KR102314861B1 - Composite girder consisting of couple channels without bottom steel plate - Google Patents

Abstract

The present invention relates to a girder structure of a horizontal structure installed between columns, comprising: a concrete body having the T-shaped cross-section and installed in an entire length of a girder; and a couple channel girder composed of a pair of U channels which are integrally attached to both side surfaces of the concrete body. A structural steel plate is not installed in a lower part between the pair of U channels. An object of the present invention is to provide a composite girder without a bottom plate couple channel, which can minimize an amount of steel used.

Description

COMPOSITE GIRDER CONSISTING OF COUPLE CHANNELS WITHOUT BOTTOM STEEL PLATE}

The present invention relates to a girder structure of a horizontal structure installed between columns, and more particularly, to a structure of a composite girder that can reduce the amount of steel used while improving manufacturing and constructability using only channel elements.

Composite beam is an economical structure that greatly reduces the amount of steel used through structural synthesis of steel and concrete, greatly increases flexural rigidity as an auxiliary structure, and reduces temporary construction such as beam formwork to reduce construction work.

As an example, 'prefabricated composite beam for field installation optimization' of Laid-Open Patent Publication No. 10-2019-0115814 has been proposed. As shown in Fig. 1 (a), the prefabricated composite beam has upper flanges 13 and 23) horizontally bent outward at the top and lower flanges 12 and 22 horizontally bent inward at the bottom, and , a first web plate 10 forming any one side plate of the composite beam; A second web plate 20 forming the other side plate of the composite beam in a symmetrical form with the first web plate 10; The lower plate 30 is combined with the lower flange 12 of the first web plate 10 and the lower flange 22 of the second web plate 20 to form the bottom of the composite beam; A first auxiliary flange 50 coupled to the inner top of the first web plate; and a second auxiliary flange 40 coupled to the inside of the upper end of the second web plate 20 in a symmetrical form with the first auxiliary flange.

Composite structures such as composite beams must be structurally synthesized so that the steel and concrete can behave in an integrated manner in order for the advantages of steel and concrete to function effectively. However, when the composite beam of FIG. 1 is subjected to a bending load, the composite beam is deflected downward and a sliding occurs between the concrete poured inside the composite beam and the lower plate 30 of the composite beam floor, so that sufficient composite force cannot be exerted.

The composite beam of Patent Registration No. 10-0690198 proposed to solve this problem is joined to the bottom plate 11 of the channel-type steel beam 10 as shown in FIG. A plurality of holes 32 are drilled in a steel plate 31 having a length, and a diaphragm 34 is attached at a predetermined interval between the plurality of holes 32 and a diaphragm 34 for increasing the acupressure restraining effect is the length of the steel plate 31 . Install a shear connector such as the engaging key 30 coupled perpendicular to the direction.

Therefore, as shown in Fig. 1 (b), the composite beam with the shear connector installed on the bottom plate can prevent the sliding phenomenon and increase the composite force between the steel and concrete, but on the other hand, the structural calculation for setting the cross section of the beam becomes very complicated. Accordingly, a part of the installed steel is excluded from the structural calculation, but this acts as a factor that unnecessarily increases the amount of steel used. In addition, there is a problem in that a part of the composite beam is assembled on site for the ease of manufacturing or construction of the beam, and the joint structure for this is complicated.

US 10-2019-0115814 A US 10-0690198 B1

The present invention is intended to solve the above problems of the prior art, and the fabrication and constructability are improved, the structure is simple, the stress transmission is clear, and it is possible to accurately calculate the structure, thereby optimizing the cross section, and the amount of steel An object of the present invention is to provide a composite girder with a bottom plate couple channel that can minimize the

In addition, the present invention has a stress structure that can respond to each situation in the process of use during the construction process and after completion of construction and when a fire occurs, thereby enabling economical and efficient construction of buildings. There is also another purpose to provide.

According to the most preferred embodiment of the present invention for solving the above problems, a concrete body having a T-shaped cross-section and installed in the entire length of the girder; A couple channel girder composed of a pair of C channels that are integrally attached to both sides of the concrete body and are installed on both sides of the concrete body. A plate couple channel composite girder is provided.

At this time, the couple channel girder may be configured in an assembly structure in which the end channel girder located at both ends of the composite girder and the central channel girder located at the center of the girder are jointed, and the lower part of the end channel girder is a pair of A channels. A reinforced end girder made of may be further installed. The structural steel plate is not installed even under the pair of A channels. By forming the reinforcing end girder longer than the end channel girder, the end of the central channel girder can be mounted on the end channel girder during joint connection work.

In another embodiment of the present invention, a steel girder is installed in the entire length of the girder inside the concrete body. A shear plate for integral behavior with the couple channel girder may be further installed in the steel girder in the vertical direction.

In addition, the steel girder may be composed of an assembly structure in which the end steel girder located at both ends of the composite girder and the central steel frame girder located in the central portion of the composite girder are jointed. At this time, the dance of the end steel girder is made larger than that of the central part steel girder, and the transition steel material is installed on the upper surface of the end of the central part steel frame girder. have.

The joint connection between the end steel girder and the central part steel girder is to install a coupling angle consisting of a horizontal support piece and a vertical coupling piece at each lower part of these end steel frame girder and the central part steel frame girder, and attach the coupling pieces to the fastening bolts. This can be done by fastening with At this time, a construction gap may be formed between the end steel girder and the central part steel girder, and by inserting a compression plate between the coupling piece of the end steel frame girder and the coupling piece of the central part steel frame girder, the compression stress transmission by the construction gap is achieved. interruption can be prevented.

The present invention improves the manufacturability by simplifying the cross section by using only the C channel member without installing a structural steel plate in the lower part of the composite girder, and removes the room for distortion caused by the unclear stress transmission path for the composite girder. Since the structural calculation is made clearly, it is possible to optimize the amount of steel used, and it is very easy to adjust the bottom surface of the inner concrete body, so that it has a side cross-section, thereby reducing the amount of concrete used and reducing the weight of the composite girder. In the event of a fire, the internal strength of the composite girder is maintained by the internal steel girder, so there is no need to fire-resistance the outer couple channel girder, which performs structural functions even in normal times, making it possible to construct a very economical and efficient building girder do.

In addition, in the present invention, since the structural steel plate is not installed in the lower part of the composite girder, the joint joining operation of the steel member is very simple, so the workability in the field is greatly improved.

1 is a perspective view of each composite beam according to the prior art.
Figure 2 is a front view of a composite girder according to an embodiment of the present invention.
3 is a cross-sectional view of each of the composite girder.
4 is a cross-sectional view of an example in which vibration damping means are installed on the composite girder.
5 is a cross-sectional view of an example in which a bending reinforcement means is installed on the composite girder.
6 is a front view and a cross-sectional view of a composite girder according to another embodiment of the present invention.
7 is a perspective view of a steel part except for a concrete body in the composite girder.
8 is a front view of the steel part of the composite girder.
9 is a plan view of a steel portion of the composite girder.
10 is a perspective view of a steel girder embedded in the concrete body of the composite girder.
11 is a front view of the steel girder.
12 is a plan view of the steel girder.
13 is an explanatory view of the joint connection of the steel girder.
14 is an explanatory view of the joint coupling of the outer couple channel girder related to the joint coupling of the steel girder.
15 is a partial perspective view of a state in which the steel beam is installed on the steel girder.
16 is a partial perspective view of a state in which a couple channel beam is installed on the steel beam.
17 is a cross-sectional view of the stress structure according to various situations of the composite girder of the present invention.

Hereinafter, embodiments of the present invention will be described in detail with reference to the accompanying drawings. However, in the description of the present invention, in the case of obscuring or obscuring the technical idea of the present invention due to the detailed description of the known configuration, the description of the above known configuration will be omitted.

2 is a front view of a composite girder 100 according to an embodiment of the present invention, and FIG. 3 is a cross-sectional view of each part of the composite girder 100. As shown in FIG.

The composite girder 100 of the present invention consists of a concrete body 100A having a T-shaped cross section and a couple channel girder 100B integrally attached to both sides of the concrete body 100A.

The concrete body 100A has a composite structure with the couple channel girder 100B while the upper part forms a slab and the lower part is installed in the entire length of the composite girder 100 inside the couple channel girder 100B, a half girder method After being manufactured in a factory, it may be finally formed by topping concrete in the field, or it may be formed only by casting on site, preferably by the latter.

The couple channel girder 100B consists of webs 111c and 121c and vertical flanges 111a, 121a, 111b, and 121b horizontally bent at the upper and lower ends of the webs 111c and 121c. Only a pair of c channels 111 and 121 It has a simple structure that is attached and installed only on both sides of the concrete body 100A and does not install a structural steel plate in the lower part between the pair of C channels 111 and 121 as described above. Therefore, it is not necessary to consider the unclear stress relationship between the structural steel plate and the concrete body 100A at all, so that the structural calculation regarding the composite girder 100 can be made simple and clear, and accordingly, the It is not necessary to increase the thickness unnecessarily, and it is possible to reduce the amount of steel material used by omitting the installation of the structural steel plate at the bottom, and to have the effect of improving the workability by simplifying the joint structure. In addition, in the case of the composite girder 100 rigidly coupled to the column, only tensile stress is always applied to the lower part of the center, and there is no structural steel plate in the lower part, so that the cross section thereof can be easily changed when the concrete body 100A is formed. As shown in (b), by omitting the concrete for the tension part, it is possible to save materials and reduce the weight of the girder.

Furthermore, as described above, when the concrete for the tension part is omitted, the central lower space S is formed between the lower end of the concrete body 100A and the lower end of the couple channel girder 100B as shown in FIG. As shown in FIG. 4, by installing the damper 300 for vibration damping in the central lower space (S), it is possible to construct a building capable of installing semiconductor equipment or precision machinery, etc., sensitive equipment to vibration. Rather, as shown in FIG. 5, using the C channel 121 on both sides of the central lower space S, a prestress introduction means 400 such as a PC stranded wire or a tensile steel bar is installed to prevent sagging and promote long span. may make it

Such a couple channel girder 100B may have a single member configuration with integrity with respect to the entire composite girder 100, but preferably end channel girder 110 located at both ends of the composite girder 100 and The central channel girder 120 located in the central part of the composite girder 100 has a structure in which joints are joined.

In addition, the couple channel girder 100B may configure the protruding direction of the upper and lower flanges 111a, 121a, 111b, 121b to the inside, which is the direction of the concrete body 100A, and to be configured to the outside as illustrated in each figure. may be In particular, when the upper and lower flanges 111a, 121a, 111b, and 121b are configured in the outward direction as in the latter, the fastening operation for joint coupling can be performed from the outside of the couple channel girder 100B, so the end channel girder 110 and the central part The joint joint operation of the channel girder 120 becomes easier.

In another embodiment of the present invention, the reinforcing end girder 130 is further installed in the lower portion of both ends of the couple channel girder 100B.

The reinforcing end girder 130 has an effect of reinforcing both ends of the composite girder 100 on which a negative moment or shear stress acts greatly, in particular, the couple channel girder 100B is the above-described end channel girder 110 and In the case of the joint coupling structure of the central channel girder 120, it is possible to have various effects of omitting the joint plate as well as improving the workability of the site and the safety of the worker.

The reinforcing end girder 130 for the latter effect is formed longer than the end channel girder 110 so that the end of the central channel girder 120 can be mounted on the end channel girder 110 .

This reinforcing end girder 130 is made of a pair of a channel 131 consisting only of an upper flange 131a and a web 131c, and is attached to the lower portion of each c channel 111 constituting the end channel girder 110. is installed Therefore, the reinforcing end girder 130 is also not installed in the lower part of the structural steel plate like the couple channel girder 100B.

6 is a front view and a cross-sectional view of each part of a composite girder 100 according to another embodiment of the present invention, and FIGS. 7 to 9 are a couple channel girder 100B by the construction of only steel among the composite girder 100. ), FIG. 7 is a perspective view thereof, FIG. 8 is a front view thereof, and FIG. 9 is a plan view thereof. In this embodiment, as shown in FIG. 6, a steel girder 100C can be further installed inside the concrete body 100A, and FIGS. 6 to 10 are for explaining this, and FIGS. 10 to 14 are a couple channel It is a perspective view, a front view, and a plan view showing only the configuration of the steel girder 100C of one embodiment in a state in which the girder 100B is removed, and FIG. 14 is an explanatory view of the joint coupling of the couple channel girder (100B) installed on the outside of the steel girder (100C).

The steel girder 100C is installed in all sections of the composite girder 100 and reinforces it when the amount of steel by the couple channel girder 100B is insufficient to improve the structural strength of the composite girder 100 while improving the structural strength of the composite girder 100, especially as described later. By performing a structural function of the fire-resisting steel material when the outer surface of the channel girder 100B is not subjected to fire-resistance treatment, the function of the building can be sufficiently maintained for a certain period of time even in case of fire.

In order to maximize the structural strength increase by the steel material, the steel girder (100C) should be able to act integrally with the couple channel girder (100B). To this end, a shear plate 155 is installed in the steel girder 100C in the vertical direction so that the steel girder 100C has an integral coupling structure with the couple channel girder 100B.

Such a steel girder (100C) may have a configuration of a single member having unity with respect to the entire composite girder 100, but preferably, the composite girder 100 and the end steel girder 140 located at both ends of the composite girder 100 The central part steel girder 150 located in the central part of the girder 100 has a jointed structure. The steel girder 100C of this joint coupling structure makes it possible to easily optimize the steel girder 100C through the side sectional structure, and in particular, the end channel girder 110 and the central channel girder 120 are jointly coupled couple. It can be applied more advantageously when configured with the channel girder (100B).

More specifically, in the case of configuring the joint structure of the end steel girder 140 and the central part steel girder 150 as described above, the steel frame through the method of dancing of the end steel frame girder 140 and the central part steel frame girder 150 is different. While optimizing the cross section of the girder (100C), it is possible to improve the easiness of these joint joining operations.

For example, when the steel girder (100C) and the column have a rigid coupling structure, the negative moment generated at the end is greater than the positive moment of the central part. In general, by designing the cross section of the steel girder (100C) based on the negative moment, the central part Steel is used in excess unnecessarily. However, in the present invention, only the dance of the end steel girder 140 located at the end of the steel girder 100C is increased so that the magnitude of the bending moment corresponds to the large negative moment, and the central section steel girder 150 of the remaining section is by reducing the dance. It is possible to reduce the amount of steel material used through optimization of the cross section of the steel girder (100C).

At this time, a transition steel material 154 may be installed on the upper surface of the end of the central part steel girder 150 . The transition steel 154 not only prevents the concentration of stress in their joint connection parts, but also utilizes the joint coupling part as a joint coupling means for the upper part of the end steel frame girder 140 and the central part steel frame girder 150. By exposing the upper flange of the couple channel girder 100B, it is possible to facilitate the joint bonding operation of the operator. This transition steel material 154 is made of T-beam.

In the region where the end steel girder 140 and the central part steel girder 150 are jointly joined to which the negative moment acts, tensile stress acts on the upper part of the steel frame girder 100C, whereas the compressive stress acts on the lower part. It is not necessary to make the joint joint have the same structure as the upper part.

Therefore, in the present invention, as shown in FIG. 13, a coupling angle consisting of a horizontal support piece 161 and a vertical coupling piece 162 in each lower portion of the end steel girder 140 and the central steel frame girder 150 (160) is installed, respectively, the end steel girder 140 in the form of a pin coupling structure in which the coupling piece 162 of the end steel frame girder 140 and the coupling piece 162 of the central steel frame girder 150 are fastened with a fastening bolt. and the joint connection to the lower part of the central part steel girder 150 is made.

On the other hand, when the end-steel girder 140 is installed on-site in a state in which it is pre-installed on the column, it is not easy to insert the central part steel girder 150 between the end-steel girder 140 on both sides in the field. In order to solve this problem, the end-steel girder 140 and the central part-steel girder 150 may be jointly coupled to form a construction gap (Δ) therebetween.

However, this construction gap (Δ) prevents the transmission of compressive stress, and a U-shaped bolt is inserted between the coupling piece 162 of the end steel girder 140 and the coupling piece 162 of the central steel frame girder 150. By inserting the compression plate 163 having the opening 163a, it is possible to smoothly transfer the stress therebetween.

14 is each shown in order to explain a method of jointly coupling the central part steel frame girder 150 and the central part channel girder 120 to the end steel frame girder 140 and the end channel girder 110 constructed in a state in which they are installed in advance on the column. will be.

The joint coupling of the end steel girder 140 and the central part steel girder 150 and the joint coupling of the end channel girder 110 and the central part channel girder 120 are made at the same time, for this purpose, the end channel girder 110 and At each end of the central channel girder 120, concave grooves 112 and 122 are formed as shown in (a) of FIG. 14 . Therefore, when the end channel girder 110 and the central channel girder 120 come into contact with each other, the working opening 113 is formed by the concave grooves 112 and 122, and the end located therein through the working opening 113 is formed. The joint joint operation of the steel girder 140 and the central part steel girder 150 can be made.

When the joint coupling for the end steel girder 140 and the central steel frame girder 150 is completed, the work opening 113 is closed with the joint over plate 114 as shown in FIG. The channel girder 110 and the central side channel girder 120 are jointly coupled.

The composite girder 100 of the present invention may further have a beam installed in the vertical direction. In this case, the steel beams 220 are installed on both sides of the steel girder 100C, and the couple channel beams 210 having the same structure as the couple channel girder 100B also in the steel beam 220 are the steel beams 220. It is installed so as to be structurally integrated with the

Therefore, the steel girder (100C) has a U-shaped holder 171 that can mount the ends of the steel beam 220 on both sides may be installed, respectively. 15 shows a state in which the steel beam 220 is installed on the steel girder 100C using the U-shaped holder 171, and FIG. It shows a state in which 210 is installed. The couple channel beam 210 is composed of a pair of C channels 211 having upper and lower flanges 211a and 211b and a web 211c like the couple channel girder 100B.

The steel beam 220 is installed in a structure that is simply mounted on the U-shaped cradle 171 as shown in FIG. 15 , and has an integral structure with the steel beam 220 and the couple channel beam 210 installed on the outside thereof. ) has a hinged structure during the coupling with the couple channel girder 100B during construction, and has a strong coupling structure after the construction is completed, that is, after the concrete body 100A is formed. In addition, the deformation of the upper portion of the couple channel girder 100B may occur due to the load of the beam, and a gap prevention piece 123 for preventing this may be installed on the upper surface of the couple channel girder 100B. It is preferable to install such a gap prevention piece 123 in both the couple channel beam 210 and the portion where each upper flange 111a, 121a, 221a of the steel beam 220 is located, and at least the steel beam 220 is It is installed on the upper surface of the located couple channel girder (100B).

So far, the structure of the composite girder 100 according to the present invention has been described, and the structural form varies depending on the construction process or the use process of the composite girder 100 .

17 shows each structural cross-section by taking as an example the case where all the concrete pouring is done on site and the couple channel girder 100B is not fire-resistant, (a) is a composite girder supporting a load during the construction process of the site ( 100) shows a cross-section, (b) shows a cross-section of a composite girder 100 that supports a load in a state in which a building is in use, and (c) shows a composite girder that supports a load when a fire occurs (100) shows a cross section

In the composite girder 100 of the present invention, the self-supporting rigidity of the composite girder 100 is increased by the couple channel girder 100B together with the internal steel girder 100C during construction serves as a structural function of the steel structure, thereby omitting the lower copper bar. During normal use of the building, the couple channel girder (100B) is synthesized in the concrete body (100A) and the structural function of the steel is maintained as it is to increase the structural effectiveness of the building, and in case of a fire, except for the couple channel girder The steel girder 100C embedded in the concrete body 100A and covered thereby is in charge of the structural function so that the composite girder 100 of the present invention can have a sufficient fire resistance time.

In the above, the present invention has been described in detail with reference to specific embodiments, but the embodiments are merely examples for easy understanding of the present invention. It is obvious that it can be implemented with various modifications within. Accordingly, such modifications will be said to be within the scope of the present invention as described in the claims.

100; Synthetic girder 100A; concrete body
100B; couple channel girder 100C; steel girder
110; end channel girder 111,121,211; c channel
112,122; concave groove 113; work opening
114; seam pad 120; central channel girder
123; interlocking piece 130; reinforcing end girder
131; a channel 140; end steel girder
150; central part steel girder 154; transition steel
155; shear plate 160; joining angle
161; support piece 162; joint piece
163; compression plate 210; couple channel beam
220; steel beam 300; damper for vibration damping
400; prestress introduction means S; central lower space

Claims (12)

A concrete body having a T-shaped cross section and being installed in all parts of the composite girder;
Coupled channel girder consisting of a pair of C-channels integrally attached to both sides of the concrete body;
Structural steel plate is not installed in the lower part between the pair of c channels,
The couple channel girder is composed of end channel girders located at both ends of the composite girder and the central channel girder located at the center of the composite girder jointly coupled,
A reinforcing end girder made of a pair of A channels is installed in the lower portion of the end channel girder, and the installation of a structural steel plate is omitted in the lower portion of the pair of A channels. delete delete According to claim 1,
The reinforcing end girder is formed longer than the end channel girder and the end of the central channel girder is mounted on the bottomless couple channel composite girder. According to claim 1,
Floorless couple channel composite girder, characterized in that the steel frame girder is installed in all parts of the composite girder inside the concrete body. 6. The method of claim 5,
The steel girder has a bottom plate couple channel composite girder, characterized in that the shear plate for integral behavior with the couple channel girder is installed in the vertical direction. 6. The method of claim 5,
The steel girder is a composite girder, characterized in that the end steel girder located at both ends of the composite girder and the central part steel girder located in the center of the composite girder are jointly coupled to each other. 8. The method of claim 7,
The dance of the end steel girder is larger than that of the central part steel girder, and transition steel is installed on the upper surface of the end of the central part steel girder. Composite girder with a bottom plate couple channel, characterized in that it is made by joint coupling. 8. The method of claim 7,
At each lower part of the end steel frame girder and the central part steel frame girder, a coupling angle consisting of a horizontal support piece and a vertical coupling piece is installed, respectively,
Joint coupling to the lower part of the end steel girder and the central part steel girder is made by fastening the coupling piece of the end steel frame girder and the central part steel frame girder with a fastening bolt. 10. The method of claim 9,
A composite girder with a bottom plate, characterized in that a compression plate is inserted between the coupling piece of the end steel girder and the coupling piece of the central part steel girder. 8. The method of claim 7,
The couple channel girder is configured by jointly coupling the end channel girder located at both ends of the composite girder and the central channel girder located at the center of the composite girder,
Concave grooves are formed at each end of the end channel girder and the central side channel girder so that a working opening is formed when the end channel girder and the central side channel girder are abutted;
The joint coupling of the end channel girder and the central channel girder is a composite girder with a bottom plate, characterized in that it is made through a joint over plate that closes the working opening. 6. The method of claim 5,
The steel girder is provided with a U-shaped holder capable of mounting the ends of the steel beam on both sides, and on the upper surface of the couple channel girder where the steel frame beam is located, a gap prevention piece for preventing the upper part of the couple channel girder from opening is installed. A composite girder with no bottom plate, characterized in that it becomes a couple channel.

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