the terms "horizontal", "vertical", "overhanging", "parallel" and the like appear, it does not mean that the corresponding devices / components / elements are required to be absolutely horizontal or vertical or overhanging or parallel, but may be slightly tilted or have deviations. For example, "horizontal" only means that its direction is more horizontal than "vertical", and does not mean that the structure must be completely horizontal, but may be slightly tilted. Alternatively, it can be simplified to mean that the corresponding devices / components / elements are set in directions such as "horizontal", "vertical", "overhanging", "parallel", etc., and can have an error / deviation of ±10% relative to the corresponding direction setting, more preferably an error / deviation within ±8%, more preferably an error / deviation within ±6%, more preferably an error / deviation within ±5%, and more preferably an error / deviation within ±4%. As long as the corresponding devices / components / elements are within the error / deviation range, they can still achieve their functions in the solution of the utility model.

[0042] In addition, the expressions “first”, “second”, “third”, etc. that appear in the terms are merely descriptions used to distinguish the same or similar components and should not be understood as emphasizing or implying the relative importance of specific components.

[0043] In addition, in the description of the embodiments of the present invention, "several", "multiple" and "a number" represent at least 2. It can be any number such as 2, 3, 4, 5, 6, 7, 8, 9, and even more than 9.

[0044] In addition, in the description of the technical solution of the utility model, unless otherwise clearly specified / defined / restricted, the terms "set", "install", "connect", "connected", "provided with", "laid", and "arranged" should be understood in a broad sense, for example, it can be a fixed connection, a detachable connection, or an integral connection, and can be welding, riveting, bolting, threading, and other commonly used connection means in the field. This connection can be a mechanical connection, an electrical connection, or a communication connection; it can be a direct connection, or an indirect connection through an intermediate medium, and it can be the internal communication of two components.

[0045] Example 1

[0046] The utility model adopts a support pad stone, which includes a steel shell, a pressure-bearing steel bar 6 is arranged inside the steel shell, the steel shell is filled with concrete 2, and the bottom surface of the steel shell is welded to the cap beam 3. The structure adopts a pad stone in the form of a steel-concrete composite structure, which avoids the problems of large-scale occupation of formwork, large workload of formwork installation and removal, and high material and labor costs of existing concrete pad stones. It is also conducive to standardized processing in factories, effectively improving the assembly level of bridge auxiliary structures, and is conducive to improving construction efficiency, shortening construction periods, simplifying on-site construction procedures, and the outsourced steel shell can also effectively block water, air, salt and other media in the external environment from entering the concrete, reducing the deterioration of the pad stone concrete and extending the service life of the pad stone.

[0047] The thickness of the steel shell is preferably within the range of 3-8 mm, which can ensure the strength and rigidity of the steel shell without increasing excessive material costs and manufacturing difficulty. The bottom surface of the steel shell is welded to the cap beam 3. For example, if the cap beam 3 is a steel structure or a steel-concrete composite structure, the steel top plate of the cap beam 3 can be welded to the cap beam 3, and if the cap beam is a reinforced concrete cap beam, the steel bars in the cap beam 3 can be welded to the cap beam 3.

[0048] The bearing pad is usually a rectangular structure. The size of the rectangle surrounded by the steel shell should be determined according to the pressure exerted on the pad by the weight of the superstructure (main beam, bridge deck, etc.). Preferably, the distance between the edge of the pad and the edge of the rubber bearing in the longitudinal and transverse directions of the bridge should be 120mm~200mm. The steel shell does not limit the four sides to the same form and thickness, and can be set according to the actual force requirements, such as

[0049] Concrete 2 should preferably be self-compacting concrete, which relies on its own gravity and fluidity to evenly fill the inner cavity of the steel shell without vibration, effectively reducing noise pollution to the environment.

[0050] Since the cushion stone is mainly under pressure, the thickness of the effective protective layer should be ensured, such as the distance between the pressure-bearing steel bar 6 and the top surface of the support cushion stone is greater than or equal to 4 cm. Of course, the distance between the two can be increased according to actual needs.

[0051] Specifically, taking the rectangular support pad as an example, if the thickness of the steel shell is greater than or equal to 5mm, Figure 1-Figure 4As shown, the steel shell can be optionally enclosed by a flat plate 1, which can be four flat plates 1 welded together, or it can be an integrally formed rectangular frame. A plurality of shear nails 7 are provided on the top surface of the cap beam 3, and the shear nails 7 extend into the concrete 2 to strengthen the interface connection and cross-sectional shear bearing capacity of the cushion stone and the cap beam 3. The shear nails 7 should be evenly aligned and arranged in the transverse and longitudinal directions of the bridge, and their number is determined according to the shear bearing capacity verification, and the spacing should be 120~200mm. The length of the shear nails 7 should be 0.2~0.4 times the total height of the cushion stone. A stiffening plate 5 is provided on the inner wall of the flat plate 1, and an opening 51 is provided on the stiffening plate 5. The diameter of the opening 51 is 40-70mm, which is convenient for the concrete 2 to flow into the opening 51 to form a pinning effect, thereby strengthening the connection between the steel shell and the concrete 2. The number of layers of stiffening plates 5 is set according to actual needs. For example, when the height of the steel shell is greater than 30cm, the width-to-thickness ratio of the flat plate 1 is relatively large. In order to ensure the local stability of the steel plate shell, the number of layers of stiffening plates 5 should be increased. For example, the spacing of the stiffening plates 5 along the height direction is 100-150mm. In order to ensure that the stiffening plates 5 are rigid constraints on the flat steel shell, the thickness of the stiffening plates 5 should be 0.8~1.0 times the thickness of the flat plate 1. And the net distance between the shear studs 7 and the stiffening plates 5 should be greater than 6cm to provide flow space for the concrete 2 to ensure dense filling. The pressure-bearing steel bars 6 include a number of first longitudinal bars and a number of first transverse bars. The first longitudinal bars and the first transverse bars are orthogonally arranged to form a steel mesh, such as Figure 3 For ease of presentation, Figure 2 The support pad stone in the upper right corner of the middle does not show the concrete 2. Figure 2 The support pad in the lower left corner only shows the shear stud 7. Figure 2 The support pad in the lower right corner only shows the steel shell, the stiffening plate 5 and the shear studs 7.

[0052] Example 2

[0053] like Figures 5 to 9As shown, still taking the rectangular support pad as an example, if the thickness of the steel shell is less than 5mm, the steel shell can be enclosed by the first corrugated plate 41, and the corrugated extension direction of the first corrugated plate 41 is arranged along the circumference of the steel shell. At least one second corrugated plate 42 is also arranged in the steel shell. The specific number depends on actual needs. This embodiment only illustrates two second corrugated plates 42. The two ends of the second corrugated plate 42 are respectively welded to the corresponding first corrugated plate 41, and the bottom surface of the second corrugated plate 42 is welded to the cap beam 3. Since the displacement of the bridge under the action of temperature, vehicle impact, and earthquake is mainly in the longitudinal direction of the bridge, the corrugated extension direction of the second corrugated plate 42 is preferably arranged along the longitudinal direction of the bridge, which can better resist the displacement in the longitudinal direction of the bridge. The outer shell of the corrugated steel plate has a large vertical shear stiffness, which can fully improve the shear resistance of the cushion stone. At the same time, the outer shell of the corrugated steel plate has a large out-of-plane stiffness, and there is no need to set up a reinforcing structure to resist the side form pressure when pouring the inner lining concrete, saving steel consumption and welding workload. The welding connection between the two further improves the out-of-plane stiffness of the outer shell of the corrugated steel plate and strengthens the structural integrity of the steel-concrete composite cushion stone. In order to ensure that the second corrugated plate 42 is a rigid constraint on the first corrugated plate 41, the thickness of the second corrugated plate 42 is preferably 0.8 to 1.0 times the thickness of the first corrugated plate 41. The pressure-bearing steel bar 6 includes a plurality of second transverse bars and connecting steel bars. The second transverse bars penetrate the second corrugated plate 42 and are arranged orthogonally thereto. The connecting steel bars are arranged along the circumference of the steel shell and connected to the inner wall of the first corrugated plate 41, that is, a circle of steel bars is arranged around the inner wall of the steel shell and is intermittently welded to the crests (or troughs) of the first corrugated plate 41, see Fig. 9 For ease of presentation, Figure 6 The support pad stone in the upper right corner of the middle does not show the concrete 2. Figure 6 The support pad in the lower left corner only shows the second corrugated plate 42. Figure 6 The support pad in the lower right corner only shows the first corrugated plate 41 and the second corrugated plate 42 .

[0054] The above are only preferred embodiments of the present invention and are not intended to limit the present invention. Any modifications, equivalent substitutions and improvements made within the spirit and principles of the present invention should be included in the protection scope of the present invention.

Claims

1. A support stone, characterized in that: It comprises a steel shell, wherein pressure-bearing steel bars (6) are arranged in the steel shell, the steel shell is filled with concrete (2), and the bottom surface of the steel shell is welded to a cap beam (3).

2. A support stone according to claim 1, characterized in that: The thickness of the steel shell is 3-8 mm.

3. A support stone according to claim 2, characterized in that: When the thickness of the steel shell is greater than or equal to 5 mm, the steel shell is enclosed by a flat plate (1), a stiffening plate (5) is provided on the inner wall of the flat plate (1), an opening (51) is provided on the stiffening plate (5), and a plurality of shear nails (7) are provided on the top surface of the cap beam (3), and the shear nails (7) extend into the concrete (2).

4. A support stone according to claim 3, characterized in that: The diameter of the opening (51) is 40-70 mm.

5. The support stone according to claim 3, characterized in that: When the height of the flat plate (1) is greater than 30 cm, the spacing of the stiffening plates (5) along the height direction is 100-150 mm.

6. The support stone according to claim 3, characterized in that: The pressure-bearing steel bars (6) include a plurality of first longitudinal bars and a plurality of first transverse bars, and the plurality of first longitudinal bars and the plurality of first transverse bars are orthogonally arranged to form a steel mesh.

7. The support stone according to claim 2, characterized in that: When the thickness of the steel shell is less than 5 mm, the steel shell is enclosed by a first corrugated plate (41), the corrugated extension direction of the first corrugated plate (41) is arranged along the circumference of the steel shell, and at least one second corrugated plate (42) is also arranged in the steel shell, the two ends of the second corrugated plate (42) are respectively welded to the corresponding first corrugated plate (41), and the bottom surface of the second corrugated plate (42) is welded to the cap beam (3).

8. A support stone according to claim 7, characterized in that: The folding extension direction of the second folded plate (42) is arranged along the longitudinal bridge direction.

9. The support stone according to claim 8, characterized in that: The pressure-bearing steel bars (6) include a plurality of second transverse bars and connecting steel bars, wherein the second transverse bars are arranged to penetrate the second corrugated plate (42), and the connecting steel bars are arranged along the circumference of the steel shell and connected to the inner wall of the first corrugated plate (41).

10. A support stone according to any one of claims 1 to 9, characterized in that: The distance between the pressure-bearing steel bar (6) and the top surface of the support pad stone is greater than or equal to 4 cm.

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