JP3364794B2 - Installation method of shear reinforcement at joints between reinforced concrete columns and steel beams - Google Patents

Description

Detailed Description of the Invention

[0001]

BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to a method of installing a shear reinforcement member at a joint between a reinforced concrete column and a steel beam.

[0002]

2. Description of the Related Art Conventionally, when a shear reinforcing bar is installed at a joint between a steel beam-through type reinforced concrete column and a steel beam, the reinforcing bar is made by punching a hole in the web of the steel beam or attached to the steel beam. It was necessary to drill holes in the steel frame and weld the reinforcing bars, such as welding the reinforcing bars to the stiffener plate.

[0003]

The problem to be solved by the present invention (the object of the present invention) is to eliminate the need for troublesome work as in the above-mentioned prior art, and to shear the joint portion with a relatively simple work. It is an object of the present invention to provide a method for installing a shear reinforcement material at a joint portion between a reinforced concrete column and a steel beam, which is capable of increasing the strength of the joint portion by installing the reinforcement material.

[0004]

In order to solve the above-mentioned problems, in the first method of the present invention (the method according to claim 1),
A stiffener plate is attached to both sides of the web at the position where the column surface crosses or slightly inward of both adjacent steel beams at the joint between the steel beam through type reinforced concrete column and the steel beam, and the adjacent steel frames are attached. Create a compression bundling of spiral hoop muscles with the same planar shape as the plan shape of the joined concrete placing part to be installed in the joining concrete placing part between the webs of the beams, and do not hit the stiffener plate with the compression bundling. After inserting it vertically into the jointed concrete pouring section, it was elongated horizontally to untie it, and the upper and lower ends of the extended spiral hoop bar were pressed against the upper and lower flanges of the steel beam.

In the second method of the present invention (the method according to claim 2), the column surface of at least one of the adjacent steel beams at the joint between the steel beam through type reinforced concrete column and the steel beam crosses. From the above position, stiffener plates are attached to both sides of the web located inside by a distance corresponding to the overhang of the main bar of the column, and the spiral hoop bar with a hexagonal plan shape is installed at the joint concrete placing part between the webs of adjacent steel beams. After creating a compression bundling, insert the compression bundling from the gap between the tips of the stiffener plate into the joint concrete placing part, then untie and stretch the upper and lower ends of the spiral hoop bar to the upper and lower flanges of the steel beam. Is pressed against.

Further, in the third method of the present invention (the method according to claim 3), in the second method of the present invention, the planar shape of the spiral hoop muscle is not a hexagon but a pentagon.

The first of the three methods of the present invention is
The second and third methods are generally used, and the second and third methods are to attach an additional reinforcing steel plate to the outside of the flange of the steel beam in addition to the above-mentioned stiffener plate, or to attach the stiffener plate to the column surface at the side column or corner column. It is applied when it is not desired to put it out, and therefore, as will be described later, there are cases where the first method and the second and third methods are combined and applied to one pillar.

[0008]

BEST MODE FOR CARRYING OUT THE INVENTION An embodiment of the first method of the present invention will be described with reference to FIGS. 1 and 2. In the drawings, 1 is a reinforced concrete column (hereinafter simply referred to as column),
2 and 3 are steel beams in four directions orthogonal to each other, and the pillar 1 is a cast-in-place concrete structure, and the steel beams 2 and 3 whose cross section is I-shaped.
Are so-called through-joints.

Reference numeral 4 denotes webs of the steel beams 2 and 3, 5 denotes upper and lower flanges of the steel beams 2 and 3, and column main bars are not shown.

The steel beams 2 and 3 are assembled in a cruciform shape in advance with the joint portion with the column 1 being separated from the central portion of the span, and in the first method of the present invention, first, this assembly is carried out. The stiffener plates 6 and 6 are respectively provided on both sides of the web 4 at the position where the surface of the column 1 crosses or the position slightly inward of the surface of the steel beam 2.3 that is installed, and the three sides of the stiffener plates 6 and 6, respectively. And the upper and lower flanges 5 and 5 are welded and attached to the webs 4 and 4 of the adjacent steel beams 2 and 3.
A compression bundling body (not shown) of the spiral hoop muscles 8 to be installed in the four bonded concrete placing portions 7 respectively formed between them is created.

The planar shape of the spiral hoop streak 8 is the same as the planar shape of the joined concrete placing portion 7 and is square in the case of the figure (when the cross-sectional shape of the pillar 1 is rectangular, the joined concrete placing portion 7 and the spiral). The plan shape of the hoop muscle 8 is also rectangular), and the compressed bundle does not enter the joint concrete placing part 7 by hitting the stiffener plates 6 and 6 in the horizontally compressed state compressed up and down. After putting it in, it is laid down to be laterally long, and then the binding is released, and the upper and lower ends of the extended spiral hoop muscle 8 are pressed against the upper and lower flanges 5, 5 of the adjacent steel beam 2, 3.

In order to construct the joint between the pillar 1 and the steel beams 2 and 3 as described above, the pillar main bar is first projected upward to form the pillar 1 on the floor, Steel beam 2,3
The assembly is placed on the inside of the spiral hoop bar 8 so that the main pillars of the column are passed through, and the formwork is set on the outside of each joined concrete placing part 7, and the concrete is placed on each joined concrete placing part 7. (This concrete is pillar 1
(Also concrete) of the stiffener plates 6 and 6 in this way.
And the spiral hoop muscles 8 to restrain the joint strength.

Next, one embodiment of the second method of the present invention will be described with reference to FIG. 3. In the second method of the present invention,
First, stiffener plates 9 and 9 are respectively attached to both sides of the web 4 of the assembled steel beams 2 and 3 which are located inwardly from the position where the surface of the column 1 crosses and at a distance corresponding to the covering of the column main bar. Weld the edges to the web 4 of each steel beam 2 and 3 and the upper and lower flanges 5 and 5 and attach
A compression bundling body of spiral hoop muscles 10 to be installed in one joined concrete placing portion 7 is prepared.

The planar shape of the spiral hoop muscle 10 in the second method of the present invention is hexagonal (in the figure, bilateral symmetry, two opposing interior angles are right angles, and parallel sides are three pairs of hexagons). After inserting the compression bundling body into the joined concrete placing part 7 through the gap between the tips of the stiffener plates 9 and 9 attached to the adjacent steel beams 2 and 3, the bundling is released and the expanded spiral hoop muscle 10 The upper and lower ends are pressed against the upper and lower flanges 5, 5 of the steel beam 2, 3.

The manner in which the joints between the columns 1 and the steel beams 2, 3 are formed after the above steps are the same as in the case of the first method described above.

Next, in the third method of the present invention, the planar shape of the spiral hoop bar 11 installed in the joined concrete placing portion 7 is a pentagon (in the figure, a symmetrical shape, a pentagon having three interior angles at right angles). Other than this point, it is exactly the same as the case of the above-mentioned second method, and therefore further description is omitted.

As described above, it is general to apply any one of the first to third methods of the present invention at the joint between the column and the steel beam in four directions. In order to prevent the stiffener plate from being exposed to the outer column surface at the joint portion (in the case of a side column) with the steel beam in the direction and the joint portion (in the case of a corner column) between the column and the steel column in the two directions, FIG. Alternatively, as shown in FIG. 6 and FIG. 6, the first method and the second and third methods of the present invention may be applied in combination.

In FIG. 5, reference numeral 2'denotes a steel frame beam embedded in the column 1 which is a side column. The same steel beam 2'is attached with the same stiffener plates 9 and 9 as in FIG. The same stiffener plates 6 as in the case of FIG. 1 are attached to the steel beam 2 and the steel beams 3 and 3 orthogonal thereto.

Then, a spiral hoop bar 8 according to the first method of the present invention is installed in the joint concrete placing portion 7 between the webs of the adjacent steel beams 2 and 3, and the adjacent steel beams 2'and 3 are also provided. The spiral hoop reinforcement 10 according to the second method of the present invention is installed in the joined concrete placing portion 7'between the webs.

Next, in FIG. 6, reference numerals 2'and 3'indicate the steel frame beams embedded in the column 1 which is a corner column, and these steel frame beams 2'and 3'have the same stiffener plate 9 as in FIG. , 9 are attached, and the same steel beams 2, 3 are attached with the same stiffener plates 6, 6 as in the case of FIG.

Then, the spiral hoop reinforcement 8 according to the first method of the present invention is installed in the joint concrete placing portion 7 between the webs of the adjacent steel beams 2, 3 and the adjacent steel beams 2, 3 '. And the steel beam 2 ', 3 between the webs of the joint concrete placing part 7', and the adjacent steel beam 2 ',
The spiral hoop reinforcement 10 according to the second method of the present invention is installed in the joined concrete placing portion 12 between the 3'webs.

[Brief description of drawings]

FIG. 1 is a horizontal sectional view for explaining a first method of the present invention.

FIG. 2 is a vertical sectional view of the same.

FIG. 3 is a horizontal sectional view for explaining a second method of the present invention.

FIG. 4 is a horizontal sectional view for explaining a third method of the present invention.

FIG. 5 is a horizontal sectional view for explaining a mode of application of the method of the present invention on a side pillar.

FIG. 6 is a horizontal sectional view for explaining an application mode of the method of the present invention in a corner post.

[Explanation of symbols]

1: Reinforced concrete columns (columns), 2, 2 ', 3, 3':
Steel beam, 4: Web, 5: Flange, 6: Stiffener plate, 7, 7 ': Joined concrete placing part, 8: Spiral hoop bar, 9: Stiffener plate, 10: Spiral hoop bar, 11: Spiral hoop bar, 12: Joined concrete placing section.

─────────────────────────────────────────────────── ─── Continuation of the front page (56) Reference JP-A-8-246547 (JP, A) (58) Fields investigated (Int.Cl. ⁷ , DB name) E04B 1/16 E04B 1/30

Claims (3)

(57) [Claims] 1. A steel-beam-through type reinforced concrete column and both of the adjacent steel beams at the joint between the steel beams,
Stiffener plates are attached to both sides of the web at the position where the surface of the pillar crosses or a position slightly inward of it, and the plan shape of the joined concrete placing part to be installed in the joined concrete placing part between the webs of adjacent steel beams Create a compression bundle of spiral hoop muscles of the same plane shape, make the compression bundle vertical so that it does not hit the stiffener plate, insert it into the joint concrete placing part, then make it horizontal and untie it to expand the spiral A method for installing a shear reinforcement member at a joint between a reinforced concrete column and a steel beam, wherein the upper and lower ends of the hoop reinforcement are pressed against the upper and lower flanges of the steel beam. 2. Both sides of the web located inside a distance corresponding to the overburden of the column main bar from the position where the surface of the column crosses at least one of the adjacent steel beams at the joint between the steel beam through type reinforced concrete column and the steel beam. In addition, while attaching the stiffener plate, install in the joint concrete placing part between the webs of the adjacent steel beams, create a compression bundling of spiral hoop muscle with a hexagonal planar shape, and attach the compression bundling to the stiffener plate. Bonding between reinforced concrete columns and steel beams, which is characterized by pressing the upper and lower ends of the extended spiral hoop bar to the upper and lower flanges of the steel beam after releasing the bundling after inserting it into the concrete placing part through the gap between the tips. How to install shear reinforcements in the section. 3. The reinforced concrete column and the steel frame according to claim 2, wherein the spiral hoop reinforcement in the method for installing the shear reinforcement at the joint between the reinforced concrete column and the steel beam is not a hexagon but a pentagon. How to install shear reinforcements at joints with beams.