JPS603844Y2 - reinforced concrete structure - Google Patents

Description

[Detailed description of the invention] This invention relates to a reinforced concrete structure that is extremely earthquake resistant.

Many past earthquakes have proven that shear walls are an important earthquake-resistant element.

However, a seismic wall can only be considered an earthquake-resistant element with strength and resilience if it is arranged planarly and three-dimensionally in a well-balanced manner in the row and beam directions, and the area around the shear wall is sufficiently restrained.

Therefore, if earthquake-resistant walls are placed two-dimensionally and three-dimensionally concentrated on one side, or if the constituent members of the frame that restrain the area around the earthquake-resistant wall do not have sufficient surplus strength and tenacity to restrain the earthquake-resistant wall, the building will be damaged during an earthquake. When subjected to a large horizontal force, earthquake-resistant walls may undergo torsional or rotational displacement using the concentrated locations as fulcrums, or the earthquake-resistant walls may suddenly lose their rigidity, leading to the destruction of the building.

By the way, conventional reinforced concrete structural shear walls (hereinafter referred to as
It's called a seismic wall.

) Steel-frame reinforced concrete structures and buildings with reinforced concrete structures have various problems.

In the former case, when placing seismic walls consecutively on the upper and lower floors, the steel frames of the beams between the upper and lower seismic walls get in the way, making it difficult to arrange the main wall reinforcement of the shear walls continuously on the upper and lower floors. However, since the upper and lower seismic walls cannot be integrated, it is structurally disadvantageous.

If we dare to arrange the vertical main reinforcement of the upper and lower shear walls continuously on the upper and lower floors, it may be possible to bend a part of the longitudinal main reinforcement to avoid the steel frame of the beam between the upper and lower shear walls. Construction is extremely troublesome.

Furthermore, reinforcing bar work, such as reinforcing bar processing work and reinforcing bar arrangement work, is extremely complex and difficult, and requires many skilled craftsmen.

On the other hand, in the latter case, reinforcing bars have lower rigidity than section steel due to their cross-sectional shape, and the reinforcing bars for columns and griddles have almost no self-supporting strength immediately after being assembled, so they are required to use many temporary reinforcing materials and materials in addition to formwork. It needs to be supported, which increases the cost of temporary construction.

This idea was devised to solve various problems in the construction and earthquake resistance of steel-framed reinforced concrete structures and reinforced concrete structures, which have been called earthquake-resistant structures until now. The purpose of the present invention is to provide a reinforced concrete structure that is far superior in earthquake resistance to reinforced concrete structures.

This invention will be explained below with reference to an illustrated embodiment.

In the drawings, reference numeral 1 in Figures 1, 2, and 3 indicates a column;
Code 2 is the line in the column direction, code 3 is the line in the beam direction, code 4
is a shear wall and code 5 is a slab.

The stress and cross section of the column 1 are calculated according to conventional steel reinforced concrete structural calculations, and H-beams 7, column main reinforcements 8, and hoop reinforcements 9 (also referred to as tie reinforcements) are placed at predetermined positions in the concrete 6.

) is constructed from a steel-framed reinforced concrete structure (see Figure 1).

The structure of the column 2 in the girder row direction is almost the same as that of the column 1, and stress and cross-section calculations are performed according to conventional steel reinforced concrete structural calculations, and H-beams 7, beam main reinforcements 10, and stirrup reinforcements are placed at predetermined positions in the concrete 6. 11 (Also called stirrup muscles.

) is constructed from a steel-framed reinforced concrete structure (see Figure 2).

The beams 3 in the direction between the beams, that is, the beams placed between the upper and lower shear walls 4, 4 integrally with the shear walls 4, 4, are the main bars and shear reinforcing bars (stirrups) arranged in the concrete 6 according to conventional reinforced concrete structural calculations. Stress calculations and cross-sectional calculations are performed in accordance with conventional reinforced concrete structural calculations, and a plurality of angle members 12, 12 and lattice components 13, 13 that can withstand the design load are placed at the reinforcing positions of (or stirrups), respectively. (See Figures 1 and 2).

Steel strips or reinforcing bars are used for the lattice component 13 depending on the scale of the building, and both ends are connected to adjacent angle members 12.1.
It is attached by bolting or welding to 2.

In the embodiment, the lattice component 13 is attached at a slight angle so as to form a truss with the angle members 12, but it may be attached at right angles to the angle members 12.

For the shear wall 4, stress and cross-section calculations were performed according to conventional reinforced concrete structural calculations, and longitudinal main reinforcement 1 was installed in the concrete 6.
4. A plurality of horizontal main reinforcements 15 are arranged vertically and horizontally.

The plurality of longitudinal main reinforcements 14 are arranged across the upper and lower seismic walls 4, 4 through gaps between the plurality of angle members 12 arranged in the girder 3 in the inter-beam direction and the lattice component 13.

Slab 5 is subjected to stress calculation and cross-sectional calculation according to conventional reinforced concrete structure calculations, and is configured with a plurality of main reinforcements 16 arranged vertically and horizontally at predetermined positions within concrete 6.

The joint between the angle pieces 12.12 arranged in the girder 3 in the direction between the beams is made by overlapping the ends of the angle pieces 12.12 by a predetermined length, and connecting the overlapped parts of the angle pieces 12.12 with a plurality of bolts 17. A high-strength bolted joint is used.

In addition, the angle members 12 placed within the cage 3 in the direction between the beams.
12 and the H-shaped steel 7 placed inside the column 1 are connected to the H-shaped steel 7.
The ends of the upper and lower angle members 12.12 are overlapped for a predetermined length on a bracket 18.18 that is protruded from the side opposite to the upper and lower angle members 12.12, and the bracket 18.18 and the angle members 12.12 are overlapped. A high-strength bolt joint is used in which the parts are joined with a plurality of bolts 17.

In such a configuration, the construction order of this invention will be explained next.

First, at a factory or construction site, a plurality of angle members 12 and lattice constituent members 13 arranged within the beams 3 in the beam-to-beam direction are assembled into a predetermined cross-sectional shape according to a design drawing.

At this time, a bolt 1 is attached to the end of the angle material 12 to be joined.
The necessary number of bolt holes for the bolts 7 to pass through are formed in advance.

Next, in parallel with the erection work of the H-shaped steel 7 placed in the column 1 and the girder 2 in the girder direction, the frame consisting of the angle members 12 and lattice component members 13 assembled earlier is lifted by a crane or the like. Lower it and install it in the specified position, then attach the upper and lower angle members 1.
2.12 Bracket 1 with both ends protruding toward H-shaped steel 7 side
8. Fix to 18 with bolts 17°17.

Next, while considering the process of formwork work, according to the design drawings, the main column reinforcement 8 of column 1, the hoop reinforcement 9, and the main beam reinforcement 1 of column 2 in the girder direction.
0, conduct reinforcement work for the stirrup reinforcement 11, the vertical main reinforcement 14 of the shear wall 4, the horizontal main reinforcement 15, and the main reinforcement 16 of the slab 5.

Then, after the steel frame erection work, formwork assembly work, and reinforcement work are completed, concrete 6 is poured.

This idea consists of the above-mentioned structure. The columns and columns placed in the girder direction are constructed of steel-framed reinforced concrete, and the beams placed integrally with the shear walls between the upper and lower shear walls in the direction between the beams are constructed using conventional concrete structures. A shear wall constructed by placing angle members and lattice components that can withstand the design load according to conventional reinforced concrete structural calculations at the reinforcement positions of main reinforcement and shear reinforcing bars arranged according to reinforced concrete structural calculations, and in the inter-beam direction. The vertical main reinforcement inside will be arranged across the upper and lower shear walls through the gap between the angle material and the lattice component, so the upper and lower shear walls will be integrated, and the upper and lower sides of the shear wall will be almost flat. Because it is restrained by a frame with uniform rigidity, it is extremely earthquake resistant.

In addition, because angle members and lattice constituent members have greater rigidity than reinforcing bars due to their cross-sectional shapes, frames constructed from angle members and lattice constituent members have a large self-supporting force, so temporary reinforcing materials are used to support these frames. It is possible to reduce the amount of materials used for temporary construction, and it can also be used as a temporary construction, thereby reducing the cost of temporary construction.

Furthermore, since the frame in the girder direction is constructed of a steel-framed reinforced concrete structure, the span and opening can be made larger than in a frame with a reinforced concrete structure.

[Brief explanation of the drawing]

Figures 1 to 3 show examples of this invention.
Figure 1 is a partial cross-sectional view of the building showing the structure of columns, columns in the row direction, and beams in the direction between the beams, and Figure 2 is the A--
3 is a sectional view taken along line A and FIG. 3 is a sectional view taken along line B-B in FIG. 1. 1...Column, 2...Beam in column direction, 3.
...Beams in the beam-to-beam direction, 4...Shear walls, 5.
...Slab, 6...Concrete, 7.
...H-shaped steel, 8...Column main reinforcement, 9...
... Hoop reinforcement, 10 ... Beam main reinforcement, 11 ...
... Stirrup strip, 12 ... Angle material, 1
3... Lattice component, 14... Vertical main reinforcement, 15... Horizontal main reinforcement, 16... Main reinforcement,
17... Bolt, 18... Bracket.

Claims (1)

[Scope of utility model registration request] In a reinforced concrete structure in which at least the columns and beams are made of steel-framed reinforced concrete and shear walls are placed above and below the beams, the positions where the main reinforcement and shear reinforcing bars in the direction between the beams are arranged among the beams. A reinforced concrete structure characterized by arranging angle members and lattice components capable of withstanding design loads, and arranging multiple reinforcing bars across the upper and lower seismic walls of these beams.