Combined shear wall component adopting V-shaped steel opposite-pull structure

Abstract

The invention relates to a combined shear wall component adopting a V-shaped steel opposite-pull structure. The combined shear wall comprises shear wall concrete, steel-encased webs on the two sides and steel-encased flanges at the two ends. The shear wall concrete is arranged between the steel-encased webs. V-shaped steel, stiffening ribs and studs are welded in the steel-encased webs on the two sides at intervals; the opposite-pulling effect is generated through contact of flange faces of the V-shaped steel on the steel-encased webs on the two sides, and separation of the steel-encased webs is limited; the stiffening ribs are perpendicular to the V-shaped steel and are broken at the V-shaped steel, and the studs are arranged in grids formed by staggering the V-shaped steel and the stiffening ribs; the steel-encased flanges at the two ends are welded with stiffening ribs and studs and are welded with the steel-encased webs at the two sides to form a square steel shell. The concrete has better strength and rigidity and is excellent in construction performance.

Description

Technical Field

[0001] The present application relates to a combined shear wall component using a V-shaped steel tension structure, belonging to the technical field of building components. Background Art

[0002] When dealing with out-of-plane forces such as impacts and explosions, the double steel plate-concrete composite shear wall requires a tension structure to ensure the out-of-plane force performance. However, the tension structure in the existing double steel plate-concrete composite shear wall usually needs to be achieved by welding tension steel plates or connecting them through tension bolts. The workload is large and there is great difficulty in operation when the distance between the double steel plates is small. Summary of the invention

[0003] The purpose of this application is to design a combined shear wall component using a V-shaped steel tension structure, which can make the overall bearing capacity of the structure better, have better node strength and stiffness, and have excellent construction performance.

[0004] The present application relates to a composite shear wall component adopting a V-shaped steel tension structure, wherein the composite shear wall component comprises external steel webs on both sides and external steel flanges at both ends, a shear wall concrete is arranged in the cavity between the external steel webs and the external steel flanges, V-shaped steels, stiffening ribs and studs are welded at intervals between the external steel webs on both sides, the V-shaped steels correspondingly arranged on the external steel webs on both sides are relatively engaged and contacted to form an engaged structure, the stiffening ribs and the V-shaped steels are vertically arranged and disconnected at the V-shaped steels, the studs are arranged in a grid formed by the staggered V-shaped steels and the stiffening ribs; stiffening ribs and studs are welded at intervals on the external steel flanges at both ends, and are welded with the external steel webs on both sides to form a square steel shell; wherein each V-shaped steel comprises a flange and a web that form a V-shape as a whole, the web end of each V-shaped steel is vertically welded and connected to the external steel webs on both sides, and the flanges of the two V-shaped steels cooperate with each other to form an engaged structure. Preferably, the angle between the flange of the V-shaped steel and the web 41 is 30-60°, and the ratio of the spacing between the V-shaped steels to the thickness of the combined shear wall component is 0.5-1.0.

[0005] The manufacturing method comprises the following steps:

[0006] (1) V-shaped steel is welded on the outer steel webs on both sides;

[0007] (2) Stiffening ribs are welded on the outer steel webs on both sides;

[0008] (3) Studs are welded on the outer steel webs on both sides;

[0009] (4) Stiffening ribs are welded on the outer steel flanges at both ends;

[0010] (5) Studs are welded on the outer steel flanges at both ends;

[0011] (6) Make the V-shaped steel flanges at the corresponding positions of the outer steel webs on both sides contact and fit together;

[0012] (7) Weld the outer steel webs on both sides to the outer steel flanges at both ends;

[0013] (8) Place the outer steel webs on both sides vertically and pour the internal concrete.

[0014] Wherein, the thickness of the V-shaped steel is v , flange length l vf and the web height h vw The following empirical formula is satisfied:

[0015]

[0016] Among them, λ1 is the influence coefficient, ranging from 0.2 to 0.8, dimensionless; m c is the concrete oblique compression strength factor, ranging from 0.5 to 2, in N 1 / 2 mm -1 ;f c is the compressive strength of concrete, in N / mm 2 θ c f is the concrete oblique pressure angle; y is the steel strength, in N / mm 2 ;s v is the V-shaped steel spacing, in mm; t sw is the thickness of the outer steel web, in mm; T w is the thickness of the combined shear wall, in mm; θ v is the angle between the flange and web of the V-shaped steel; m f is the effective coefficient of the foundation beam, ranging from 9 to 15, in N 1 / 8 .

[0017] A combined shear wall component using a V-shaped steel tension structure according to the present application has the following technical advantages:

[0018] (1) The tensioning effect is achieved through the contact of the V-shaped steel flange surface, avoiding complex and difficult welding work;

[0019] (2) According to the present application, a composite shear wall component adopts a V-shaped steel tension structure. This structural form has the characteristics of simple structure, reasonable force transmission path, convenient construction, etc. It can conveniently and effectively achieve the tension effect between the outer steel webs, and significantly improve the out-of-plane force performance of the composite shear wall;

[0020] (3) The present invention effectively improves the tie effect between the steel webs outside the composite shear wall, significantly reduces the out-of-plane deformation of the steel webs during casting, and makes the double steel plate composite shear wall structure have a wider application prospect in the fields of explosion protection and impact protection;

[0021] (4) This application proposes an empirical formula that can be used to guide and verify the design of V-shaped steel, which can fully realize the effective tension between the outer steel webs, improve the structural construction performance and stress performance, and achieve the beneficial effects of reasonable structure, lower cost and simple calculation. BRIEF DESCRIPTION OF THE DRAWINGS

[0022] Figure 1 It is a three-dimensional diagram of some components of the shear wall structure of the present application.

[0023] Figure 2 It is a top view of the shear wall structure of the present application.

[0024] Figure 3 It is a schematic diagram of the shear truss theory of this application.

[0025] Figure 4 It is a schematic diagram of the V-steel tension structure of the present application. DETAILED DESCRIPTION

[0026] The present application relates to a composite shear wall component using a V-shaped steel tension structure. The composite shear wall is a double steel plate-concrete composite shear wall; the angle between the flange and the web in the V-shaped steel is less than 90°; the V-shaped steel is welded to the outer steel webs on both sides at equal intervals, and the separation of the steel webs on both sides is limited by the surface contact of the V-shaped steel flanges on both sides, the stiffening ribs and the V-shaped steel are arranged vertically and welded to the outer steel plates on both sides at equal intervals, the studs are arranged at equal intervals in the grid formed by the V-shaped steel and the stiffening ribs, the outer steel flanges at both ends and the outer steel webs on both sides are welded to form a square steel shell, the outer steel flanges are provided with stiffening ribs at equal intervals, and the studs are welded between the stiffening ribs of the outer steel flanges at equal intervals.

[0027] like Figure 1-2 As shown, the composite shear wall component includes two side outer steel webs 1 and two end outer steel flanges 2, and the cavity between the outer steel webs 1 and the outer steel flanges 2 is provided with shear wall concrete. V-shaped steels 4, stiffening ribs 5 and studs 6 are welded between the two side outer steel webs 1. The V-shaped steels 4 correspondingly arranged on the two side outer steel webs 1 are arranged in relative engagement and contact to form a tension structure, and the two ends of the V-shaped steels are respectively welded and connected to the two side outer steel webs 1. The welding connection between the flange surface of the V-shaped steel on the two side outer steel webs 1 and the outer steel webs 1 produces a tension effect, which limits the separation of the outer steel webs. The stiffening ribs 5 and the V-shaped steels 4 are arranged vertically and disconnected at the V-shaped steels, that is, there is no rigid connection between the stiffening ribs 5 and the V-shaped steels 4, and the studs are arranged in the square formed by the staggered V-shaped steels and the stiffening ribs. Stiffening ribs and studs are welded on the two end outer steel flanges 2 at intervals, and are welded with the two side outer steel webs to form a square steel shell. A combined shear wall component using a V-shaped steel tension structure according to the present application has better strength and rigidity and excellent construction performance.

[0028] Specifically, Figure 4 As shown, the V-shaped steel tension structure of the present application includes two V-shaped steels 4 that are interlocked and tensioned, wherein each V-shaped steel 4 includes a flange 42 and a web 41 that form a V shape, the flange 42 and the web 41 form a whole, and the web end of each V-shaped steel is vertically fixedly connected to the outer steel webs on both sides, and the connection method can be welding or bolt connection. The flanges 41 of the two V-shaped steels cooperate with each other to form an interlocking structure. In this way, when the two V-shaped steels are correspondingly welded to the outer steel webs on both sides, a tension structure can be formed between the outer steel webs on both sides.

[0029] According to the present application, a combined shear wall using a V-shaped steel tension structure, the construction method thereof comprises the following steps:

[0030] (1) V-shaped steel is welded on the outer steel webs on both sides;

[0031] (2) Stiffening ribs are welded on the outer steel webs on both sides;

[0032] (3) Studs are welded on the outer steel webs on both sides;

[0033] (4) Stiffening ribs are welded on the outer steel flanges at both ends;

[0034] (5) Studs are welded on the outer steel flanges at both ends;

[0035] (6) The V-shaped steels at the corresponding positions of the outer steel webs on both sides are contacted and fitted;

[0036] (7) Weld the outer steel webs on both sides to the outer steel flanges at both ends;

[0037] (8) Place the outer steel webs on both sides vertically and pour the internal concrete.

[0038] In the combined shear wall of the V-steel tension structure of the present application, the V-steel is a very important component, which plays the role of connecting the steel webs on both sides. In addition, the V-steel can also effectively limit the out-of-plane deformation of the outer steel web during casting. The stiffening ribs and studs mainly meet the requirements of steel plate stability and casting deformation, and can be configured according to the structural requirements. The parameters that need to be designed for the V-steel include the thickness and height of the web, the thickness and length of the flange, the angle between the flange and the web, and the spacing. Generally speaking, the angle between the flange 42 of the V-steel and the web 41 is 30 to 60°, and the range of variation is relatively small; the web thickness and flange thickness of the V-steel can be the same. In addition, the spacing of the V-steel needs to be less than the thickness of the shear wall, and the ratio of the spacing of the V-steel to the thickness of the shear wall can be 0.5 to 1.0. Since the two V-steel flanges need to be in contact and fit, the height of the V-steel web is determined by the thickness of the shear wall, the length of the V-steel flange, and the angle between the V-steel flange and the web. In summary, the parameters that can be optimized and adjusted are mainly the thickness of the V-shaped steel and the length of the V-shaped steel flange. Optimizing the values ​​of the above two parameters can make the V-shaped steel effectively realize the tension of the steel webs on both sides, improve the out-of-plane force performance of the composite shear wall, reduce the out-of-plane deformation during the pouring of the steel web, and save materials and reduce the difficulty of construction.

[0039] In order to meet the requirements of structural bearing capacity and ductile failure, considering the usual engineering parameter values ​​and structural failure forms, the thickness of the V-shaped steel t v , V-shaped steel flange length l vf and the web height h vw The following empirical formula must be met:

[0040]

[0041] Where λ1 is the influence coefficient, usually ranging from 0.2 to 0.8, dimensionless; m c is the concrete oblique compression strength factor, usually ranging from 0.5 to 2, in N 1 / 2 mm -1 ;f c is the compressive strength of concrete, in N / mm 2 θ c f is the concrete oblique pressure angle; y is the steel strength, in N / mm 2 ;s v is the V-shaped steel spacing, in mm; t sw is the thickness of the outer steel web, in mm; T w is the thickness of the combined shear wall, in mm; θ v The angle between the flange and web of the V-shaped steel is usually 45°; m f is the effective coefficient of the foundation beam, usually 9 to 15, in N 1 / 8The above empirical formula can be used to guide the specific design of the V-shaped steel tension structure, and can also be used to perform specific calculations on the designed V-shaped steel tension structure to determine whether it meets the design requirements, which can provide guidance for engineering design.

[0042] Combined with actual engineering application scenarios, covering composite shear walls of different thicknesses, the calculation results are shown in Table 1.

[0043] Table 1

[0044]

[0045]

[0046] In the above examples, compared with Example 1, Example 2 has an increased spacing between V-shaped steels, and both the tension and thickness of the V-shaped steels will increase, which will lead to an increase in the length of the V-shaped steel flange. Compared with Example 1, Example 3 has a reduced thickness and spacing between the combined shear walls, and both the tension and thickness of the V-shaped steels will decrease, which will lead to a decrease in the length of the V-shaped steel flange. Compared with Example 1, Example 4 has an increased thickness and spacing between the combined shear walls. At this time, the opening is increased, and both the tension and thickness of the V-shaped steels will increase, which will lead to an increase in the length of the V-shaped steel flange. It can be seen from the above results that the length requirement of the V-shaped steel flange is relatively small, and the effect can be achieved without an excessively large flange. According to the above formula, the thickness and flange length of the V-shaped steel can be reasonably selected, which can not only meet the basic requirements of strength, but also save material costs, and achieve a technical effect of reasonable structure and lower cost. Since the V-shaped steel in this application is located in the concrete and wrapped by the concrete, there is no stability problem, so there is no restriction on its width-to-thickness ratio from the perspective of bearing capacity.

[0047] Although the implementation methods disclosed in this application are as above, the contents described are only implementation methods adopted for facilitating the understanding of this application, and are not intended to limit this application. Any technician in the technical field to which this application belongs can make any modifications and changes in the form and details of implementation without departing from the spirit and scope disclosed in this application, but the scope of patent protection of this application shall still be defined by the scope of the attached claims.

Claims

1. A composite shear wall component using a V-shaped steel tension structure, characterized in that: The composite shear wall component includes external steel webs on both sides and external steel flanges at both ends. Shear wall concrete is arranged in the cavity between the external steel webs and the external steel flanges. V-shaped steels, stiffening ribs and studs are welded between the external steel webs on both sides at intervals. The V-shaped steels correspondingly arranged on the external steel webs on both sides are relatively engaged and contacted to form an engaged structure. The stiffening ribs and the V-shaped steels are vertically arranged and disconnected at the V-shaped steels. The studs are arranged in a grid formed by the staggered V-shaped steels and the stiffening ribs. Stiffening ribs and studs are welded on the external steel flanges at both ends at intervals, and are welded with the external steel webs on both sides to form a square steel shell. Each V-shaped steel includes flanges and webs that form a V-shape as a whole. The web ends of each V-shaped steel are vertically welded to the outer steel webs on both sides, and the flanges of the two V-shaped steels cooperate with each other to form a mosaic structure.

2. A composite shear wall component using a V-shaped steel tension structure according to claim 1, characterized in that: The manufacturing method thereof comprises the following steps: (1) V-shaped steel is welded on the outer steel webs on both sides; (2) Stiffening ribs are welded on the outer steel webs on both sides; (3) Studs are welded on the outer steel webs on both sides; (4) Stiffening ribs are welded on the outer steel flanges at both ends; (5) Studs are welded on the outer steel flanges at both ends; (6) Make the V-shaped steel flanges at the corresponding positions of the outer steel webs on both sides contact and fit together; (7) Weld the outer steel webs on both sides to the outer steel flanges at both ends; (8) Place the outer steel webs on both sides vertically and pour the internal concrete.

3. A composite shear wall component using a V-shaped steel tension structure according to claim 1 or 2, characterized in that: The angle between the flange and the web of the V-shaped steel is 30-60°.

4. The combined shear wall component using a V-shaped steel tension structure according to claim 3, characterized in that: The ratio of the spacing between the V-shaped steels to the thickness of the combined shear wall components is 0.5 to 1.

0.

5. A composite shear wall component using a V-shaped steel tension structure according to claim 1, 2 or 4, characterized in that: The thickness of the V-shaped steel is v , flange length l vf and the web height h vw The following empirical formula is satisfied: Among them, λ1 is the influence coefficient, ranging from 0.2 to 0.8, dimensionless; m c is the concrete oblique compression strength factor, ranging from 0.5 to 2, in N 1 / 2 mm -1 ;f c is the compressive strength of concrete, in N / mm 2 θ c f is the concrete oblique pressure angle; y is the steel strength, in N / mm 2 ;s v is the V-shaped steel spacing, in mm; t sw is the thickness of the outer steel web, in mm; T w is the thickness of the combined shear wall, in mm; θ v is the angle between the flange and web of the V-shaped steel; m f is the effective coefficient of the foundation beam, ranging from 9 to 15, in N 1 / 8 .

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