KR102577800B1 - Reducing height type girder and construction method - Google Patents

Abstract

The present invention relates to a height-reducing girder and a construction method thereof, which is a height-reducing girder that is installed so that the deck is supported on an H-beam having a web connecting the upper and lower flanges and constitutes an interfloor floor structure of a building, wherein the lower part of the H-beam Channel plates are provided on both sides of the flange, upper stiffeners are provided on the upper flanges on both sides of the web of the H-beam, lower stiffeners are provided between the lower flanges on both sides of the web and the channel plate, and upper stiffeners on both sides and upper stiffeners on both sides are provided. Each inclined member is connected to the lower stiffener, reinforcing bars are fixed to the inclined members on both sides, and connecting reinforcing bars provided on the deck are hung on both reinforcing bars, and the H-beam has a movement area on the deck side. A construction method for installing a deck between columns using a floor height reduction type girder that is equipped with a shear reinforcement part to expand the floor height and can lower the floor height to a height corresponding to the H shape steel while reinforcing the H beam, and a floor height reduction girder. As such, H-beams are connected and installed between pillars, the deck is placed and fixed on both channel plates of the H-beams, and the connecting rebar is placed on the deck, and the bent end of the connecting rebar is provided on the inclined material. It provides a construction method for a height-reducing girder that is installed so that it hangs on a reinforcing bar and pours concrete on the deck to form concrete with the H-beam steel, shear reinforcement, and some of the connecting reinforcing bars of the deck buried.

Description

Reducing height type girder and construction method thereof {Reducing height type girder and construction method}

The present invention relates to a height-reducing girder and a construction method thereof, and more specifically, to a height-reducing girder and a construction method thereof that can reduce the floor height between floors while supporting the floor structure forming the floors of a building. .

In general, as architecture has developed, structures that have been supported by pillars or walls, such as houses, are not supported by pillars, such as performance facilities, public halls, automated factories, automated warehouses, zoological and botanical gardens, exhibition halls, hangars, gymnasiums, and leisure facilities. A variety of very large buildings are being built, and the need for such buildings has recently emerged.

Accordingly, in order to create a better environmental space, continuous research and development has been carried out in various fields such as the development of advanced construction methods and technologies in the field of architecture and civil engineering, as well as basic structural concrete materials.

The advantage of this pillar-less large space is that it maximizes space utilization efficiency. If there is a pillar in the middle of the space, not only is the usability of the space limited depending on the spacing between the pillars, but some of the space around the pillar becomes difficult to utilize.

However, in a space without columns, the entire interior of the building can be used as effective space. Additionally, it has excellent adaptability to environmental changes. In other words, when future changes in the business environment require changes to internal facilities, if there are pillars in the existing space, there will be significant restrictions on the placement of walls such as partitions. However, if there are no pillars, the walls can be arranged freely, making it possible to adapt to any change of use.

Therefore, owners of general buildings are requesting long-span buildings with a wide distance between pillars. However, in these long-span buildings, as the length of the span increases, the thickness of the support beams that make up the structure of the building become thicker and the portion that occupies the height of the ceiling increases, which increases the floor height of the building and increases the construction cost of the building exponentially. It has the disadvantage of increasing the height of buildings, and in areas where there are restrictions on the height of buildings, the desired number of floors cannot be filled, resulting in a sharp decrease in rental income, but on the other hand, there is an unreasonable problem in that the cost of building buildings increases.

Accordingly, a steel beam installed in a building has previously been disclosed in Republic of Korea Patent Publication No. 10-2012-0084394 (hereinafter referred to as 'prior art document').

The steel beam disclosed in the prior art literature is provided with an H-beam capable of resisting the moment acting on the central portion, and by welding and reinforcing the shear stud of T-beam, that is, a stud member, on the top plate of the H-beam, which acts on the H-beam when pouring concrete. By holding the moment, it is possible to increase the composite effect of H-beam steel and concrete.

However, in this case, a separate additional process occurs in which workers must directly weld a T-shaped stud member on the upper flange of the H-beam at the work site, and this additional process causes the work to proceed slowly, which not only reduces workability but also reduces construction costs. The downside is that the period is longer.

In addition, the stud member welded on the upper flange of the H-beam must have a height that is higher than the height of the deck installed on the H-beam to achieve a composite effect between the H-beam and concrete, so the height of the stud member makes the floor height higher than necessary. There is a downside to being high.

Republic of Korea Patent Publication No. 10-2012-0084394

Therefore, the present invention was developed to solve the problems of the prior art as described above. Stiffeners are provided throughout the entire section on both sides of the web of the H-beam to reinforce the H-beam and the H-beam and concrete are integrated to achieve a composite effect. The purpose is to provide a floor height reduction girder and a construction method thereof that can reduce the floor height to the height of the H-beam by providing stiffeners on both sides of the web of the H-beam.

In addition, another object of the present invention is to provide an inclined member that connects the upper and lower stiffeners of the H-beam, and to this inclined member, the deck is connected to both sides of the H-beam with reinforcing bars and connection bars, respectively, and H The purpose of this invention is to provide a height-reducing girder and its construction method that allow the concrete, girder, and deck to move as one body by providing a shear reinforcement portion at the top of the section steel and embedding it in concrete.

The height-reducing girder according to the present invention for achieving the above-described purpose is a height-reducing girder that is installed so that the deck is supported on an H-beam having a web connecting the upper and lower flanges and constitutes an interfloor floor structure of a building. Channel plates are provided on both sides of the lower flange, upper stiffeners are provided on the upper flanges on both sides of the web of the H-beam, lower stiffeners are provided between the lower flanges on both sides of the web and the channel plate, and upper stiffeners on both sides Each inclined member is connected to the lower stiffener on both sides, reinforcing bars are fixed to each of the inclined members on both sides, connecting reinforcing bars provided on the deck are hung on both reinforcing bars, and the H-beam has a moving area. A shear reinforcement part is provided to expand to the deck side, and the floor height can be lowered to a height corresponding to the H-beam while reinforcing the H-beam.

In addition, the channel plate includes a lower plate that protrudes outward from the lower flange of the H-beam, a channel web that is bent upward at the outer end of the lower plate, and an upper plate that is bent from the channel web toward the web of the H-beam. may include.

Additionally, the inclined members on both sides may be provided to spread outward from the upper stiffener toward the lower stiffener, so that the inclined members on both sides may be provided to have a triangular truss-shaped reinforcement structure together with the upper and lower stiffeners.

In addition, the shear reinforcement portion accommodates and surrounds the upper flange and upper stiffener on the inside of the H-beam where the concrete is poured, while the two sides of the shear reinforcement portion are provided with closed reinforcing bars that pass through the channel plate and are located on the slope of the deck, The closed reinforcing bar may be supported by horizontal reinforcing bars installed inside the closed reinforcing bar, so that the area of action against shear force is expanded.

In addition, the construction method of the height-reducing girder according to the present invention to achieve the above-mentioned purpose is a construction method for installing a deck between pillars using the above-described height-reducing girder, and is a construction method for installing a deck between pillars. The section steels are connected and installed, the deck is placed and fixed on both channel plates of the H-beam steel, and the connecting rebar is placed on the deck, and the bent end of the connecting rebar is installed so that it is caught by the reinforcing bar provided on the inclined material, It is characterized by pouring concrete on the deck to form concrete in which the H-beam steel, shear reinforcement, and part of the connecting reinforcing bar of the deck are embedded.

According to the floor height reduction girder and its construction method of the present invention, channel plates are provided on both sides of the lower flange of the H-beam forming the interfloor floor structure of the building, and stiffeners are provided throughout the entire section on both sides of the web of the H-beam. As a result, twisting of the H-beam is prevented and the H-beam and concrete are integrated, improving the composite effect. As stiffeners are provided on both sides of the web of the H-beam, unnecessary increases in floor height can be prevented and reduced.

In addition, according to the present invention, a slant member is provided to connect the upper and lower stiffeners on both sides of the H-beam, respectively, and the deck is connected to both sides of the H-beam with reinforcing bars and connection bars to this slant member, respectively, and the H-beam A shear reinforcement portion is provided at the top and is embedded in concrete, so that the concrete, girder, and deck move as one unit, which has the effect of reinforcing the strength of the concrete, girder, and deck.

Figure 1 is a configuration diagram of a floor height reduction type girder used in the construction method of a floor height reduction type girder according to the present invention.
Figure 2 is a front configuration diagram of a floor height reduction type girder according to the present invention.
Figure 3 is a diagram showing the shear reinforcement and connecting reinforcing bars installed in the floor height reduction girder according to the present invention.
Figure 4 is a front configuration diagram of Figure 3.
Figure 5 is a front configuration diagram of a deck installed on a composite beam of a girder among the construction methods of a floor height-reducing girder according to the present invention.
Figure 6 is a front view of the concrete-formed state during the construction method of a height-reducing girder according to the present invention.
Figure 7 is a three-dimensional diagram of the deck installed in the construction method of the floor height-reducing girder according to the present invention, viewed from the plane.
Figure 8 is a construction process diagram showing the construction method of the floor height reduction girder according to the present invention.

Hereinafter, preferred embodiments of the present invention will be described in detail with reference to the attached drawings.

The terms used in the present invention are terms defined in consideration of the functions in the present invention, and may vary depending on the intention or custom of the user or operator, so the definitions of these terms are defined in accordance with the technical details of the present invention. It should be interpreted as a concept.

In addition, the embodiments of the present invention do not limit the scope of the present invention, but are merely illustrative of the components presented in the claims of the present invention, and are included in the technical idea throughout the specification of the present invention and are included in the claims. This is an embodiment that includes components that can be replaced as equivalents in the components.

Additionally, optional terms in the examples below are used to distinguish one component from another component, and the components are not limited by the terms.

Accordingly, when describing the present invention, detailed descriptions of related known technologies that may unnecessarily obscure the gist of the present invention are omitted.

Attached drawings 1 to 8 are drawings showing a floor height reduction type girder according to the present invention and a process diagram according to its construction method.

As shown in Figures 1 and 2, the floor height reduction girder according to the present invention has upper and lower flanges 110 and 120 and a web 130 connecting the upper and lower flanges 110 and 120. These include an H-beam 100 extending long in the longitudinal direction, channel plates 200 provided on both sides of the lower flange 120 of the H-beam 100, and both sides of the web 130 of the H-beam 100. The upper stiffener 140 is provided vertically on the upper flange 110, and the lower flange 120 and the channel plate 200 on both sides of the web 130 of the H-beam 100 are vertically erected between the upper stiffeners 140 and the channel plate 200. The lower stiffener 240 is provided as is, the inclined member 300 is provided to connect the upper stiffener 140 on both sides and the lower stiffener 240 on both sides, respectively, and penetrates the inclined member 300 on both sides, respectively. The reinforcing bar 310 is fixedly provided, the connecting reinforcing bar 610 is provided on the deck 600 and is connected to both reinforcing bars 310, and the movement area of the H-beam 100 is defined by the deck 600. It includes a shear reinforcement portion 400 for expanding to the side.

Here, the H-beam 100 is a section steel installed to connect pillars. Depending on the viewing direction, it may appear as an "I" shaped steel, but since it is the same part and only looks different depending on the viewing direction, hereinafter it will be referred to as an H-beam. It is collectively referred to as.

This H-beam 100 is provided with flanges 110 and 120 that are parallel to each other at the top and bottom, and a vertical web connecting both flanges 110 and 120 is provided between them. (130) is formed.

In particular, as shown in Figures 1 and 2, on both sides of the lower flange 120 of the H-beam 100, "ㄷ" shaped channel plates 200 are installed in the form of a composite beam, and the channel plates 200 As it is provided, there is an advantage in that the torsional rigidity and twisting rigidity of the H-beam 100 are improved and reinforced.

This channel plate 200 includes a lower plate 220 that is fixed to the lower flange 120 of the H-beam 100 and protrudes outward, and a channel web that is bent upward at the outer end of the lower plate 220. It includes 230 and an upper plate 210 that is bent from the upper end of the channel web 230 toward the web 130 of the H-beam 100, that is, in a direction facing the lower plate 220.

Such channel plates 200 are provided on both sides of the web 130 of the H-beam 100, and both channel plates 200 are provided so that their openings face each other.

At this time, the upper plate 210 is formed to have a shorter length than the lower plate 220, so that the inclined member 300, which will be described later, can be connected and provided in the form of a triangular truss.

The channel plate 200 provided in this way reinforces the lower flange 120 of the H-beam 100 supporting the deck 600, thereby increasing the overall torsional and twisting rigidity of the H-beam 100, including the lower flange 120. can be reinforced.

In addition, the H-beam 100 is provided with a stiffener to reinforce its rigidity against shear force and secure a movement area.

That is, the upper stiffeners 140 are fixed to the upper flanges 110 on both sides of the web 130 of the H-beam 100 in a vertically standing state, and the lower flanges 120 and channels on both sides of the web 130 The lower stiffeners 240 are provided between the plates 200 to be fixed in a vertically standing state, thereby reinforcing the H-beam 100 and lowering the floor height to a height corresponding to the H-beam 100.

These upper and lower stiffeners 140 and 240 are welded and fixed with their upper or lower surfaces and side surfaces respectively in contact with the upper flange 110 or lower flange 120, the channel plate 200, and the web 130, Such upper and lower stiffeners 140 and 240 are installed at regular intervals along the longitudinal direction of the H-beam 100.

At this time, a through hole is formed in each of the upper and lower stiffeners 140 and 240, and the concrete 500 to be poured is communicated through this through hole to have continuity.

Therefore, the upper and lower stiffeners 140 and 240 provided as above reinforce the horizontal shear force, while the upper and lower stiffeners 140 and 240 are provided with the upper flange 110 and lower flange 120 and the channel plate ( By supporting 200), there is an effect of controlling the lateral twist of the upper flange 110, lower flange 120, and channel plate 200 when pouring concrete 500 on deck 600, which will be described later, and concrete ( 500) There is an advantage that the composite effect is increased by the horizontal friction resistance between the concrete (500) and the composite beam after curing.

In particular, the upper and lower stiffeners 140 and 240 are respectively provided between the upper flange 110 and the lower flange 120 and the channel plate 200 and are embedded in the concrete 500, thereby forming a It enables integrated behavior of the composite beam and deck (600). That is, the upper and lower stiffeners 140 and 240 act as shear keys to increase the composite effect.

Meanwhile, each inclined member 300 is fixed to the upper stiffener 140 on both sides and the lower stiffener 240 on both sides by fastening means such as bolting or welding, thereby reinforcing the buckling phenomenon of the H-beam 100. It is provided so that

In particular, the inclined members 300 on both sides are provided to spread outward from the upper stiffener 140 toward the lower stiffener 240, so that the inclined members 300 on both sides are aligned with the upper stiffener 140 and the lower stiffener 240. It is desirable to have a stable and sturdy reinforcement structure in the form of a triangular truss.

As shown in FIGS. 3 to 5, these inclined members 300, like the upper and lower stiffeners 140 and 240, are installed at regular intervals along the longitudinal direction of the H-beam 100, and are provided on both sides. In the inclined member 300, each reinforcing bar 310 is provided in a fixed state by penetrating through a plurality of continuous inclined members 300, thereby reinforcing strength against positive moment.

In addition, the reinforcing bars 310 on both sides are provided with connecting reinforcing bars 610 of the deck 600, which will be described later, so that the deck 600 can be continuously installed on both sides of the H-beam 100, so that the deck 600 continuity can be maintained.

In this way, the composite beam equipped with the H-beam 100 and the channel plate 200, upper and lower stiffeners 140 and 240, inclined members 300, and reinforcing bars 310 is manufactured in the factory as a finished product and is manufactured on site. supplied and used.

Meanwhile, the composite beam, that is, the H-beam 100 manufactured as described above, is provided with a shear reinforcement portion 400 and a deck 600 assembled in a post-process during the on-site construction process.

As shown in FIG. 8, the construction method of this floor height-reducing girder is to connect and install the H-beam H-beam (100) of the composite beam manufactured as shown in the upper drawing of FIG. 8 between pillars and the H-beam (100) The deck 600 is raised and fixed on both channel plates 200 as shown in the middle drawing of FIG. 8, and the connecting reinforcing bar 610 is reinforced on the deck 600, and the bent end of the connecting reinforcing bar 610 is It is installed so as to be caught by the reinforcing bar 310 provided on the inclined material 300, and concrete 500 is poured on the deck 600 as shown in the lower drawing of FIG. 8 to form the H-beam 100 and the shear reinforcement portion 400. , including forming concrete 500 in which a portion of the connecting reinforcing bar 610 of the deck 600 is buried.

As shown in FIGS. 3 to 6, this shear reinforcement portion 400 accommodates the upper flange 110 and the upper stiffener 140 inside the upper part of the H-beam 100 on which the concrete 500 is poured. It is provided to surround it, and both sides of it are provided with closed reinforcing bars 420 located on the slope of the deck 600 through the channel plate 200, and the closed reinforcing bars 420 are horizontal reinforcing bars installed on the inside. It is provided to be supported by 410, so that the operating area against shear force is expanded.

In particular, the closed rebar 420 and the horizontal rebar 410 supporting the closed rebar 420 are all provided to be embedded in the concrete 500 poured on the deck 600, and the closed rebar 420 Both sides of are located further outward than the breaking shear force (vertical dotted line) acting on the concrete 500 indicated by the dotted line in FIG. 6, so the behavior against the breaking shear force acting on the concrete 500 by the closed rebar 420 By expanding the area to the slope of the deck 600, strength against breaking shear force (breaking force) is reinforced.

Meanwhile, a deck 600 is assembled and provided on both sides of the H-beam 100 of the composite beam as described above.

This deck 600 is a deep deck, manufactured at a factory and assembled in a post-process on both sides of the H-beam 100 of the composite beam at the site. That is, as shown in FIG. 7, the deck 600 manufactured at the factory is fixed by spot welding while placed on the upper plate 210 of both channel plates 200 provided on both sides of the H-beam 100. It is provided.

In this way, the deeply curved deck 600 is repeatedly extended up and down to prevent sagging and bending when pouring the concrete 500, and serves as a beam to support the load due to bending moment and serves as a concrete (500) It is possible to prevent sagging and bending during pouring.

In addition, the deck 600 is provided with connecting reinforcing bars 610 to compensate for the pushing of the deck 600 due to the tensile stress of the concrete 500 after pouring the concrete 500, and the connecting reinforcing bars 610 are placed on both sides. The ends are formed in a downwardly bent "∩" shape, so that both ends of the connecting reinforcing bar 610 are hooked and connected to the reinforcing bars 310 on both sides provided in the inclined material 300, respectively.

As a result, the deck 600 can be continuously installed on both sides of the H-beam 100, making it possible to maintain the continuity of the deck 600.

Such connecting reinforcing bars 610, like the upper and lower stiffeners 140 and 240 of the composite beam, are embedded in the concrete 500, thereby not only reinforcing the concrete 500 and the deck 600, but also strengthening the stiffener 140 ( As shown in (240), it is provided to enable integrated movement of the concrete 500, the composite beam, and the deck 600.

As described above, the construction process of the floor height reduction girder according to the present invention will be described.

First, the composite beam that makes up the floor height-reducing girder is manufactured as a finished product at the factory and supplied to the site.

That is, the composite beam is provided with channel plates 200 fixed to both sides of the lower flange 120 of the H-beam 100, and upper stiffeners 140 on both sides of the upper flange 110 based on the web 130. are provided fixedly in a vertically erected state, and lower stiffeners 240 are respectively fixedly vertically erected between the lower flange 120 and the channel plate 200 based on the web 130.

In addition, the inclined material 300 is connected to the upper stiffener 140 on both sides and the lower stiffener 240 on both sides, and reinforcing bars 310 are respectively penetrated and fixed to both inclined materials 300. .

The beam constructed as above is called a composite beam, and such composite beam is manufactured as a finished product in a factory and supplied to the site for use.

In this way, the composite beam supplied to the site is fixedly installed between two pillars erected at regular intervals on the site.

In this state, the deck 600 is placed on the upper plate 210 of the channel plate 200 provided on the lower flange 120 of the H-beam 100, and the connecting rebar 610 is placed on the deck 600. ) is hung on the reinforcing bar 310 installed on the inclined member 300 of the H-beam 100, so that the deck 600 can be continuously installed in a certain form on both sides of the H-beam 100.

In addition, a closed rebar 420 is installed on the upper part of the H-beam 100 between both decks 600, and the upper flange 110 of the H-beam 100 is installed inside the closed rebar 420 as shown in FIG. 6. ) and the upper stiffener 140 are accommodated and installed to surround them, while both sides of the closed rebar 420 pass through the channel plate 200 and are installed to be located on the inclined portion of the deck 600.

In this way, concrete 500 is poured between both decks 600 with the closed reinforcement 420 of the shear reinforcement 400 installed, and the poured concrete 500 includes the H-beam 100. The composite beam as well as a part of the connecting reinforcing bar 610 of the shear reinforcement portion 400 and the deck 600 are all provided to be embedded.

Therefore, the concrete 500, the composite beam, and the deck 600 are provided so that an integrated behavior is achieved, and both sides of the closed reinforcing bar 420 of the shear reinforcement portion 400 are indicated by dotted lines as shown in FIG. 6. Since it is located outside the breaking shear force, the behavior area against the breaking shear force acting on the concrete 500 by the closed rebar 420 is expanded to the slope of the deck 600, thereby reinforcing the strength against the breaking shear force. There will be.

Although the present invention has been described in detail through specific examples, this is for detailed explanation of the present invention, and the present invention is not limited thereto, and can be understood by those skilled in the art within the technical spirit of the present invention. It is clear that modifications and improvements are possible.

All simple modifications or changes of the present invention fall within the scope of the present invention, and the specific scope of protection of the present invention will be made clear by the appended claims.

100: H-beam 110: Upper flange
120: lower flange 130: web
140: upper stiffener 200: channel plate
210: upper plate 220: lower plate
230: Channel web 240: Lower stiffener
300: slope material 310: reinforcing bar
400: Shear reinforcement 410: Horizontal rebar
420: closed rebar 500: concrete
600: deck 610: connection rebar

Claims (5)

It is a height-reducing girder that is installed so that the deck is supported on an H-beam having a web connecting the upper and lower flanges and constitutes the floor structure between floors of a building,
Channel plates are provided on both sides of the lower flange of the H-beam,
Upper stiffeners are provided on the upper flanges on both sides of the web of the H-beam, respectively, and lower stiffeners are provided between the lower flanges on both sides of the web and the channel plate.
The upper stiffener is welded and fixed with its upper and side surfaces in contact with the upper flange and web, respectively,
The lower stiffener is fixed by welding with its lower and side surfaces in contact with the lower flange and channel plate, respectively.
Each inclined member is connected to the upper stiffener on both sides and the lower stiffener on both sides,
Reinforcement bars are fixed to the slopes on both sides, respectively.
Both reinforcing bars are provided with connecting reinforcing bars provided on the deck,
The H-beam is equipped with a shear reinforcement part to expand the movement area to the deck side, and is a height-reducing girder that can lower the floor height to a height corresponding to the H-beam while reinforcing the H-beam.
In claim 1,
The channel plate includes a lower plate that protrudes outward from the lower flange of the H-beam, a channel web that is bent upward at the outer end of the lower plate, and an upper plate that is bent from the channel web toward the web of the H-beam. Floor height reduction type girder.
In claim 1,
The slope members on both sides are provided to spread outward from the upper stiffener to the lower stiffener, so that the slope members on both sides have a triangular truss-shaped reinforcement structure together with the upper and lower stiffeners. A height-reducing girder.
In claim 1,
The shear reinforcement portion accommodates and surrounds the upper flange and upper stiffener on the inside of the H-beam where the concrete is poured, while both sides are provided with closed reinforcing bars that pass through the channel plate and are located on the slope of the deck,
A height-reducing girder in which the closed reinforcing bar is supported by horizontal reinforcing bars installed inside it, thereby expanding the area of action against shear force.
A construction method for installing a deck between pillars using the height-reducing girder of any one of claims 1 to 4, comprising:
H-beams are connected and installed between columns, and the deck is placed and fixed on both channel plates of the H-beams. In addition to reinforcing the connecting rebar on the deck, the bent end of the connecting rebar is connected to the reinforcing bar provided on the inclined material. A construction method for a height-reducing girder that is installed so that it hangs on the deck and pours concrete on the deck to form concrete with the H-beam steel, shear reinforcement, and part of the connecting reinforcing bar of the deck buried.

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