阅读说明：本技术 双钢板-混凝土组合结构端部钢板自锚固结构 (End steel plate self-anchoring structure of double-steel-plate-concrete combined structure ) 是由 路冰 刘聪 赵宝成 孔璟常 陈鑫 于 2020-12-02 设计创作，主要内容包括：双钢板-混凝土组合结构端部钢板自锚固结构,本发明涉及一种双钢板-混凝土组合结构中端部钢板的锚固结构,它为了解决双钢板-混凝土组合结构中由于抗剪连接件受力复杂,在往复荷载作用下易发生抗剪断裂的问题。本发明双钢板-混凝土组合结构端部钢板自锚固结构在端部的一侧钢板沿双钢板-混凝土组合结构的厚度方向弯折,在钢板弯折部的内侧设置有橡胶垫,尾端抗剪连接件的一端连接在钢板弯折部上,尾端抗剪连接件的另一端伸入核芯混凝土内部,双钢板-混凝土组合结构端部的另一侧钢板上沿厚度方向设置有端部抗剪连接件。本发明自锚固方式既可以提高钢板与混凝土协同工作的能力,又能够降低界面内抗剪连接件的抗剪作用力。(The invention discloses a self-anchoring structure of a steel plate at the end part of a double-steel-plate-concrete combined structure, relates to an anchoring structure of a steel plate at the end part in a double-steel-plate-concrete combined structure, and aims to solve the problem that shear fracture is easy to occur under the action of reciprocating load due to the complex stress of a shear connector in the double-steel-plate-concrete combined structure. The self-anchoring structure of the end steel plate of the double-steel-plate-concrete combined structure is characterized in that the steel plate at one side of the end is bent along the thickness direction of the double-steel-plate-concrete combined structure, a rubber pad is arranged on the inner side of the bent part of the steel plate, one end of a tail-end shear connector is connected to the bent part of the steel plate, the other end of the tail-end shear connector extends into the core concrete, and an end shear connector is arranged on the steel plate at the other side of the end of the double-steel-plate-concrete combined structure along the. The self-anchoring mode of the invention can not only improve the cooperative working capacity of the steel plate and the concrete, but also reduce the shearing acting force of the shearing-resistant connecting piece in the interface.)

1. The self-anchoring structure of the end steel plate of the double-steel-plate-concrete composite structure is characterized by comprising two side steel plates (1), a plurality of internal anti-shearing connectors (2), core concrete (3), rubber pads (4), tail end anti-shearing connectors (5) and end anti-shearing connectors (6), wherein the two steel plates (1) are oppositely arranged, the internal anti-shearing connectors (2) are welded between the two steel plates (1), the core concrete (3) is poured between the two steel plates (1) to form the double-steel-plate-concrete composite structure, one side steel plate (1) at the end part of the double-steel-concrete composite structure is bent along the thickness direction of the double-steel-concrete composite structure, the rubber pads (4) with wedge-shaped thickness are arranged on the inner sides of bent parts of the steel plates, one end of each tail end anti-shearing connector (5) is connected to the bent part of each steel plate, the other end of the tail-end shear connector (5) extends into the core concrete (3), and an end shear connector (6) is arranged on the steel plate (1) on the other side of the end of the double-steel-plate concrete combined structure along the thickness direction.

2. The self-anchoring structure of the end steel plate of the double-steel-plate-concrete composite structure is characterized by comprising two side steel plates (1), a plurality of internal shear connectors (2), core concrete (3), rubber pads (4) and tail end shear connectors (5), wherein the two steel plates (1) are oppositely arranged, the internal shear connectors (2) are welded between the two steel plates (1), the core concrete (3) is poured between the two steel plates (1) to form the double-steel-plate-concrete composite structure, the two side steel plates (1) at the end part of the double-steel-concrete composite structure are respectively bent along the thickness direction of the double-steel-concrete composite structure, the inner side of each steel plate bent part is respectively provided with the rubber pad (4) with wedge-shaped thickness, and each steel plate bent part is connected with the tail end shear connector (5), one end of the tail-end shear connector (5) is connected to the steel plate bending part, and the other end of the tail-end shear connector (5) extends into the core concrete (3).

3. The self-anchoring structure of the end steel plates of the double steel plate-concrete composite structure according to claim 1 or 2, characterized in that the thickness of the steel plate (1) is D, and the radius of curvature R of the fillet at the bent part of the steel plate is 1.2D-2.8D.

4. The self-anchoring structure of the end steel plates of the double steel plate-concrete composite structure according to claim 1 or 2, wherein one side steel plate (1) of the end of the double steel plate-concrete composite structure is bent along the thickness direction of the double steel plate-concrete composite structure, and the included angle between the bent part of the steel plate and the non-bent part of the steel plate is 82-88 °.

5. The self-anchoring structure of the end steel plates of the double steel plate-concrete composite structure according to claim 4, wherein one side steel plate (1) of the end of the double steel plate-concrete composite structure is bent along the thickness direction of the double steel plate-concrete composite structure, and the included angle between the bent part of the steel plate and the non-bent part of the steel plate is 85 degrees.

6. The self-anchoring structure of end steel plates of a double steel plate-concrete composite structure according to claim 1 or 2, wherein the tail shear connectors (5) are arranged perpendicular to the bent portions of the steel plates.

7. The double steel plate-concrete composite structure end steel plate self-anchoring structure according to claim 1 or 2, wherein the tail-end shear connector (5) is horizontally disposed.

8. The self-anchoring structure of steel plates at the end of a double steel plate-concrete composite structure according to claim 1 or 2, characterized in that the thickness of the steel plate (1) is D, and the distance L from the end of the bent part of the steel plate to the bending point (Q) is 13D-17D.

9. The self-anchoring structure of the end steel plate of the double steel plate-concrete composite structure according to claim 8, wherein the thickness of the steel plate (1) is D, and the distance m from the end of the bent part of the steel plate to the tail end shear connector (5) is 3D-6D.

10. Double steel plate-concrete composite structure end steel plate self-anchoring structure according to claim 1, characterised in that the core concrete (3) has a thickness of 300mm-1000 mm.

Technical Field

The invention relates to an anchoring structure of an end steel plate in a double-steel-plate-concrete combined structure.

Background

The double-steel-plate-concrete combined structure consists of steel plates on two sides, core concrete and a shear connector. The cooperative work of the steel plate and the concrete in the double steel plate-concrete composite structure is realized by means of a shear connector. In the existing design specification aiming at the double-steel-plate-concrete combined structure, the connecting mode of the double-steel-plate-concrete combined structure and the connecting mode of the double-steel-plate-concrete combined structure and the reinforced concrete combined structure provide the anchoring effect on the steel plates, so that the shearing force of the shear connector is reduced, and the overall mechanical property and the safety margin of the double-steel-concrete combined structure are improved. However, no design of self-anchoring of the end steel plates of the double-steel-concrete composite structure has been proposed.

Disclosure of Invention

The invention aims to solve the problem that shear fracture resistance is easy to occur under the action of reciprocating load due to the complex stress of a shear connector in a double-steel-plate-concrete combined structure, and provides a double-steel-plate-concrete combined structure end steel plate self-anchoring structure.

The invention relates to a self-anchoring structure of end steel plates of a double-steel-plate-concrete combined structure, which comprises two steel plates at two sides, a plurality of internal anti-shearing connectors, core concrete, a rubber pad, a tail-end anti-shearing connector and an end anti-shearing connector, wherein the two steel plates are oppositely arranged, the internal anti-shearing connector is welded between the two steel plates, pouring core concrete between the two steel plates to form a double-steel-plate-concrete combined structure, bending one side (tension) steel plate at the end part of the double-steel-plate-concrete combined structure along the thickness direction of the double-steel-plate-concrete combined structure, the rubber pads with wedge-shaped thickness are arranged on the inner sides of the steel plate bending parts, one end of the tail end shear connector is connected to the steel plate bending parts, the other end of the tail end shear connector extends into the core concrete, and the end shear connector is arranged on the other side (tension) of the end of the double-steel-concrete combined structure along the thickness direction.

The invention discloses a self-anchoring structure of a steel plate at the end part of a double-steel-plate-concrete composite structure, which comprises two steel plates at two sides, a plurality of internal shear connectors, core concrete, rubber pads and tail end shear connectors, wherein the two steel plates are oppositely arranged, the internal shear connectors are welded between the two steel plates, the core concrete is poured between the two steel plates to form the double-steel-plate-concrete composite structure, the two (pulled) steel plates at the end part of the double-steel-concrete composite structure are respectively bent along the thickness direction of the double-steel-concrete composite structure, the inner side of each steel plate bent part is respectively provided with the rubber pads with wedge-shaped thickness, the tail end shear connector is connected to each steel plate bent part, one end of the tail end shear connector is connected to the steel plate bent part, and the other end.

The double-steel-plate-concrete combined structure consists of steel plates on two sides, core concrete and a shear connector. For the double-steel-plate-concrete combined structure adopting the steel plate self-anchoring mode, the steel plates on the two sides of the combined structure still realize partial interface shear force transmission through the shear connectors, the end bending steel plate section and the tail shear connector can effectively restrain the concrete, the anchoring effect of the end steel plates in the concrete is increased, and the steel plates are prevented from slipping. After the steel plates are connected with the shear connectors, concrete is poured by taking the steel plates at two sides as temporary formworks, so that a double-steel-plate-concrete combined structure form with self-anchored end steel plates is formed.

The self-anchoring structure of the end steel plate of the double-steel-plate-concrete combined structure has the beneficial effects that the steel plate self-anchoring mode can improve the cooperative working capacity of the steel plate and the concrete and can reduce the shearing acting force of the shearing-resistant connecting piece in the interface (under the action of reciprocating load), so that the mechanical property and the seismic performance of the double-steel-plate-concrete combined structure are greatly improved. The steel plates are anchored in the traditional splicing design of the double-steel-plate-concrete composite structure and the connection design of the double-steel-plate-concrete composite structure and the reinforced concrete structure. However, at present, no design research is conducted on the self-anchoring of the steel plate in the double-steel-plate-concrete combined structure. The invention makes up for the short slab in the double-steel-concrete combined structure and is suitable for the industrial application of the double-steel-concrete combined structure.

Drawings

FIG. 1 is a schematic structural view of an end bent steel plate in a self-anchoring structure of an end steel plate of a double-steel-concrete composite structure according to the present invention;

FIG. 2 is a schematic end view of a self-anchoring structure of an end steel plate of a double-steel-plate concrete composite structure according to an embodiment;

FIG. 3 is a schematic view of the overall structure of a self-anchoring structure of end steel plates of a double-steel-plate-concrete composite structure according to an embodiment;

FIG. 4 is a schematic view of the overall structure of a self-anchoring structure of a steel plate at the end of a double-steel-plate-concrete composite structure according to a second embodiment;

FIG. 5 is a schematic view of loading of a self-anchoring structure of end steel plates of a double-steel-plate-concrete composite structure in the embodiment;

FIG. 6 is a diagram showing the result of numerical simulation of the self-anchoring structure of the end steel plates of the double steel plate-concrete composite structure in the example;

fig. 7 is a graph showing the relationship between the internal force of the steel plate and the horizontal displacement of the steel plate in the self-anchoring structure of the end steel plate of the double steel plate-concrete composite structure in the embodiment, wherein 1 represents 0D, 2 represents 2.5D, 3 represents 5D, 4 represents 7.5D, 5 represents 10D, 6 represents 12.5D, 7 represents 15D, 8 represents 17.5D, and 9 represents 20D.

Detailed Description

The first embodiment is as follows: the self-anchoring structure of the end steel plate of the double-steel-plate concrete composite structure comprises two side steel plates 1, a plurality of internal shear connectors 2, core concrete 3, a rubber pad 4, a tail end shear connector 5 and an end shear connector 6, wherein the two steel plates 1 are oppositely arranged, the internal shear connectors 2 are welded between the two steel plates 1, pouring core concrete 3 between the two steel plates 1 to form a double-steel-plate-concrete combined structure, bending the steel plate 1 at one side of the end part of the double-steel-plate-concrete combined structure along the thickness direction of the double-steel-plate-concrete combined structure, the rubber pads 4 with wedge-shaped thickness are arranged on the inner sides of the steel plate bending parts, one end of the tail end shear connector 5 is connected to the steel plate bending parts, the other end of the tail end shear connector 5 extends into the core concrete 3, and the end shear connector 6 is arranged on the steel plate 1 on the other side of the end of the double-steel-concrete combined structure along the thickness direction.

The rubber pads with wedge-shaped thickness are arranged on the inner sides of the steel plates, and the tail-end shear connector is arranged on the bent steel plates, so that the steel plate anchoring effect is improved. The wedge-shaped rubber pad is mainly used for delaying the exertion of the anchoring effect of the bent steel plate, ensuring that the shearing resistance of the shearing-resistant connecting piece is exerted preferentially, and exerting the anchoring effect of the shearing-resistant connecting piece and the bent steel plate simultaneously when the load is large.

The self-anchoring structure of the end steel plate of the double-steel-plate concrete composite structure has the effects of reducing the shearing force of the shear connector in the interface, saving the welding construction cost of the shear connector, reducing the welding residual deformation and the residual stress of the steel plate and better improving the anti-seismic performance of the double-steel-plate concrete composite structure. Meanwhile, according to the existing test result aiming at the shearing resistance of the shearing-resistant connecting piece in the double-steel-plate concrete combined structure, under the action of reciprocating load, the shearing resistance of the shearing-resistant connecting piece is obviously reduced, and the ductility is reduced. For the steel plate-concrete combined structure, once the shear connector in the interface is easy to break under the action of reciprocating load, the bearing capacity of the double steel plate-concrete combined structure is completely lost.

The second embodiment is as follows: the self-anchoring structure of the end steel plate of the double-steel-plate concrete composite structure comprises two side steel plates 1, a plurality of internal shear connectors 2, core concrete 3, a rubber pad 4 and a tail end shear connector 5, wherein the two steel plates 1 are oppositely arranged, the internal shear connectors 2 are welded between the two steel plates 1, pouring core concrete 3 between the two steel plates 1 to form a double-steel-plate-concrete combined structure, bending the steel plates 1 at two sides of the end part of the double-steel-plate-concrete combined structure along the thickness direction of the double-steel-plate-concrete combined structure respectively, the rubber pads 4 with wedge-shaped thickness are respectively arranged on the inner sides of the steel plate bending parts, the tail end shear connector 5 is connected to each steel plate bending part, one end of the tail end shear connector 5 is connected to each steel plate bending part, and the other end of the tail end shear connector 5 extends into the core concrete 3.

The third concrete implementation mode: the difference between the first embodiment and the second embodiment is that the thickness of the steel plate 1 is D, and the radius of curvature R of the inner fillet at the bent part of the steel plate is 1.2D-2.8D.

The fourth concrete implementation mode: the difference between the first or second embodiment is that one side steel plate 1 at the end of the double steel plate-concrete composite structure is bent along the thickness direction of the double steel plate-concrete composite structure, and the included angle between the bent part of the steel plate and the non-bent part of the steel plate is 82-88 degrees.

The fifth concrete implementation mode: the fourth difference between the present embodiment and the present embodiment is that one side steel plate 1 at the end of the double steel plate-concrete composite structure is bent along the thickness direction of the double steel plate-concrete composite structure, and the included angle between the bent portion of the steel plate and the non-bent portion of the steel plate is 85 °.

The sixth specific implementation mode: the present embodiment is different from one of the first to fifth embodiments in that the tail end shear connector 5 is disposed perpendicular to the bent portion of the steel plate.

The seventh embodiment: the present embodiment is different from one of the first to fifth embodiments in that the trailing shear connector 5 is horizontally disposed.

The specific implementation mode is eight: the present embodiment differs from the first to seventh embodiments in that the thickness D of the steel sheet 1 is set, and the distance L from the end of the bent portion of the steel sheet to the bending point Q is set to 13D to 17D.

The specific implementation method nine: the difference between the present embodiment and the eighth embodiment is that the thickness of the steel plate 1 is D, and the distance m from the end of the bent portion of the steel plate to the tail end shear connector 5 is 3D to 6D.

The detailed implementation mode is ten: the present embodiment is different from one of the first to ninth embodiments in that the core concrete 3 has a thickness of 300mm to 1000 mm.

Example (b): the self-anchoring structure of the end steel plate of the double-steel-plate-concrete composite structure comprises two steel plates 1 on two sides, a plurality of internal anti-shearing connectors 2, core concrete 3, rubber pads 4, a tail end anti-shearing connector 5 and an end anti-shearing connector 6, wherein the two steel plates 1 are oppositely arranged, the internal anti-shearing connectors 2 are welded between the two steel plates 1, the core concrete 3 is poured between the two steel plates 1 to form the double-steel-concrete composite structure, one steel plate on one side of the end part of the double-steel-concrete composite structure is bent along the thickness direction of the double-steel-concrete composite structure, the rubber pads 4 with wedge-shaped thickness are arranged on the inner sides of steel plate bending parts, one end of the tail end anti-shearing connector 5 is connected onto the steel plate bending parts, the other end of the tail end anti-shearing connector 5 extends, and an end shear connector 6 is arranged on the steel plate on the other side of the end part of the double-steel-plate concrete combined structure along the thickness direction.

This embodiment is buckled the steel sheet through equipment of buckling, connects both sides steel sheet through shear connector, pours the concrete shaping between two steel sheets.

The ABAQUS finite element software is adopted to carry out simulation analysis on the self-anchoring structure of the end part of the double-steel-plate concrete structure in the embodiment, and the influence of the distance between the break point of the steel plate and the tail end of the steel plate on the maximum internal force value of the steel plate is mainly analyzed. In the embodiment, the thickness of the steel plate is 10mm, the width of the steel plate is 500mm, and the yield strength of the steel plate is 400 MPa; the height of the concrete is 500mm, the width of the concrete is 500mm, and the strength grade of the concrete is C40. The curvature radius of the bending point of the steel plate is 25mm, and the distance between the center of the first bending curve and the tail end of the steel plate is different from 0D to 20D. A loading diagram of the test piece is shown in fig. 5. In the figure, concrete at the end A is fixedly restrained, and horizontal displacement is applied to the steel plate at the end B. The contact surface of the steel plate and the concrete defines friction tangentially, the friction coefficient is 0.6, and the normal direction defines hard contact. The tail-end shear connector is simulated by a spring unit.

The simulation results are shown in fig. 6, and it can be seen that the concrete is compressed and inverted under the horizontal tension of the steel plate. The force versus horizontal displacement curve in the steel plate is plotted in fig. 7. It can be seen from the figure that, as the distance between the center of the bending curve and the tail end of the bent steel plate increases, the maximum internal force value of the steel plate gradually increases, and when the distance between the centers reaches 20D, the steel plate drops sharply. From the simulation result, the reason is that when the center distance is too large, the bending section steel plate is warped, and the effect of self-anchoring of the steel plate is influenced. Therefore, the suggested value of the distance between the circle center of the bending curve and the tail end of the steel plate is 13D-17D, and at the moment, the steel plate can reach the yield tensile strength. From the force-displacement curve, a drop occurs when the internal force reaches a peak, which is caused by plastic deformation of the concrete.