RU148106U1 - DIAFRAGMA FRAME OF SEISMIC RESISTANT MULTI-STOREY BUILDING - Google Patents

Abstract

1. The diaphragm of the frame multi-story building, made up of at least two sections in height, each section is a reinforced concrete slab, which is equipped with vertical and horizontal embedded parts of sheet metal along the perimeter, the upper horizontal embedded part of the lower section is connected to the gap with the lower horizontal embedded part above the section, in the specified gap steel shear bonds are installed and fixed by welding with metal penetration, they Angled guides equilateral sechenie.2. The diaphragm of the frame multi-story building according to claim 1, characterized in that the steel shear bonds of each gap are installed parallel to each other. The diaphragm of the frame multi-storey building according to claim 1, characterized in that the separation of the diaphragm into sections is performed floor-by-floor at the level of ceilings. The diaphragm of the frame multi-storey building according to claim 1, characterized in that the embedded parts are equipped with a system of holes with the same pitch, which are used to install steel shear bonds. The diaphragm of the frame multi-storey building according to claim 1, characterized in that it is connected by its vertical embedded part to the embedded part of the column through steel shear ties of equal angular cross-section.

Description

The utility model relates to the field of construction, namely, to the diaphragms of frame seismic-resistant multi-storey buildings, and can be used for the construction of frame buildings that accept seismic and wind loads.

In the prior art, various diaphragms of frame buildings are known.

From the document NZ 556288 A, the diaphragm structure of a frame building is known, which includes internal longitudinal stiffeners interconnected by connecting elements.

The disadvantage of this diaphragm when exposed to horizontal loads is the predominant influence of bending moments that determine the strength and rigidity of the frame.

The closest analogue of the claimed utility model is UA 78965 C2, from which the stiffness diaphragm, which is made of reinforced concrete, is known.

The disadvantage of the closest analogue is the low rigidity and structural strength.

Thus, the technical result to which the claimed utility model is aimed is to increase the stiffness and strength of the diaphragm, and, accordingly, increase the seismic resistance of the building itself as a whole.

The claimed technical result is fully achieved by a set of features of an independent paragraph of the claimed formula of the utility model.

The proposed design of the diaphragm changes its operating mode: bending moments are practically eliminated from the force factors determining the strength and rigidity of the structure. The diaphragm works mainly on transverse, longitudinal and shear forces, that is, mainly on compression-tension.

The diaphragm design is a vertical composite load-bearing wall element with horizontal gaps at the level of ceilings and vertical gaps at the junction with the columns of the frame and installed in them by rigid steel shear bonds.

The diaphragm of the frame multi-storey building is made of reinforced concrete and includes three-element load-bearing wall sections that are height and level in plan, separated by floors, at the level of ceilings and along the side faces adjacent to the columns of the frame with gaps.

The reinforced concrete diaphragm of the frame building is made integral in height of at least two sections. Each section is a reinforced concrete slab, which along the perimeter is equipped with embedded parts (vertical and horizontal) of sheet metal. The upper horizontal embedded part, below the located section, is connected with the gap with the lower horizontal embedded part, above the located section. In the specified gap, steel shear bonds having equal angular equal-angle cross-section are installed and fixed by welding with metal penetration.

Steel shear bonds in each gap are parallel to each other. The separation of the diaphragm into sections is performed floor by floor at the level of overlap. The embedded parts are equipped with a uniform pitch system of holes that are used to establish steel shear ties. The diaphragm is connected by its vertical embedded part to the embedded part of the column through steel shear bonds.

Further, in more detail, the claimed utility model is illustrated by drawings, in which:

In FIG. 1 - shows a General view of the diaphragm;

In FIG. 2- section 1-1 in FIG. one;

In FIG. 3 is a section 2-2 in FIG. one;

In FIG. 4 - node “A” in FIG. one;

In FIG. 5 - node "B" in FIG. one;

In FIG. 6 - node "D" in FIG. 2;

In FIG. 7 - node "B" in FIG. one;

In FIG. 8 - node "G" in FIG. one;

In FIG. 9 - structural elements from sheet metal with holes;

In FIG. 10 - steel shear bond separately;

In FIG. 11 - node "E" in FIG. 3.

The reinforced concrete diaphragm of the frame multi-storey building includes three-element load-bearing wall sections (1) that are height and floor component, separated by floors, at the level of ceilings and along the side faces adjacent to the columns of the frame (3) with gaps. Each section (1) of the reinforced concrete diaphragm is equipped around the perimeter with embedded parts (2) of sheet metal. The upper face of each diaphragm section (1) is connected through the embedded part (2) to the lower face of the upstream diaphragm section (1) through its lower embedded part (2) by means of rigid steel shear ties (5) of the angular section. The embedded parts (2) of the sections (1) of the diaphragm and the embedded parts (4) of the adjoining columns (3) are equipped with a system of regular holes (6) for establishing shear bonds (5). Rallying sections (1) of the diaphragm between themselves and with adjacent columns (3) of the frame is carried out in metal fusion welding.

Steel shear bonds between adjacent sections are installed parallel to each other and with a constant uniform pitch.

Between the embedded parts of each column and the vertical embedded part of the diaphragm section adjacent to the column, steel shear bonds are installed parallel to each other and with a constant identical pitch by welding with metal fusion.

This embodiment provides greater rigidity, allowing the structure to withstand heavy loads.

Such a constructive solution of the reinforced concrete diaphragm of a multi-story frame building is based on the effect of replacing the bending moment with transverse and shear forces. Bending moments, insignificant in size, are localized mainly within the pitch of steel shear bonds, and do not accumulate along the height of the diaphragm.

The limiting state of the diaphragm is controlled by optimizing the gap between the sections of the diaphragm and between the diaphragm and the columns of the frame, as well as the stiffness and pitch of the steel shear bonds.

The bearing capacity of the reinforced concrete diaphragm is determined by the maximum edge stresses and the maximum tangential stresses in the steel shear bonds.

The optimal stiffness of steel shear bonds will be such that the bearing capacity of the diaphragm is the same according to these two criteria.

Thus, the implementation of the reinforced concrete diaphragm of the above construction provides an increase in the rigidity of the building.

Claims (5)

1. The diaphragm of the frame multi-story building, made up of at least two sections in height, each section is a reinforced concrete slab, which is equipped with vertical and horizontal embedded parts of sheet metal along the perimeter, the upper horizontal embedded part of the lower section is connected to the gap with the lower horizontal embedded part above the section, in the specified gap steel shear bonds are installed and fixed by welding with metal penetration, they Angled guides equilateral cross section. 2. The diaphragm of the frame multi-story building according to claim 1, characterized in that the steel shear bonds of each gap are installed parallel to each other. 3. The diaphragm of the frame multi-storey building according to claim 1, characterized in that the separation of the diaphragm into sections is performed floor-by-floor at the level of ceilings. 4. The diaphragm of the frame multi-story building according to claim 1, characterized in that the embedded parts are equipped with a system of holes with the same pitch, which are used to set the steel shear ties. 5. The diaphragm of the frame multi-storey building according to claim 1, characterized in that it is connected by its vertical embedded part with the embedded part of the column through steel shear ties of equal angular cross-section.

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