KR101191502B1 - Structure system using bar truss integrated asymmetry h-beam and end beam - Google Patents

Abstract

PURPOSE: A structure system using an asymmetric H-steel composite beam integrated with a truss type bar and an end beam is provided to reduce the amount of steel frames by optimizing the cross section of a beam. CONSTITUTION: A structure system using an asymmetric H-steel composite beam integrated with a truss type bar and an end beam comprises large beams(100), small beams, and end beams(300). The large beams comprise multiple columns(C). The end beams are coupled between the columns. The small beams are coupled between the large beams. The end beams increase the cross section of the large beams and improve rigidity.

Description

Structural system using bar truss integrated asymmetry H-beam and end beam

The present invention relates to a structural system using a truss-integrated asymmetric H-shaped steel composite beam and an end beam. More specifically, the upper flange of the beam is embedded in a concrete slab, so that the composite effect can be significantly increased as compared to general exposed composite beams. It is possible to design composite beams, and it is possible to construct a horizontal plate that horizontally joins large beams to the full length of both sides of webs of asymmetric and asymmetric H-beams, and to place the slab to double the function of the shear connection to arrange separate sheer connectors. The truss-shaped reinforcement is placed on the lower surface of the upper flange of the large beam, which is a plain concrete area, so that the root area between the end of the deck plate and the web surface of the asymmetric H-shaped steel can be installed. Reinforced to prevent shear cracking The truss can reduce the amount of steel frame by increasing the cross section at the joint between the column and the large beam, and constructing the end beam which reduces the thickness ratio and improves the rigidity. A structural system using near-integrated asymmetric H-beam composite beams and end beams.

In recent years, the demand for high-rise buildings continues to increase, and residential apartments, which have been constructed as wall reinforced concrete ramen-jos, are also increasingly adopting steel frames as they are aiming for high-rises. The steel framed building has superior advantages in the variability of space, the stability and durability of the structure compared with the existing concrete structured building, whereas the floor system of the steel framed building is constructed by placing the floor plate on the upper part of the steel framed beam, thus increasing the overall height of the building. As a result, there were problems such as increase of self-weight of building, increase of construction cost due to increase of exterior finishing materials, and decrease of volume ratio per unit area for the same building, and suggest the high-rise composite beams to solve these problems in steel frame structures. In general, the floor-reduced composite beams are constructed by inserting concrete slabs into the cheolgolbo to match the dance of the floor structure with the dance of the cheolgolbo. Improve the integrity of the report And a reduction in exterior materials per unit floor due to floor height reduction.

Another background technology of the present invention is a patent registration No. 0626542 "composite beam structure using a steel sheet forming beam and concrete" (Patent Document 1). In the background art, as shown in Fig. 8, (a) a bottom plate (12) formed by horizontally installing a thin plate-like steel plate to form a lower surface of the beam; A pair of side vertical plates (14) extending in the vertical direction from both side ends of the bottom plate (12) and forming both sides of the beam; A support wing portion 16 extending horizontally from an upper end of the side vertical plate 14; A central vertical plate (15) formed in a vertical direction at the center of the bottom plate (12) and having a length longer than the length of the side vertical plate; Steel sheet forming beam 10 comprising a; upper flange 18 extending horizontally from the top of the central vertical plate 15 to form a 'T' shape with the central vertical plate 15; (b Bottom plate unit 20 is formed so that the end is supported on the upper portion of the steel sheet forming beam 10, the support wing portion 16 to form a slab structure; And, (c) a beam-slab concrete (30) integrally placed on the inside of the steel plate forming beam (10) and the bottom plate unit (20); Suggest a structure.

However, in the background art, manufacturing process is complicated, such as welding after steel sheet roll forming and press forming in order to form the steel sheet forming beam 10. There was a difficult problem, because the lower portion of the upper flange 18 is disconnected by the web, there is a problem that the root area is generated and the longitudinal crack along the compensation surface.

Another background technology of the present invention is Utility Model Registration No. 0420294 "Asymmetric H Beam" (Patent Document 2). In the background art, as shown in FIG. 9, in the asymmetric H beam, in which the widths of the upper and lower flanges are different from each other, and the web is vertically formed between the upper and lower flanges, a wire member is formed on the web. It is proposed an asymmetric H beam, characterized in that at least one through-hole is formed so that the through.

However, since the background art forms a through hole in the web for the compounding effect, it is not only difficult to form the through hole, but also complicated in the shape of the cross section, and requires an additional step of installing a through hole through the through hole. There was a problem that the construction cost is difficult to raise the construction cost.

Another background technology of the present invention is a patent registration No. 0851490 "steel composite beam structure for reducing the height of the floor" (Patent Document 3). In the background art, as shown in FIG. 10, the lower flanges 13 and 23 of the I-shaped steel beams 10 and 20 including the webs 11 and 21, the upper flanges 12 and 22, and the lower flanges 13 and 23. ) Is made larger than the upper flanges (12, 22), and separated from both the upper flanges (12, 22) and the lower flanges (13, 23) at regular intervals in the center of the web (11, 21) Web holes 14 and 24 are formed, and both ends of the lower flanges 13 and 23 are provided with L-shaped support plates 15 and 25 extending along the longitudinal direction of the cheolgolbo 10 and 20, respectively. The slab concrete 17 is cast on the deck plate 16 installed on the support plate 25; The web holes 14 and 24 form a trapezoidal shape with a narrow upper side and a wider lower side, and the L-shaped support plates 15 and 25 are coupled to both ends of the lower flanges 13 and 23 by line welding, or Integrally formed with the flanges 13 and 23; The cheolgolbo (10, 20) is divided into a large beam 10 long dance and a small beam 20 short dance, when the large beam 10 and the small beam 20 is connected at a constant angle, the small An angled support plate (25) of the beam (20) is installed to rest on the angled support plate (15) of the large beam (10); The web hole 14 of the large beam 10 has an upper surface of the L-shaped support plate 25 of the small beam 20 and the L-shaped support plate of the large beam 10 so that the duct 14a can pass therethrough. We propose a steel composite beam structure for reducing the height of the floor, characterized in that formed between the upper surface of 15).

However, since the background art forms the web holes 14 and 24 in the webs 11 and 21 for the synthesizing effect, not only the work for forming the web holes is difficult, but also the shape of the cross section is complicated and penetrates the web holes. Since additional processes are required to install the penetrating muscles, which is a cause of an increase in construction costs and construction was difficult.

Patent Registration No. 0626542 Utility Model Registration No. 0420294 Patent Registration No. 0851490

The present invention is to solve the above problems, the built-in member to configure the large beam to form a horizontal plate that is horizontally coupled to the full length direction of both sides of the web of the asymmetrical and asymmetric H-shaped web By using the slab and beam, the floor height can be reduced, and the shear connector is doubled so that no separate sheath connector is needed. By arranging the reinforcement bar, it is possible to prevent shear crack by strengthening the root area between the part where the end of the deck plate is mounted and the web surface of the asymmetric H-shaped steel when constructing the slim bottom plate system. Concrete is made by constructing end beam which has increased rigidity by reducing plate width ratio while expanding section The purpose is to provide a structural system using truss-integrated asymmetric H-shaped steel composite beams and end beams, which can reduce the amount of steel frame by making the optimum cross-section to cope with the composite effect and required stress.

The present invention is a structural system of a steel structure consisting of a plurality of pillars, a large beam coupled between the pillar and the pillar, and a small beam coupled to the large beam and the large beam at a predetermined interval, the large beam is the upper flange and the lower flange The width of the different from each other, the asymmetric H-shaped steel is vertically formed between the upper and lower flanges, the horizontal plate coupled horizontally in the full length direction of both sides of the web of the asymmetric H-shaped steel, and the upper A truss muscle is formed in the reinforcement part, which is a space between the flange and the horizontal plate, and the end beam has a first flange formed on the upper flange and the upper flange and the upper flange and the upper flange, respectively, having different widths and different heights. Asymmetric A, in which a web is vertically formed between the lower flange and the second lower flange and the upper and lower flanges. A horizontal plate coupled horizontally to the web with a predetermined length from one end of the asymmetric H-beam to the other end of the asymmetric H-beam, and vertically coupled to the second lower flange of the asymmetric H-beam, the upper end of which is provided with a horizontal plate The upper end portion is formed with a side plate that is formed in the longitudinal support plate, and a curling plate configured to block the end of the side plate is formed, the first lower flange is introduced between the side plate of the second lower flange and the first lower flange and the first 2 The lower flange is configured so that there is a section overlapping, the other end of the end is configured to the side of the pillar, the structure using a truss-integrated asymmetric H-shaped steel composite beam and the end beam so that one end is coupled to the end of the large beam We want to provide a system.

In addition, the lower portion of the horizontal plate may be configured to support angles at a predetermined interval, a vertical stiffener for vertically connecting the horizontal plate and the lower flange is spaced apart by a predetermined length at both ends of the asymmetric H-shaped steel.

In addition, the truss root may be coupled to the upper portion of the horizontal plate, or may be coupled to the lower portion of the upper flange of the large beam.

In addition, the horizontal plate and the lower flange of the asymmetric H-beam can be vertically connected so that the sheer plate coupled to the web of the small beam can be configured.

In addition, the side plate is to provide a structural system using the truss muscle integral asymmetric H-shaped steel composite beam and the end beam is characterized in that it is joined to a predetermined length from the end in the width direction of the lower flange to the web side.

The structural system using the truss-integrated asymmetric H-shaped composite beam of the present invention is a built-up member for constructing a horizontal beam that is horizontally coupled to the full length of both sides of the web of the asymmetric H-shaped steel and the asymmetric H-shaped steel and placing the slab. By using the slab and beam, the floor height can be reduced, and the shear connector is doubled so that no separate sheath connector is needed. By arranging the reinforcement bar, it is possible to prevent shear crack by strengthening the root area between the part where the end of the deck plate is mounted and the web surface of the asymmetric H-shaped steel when constructing the slim bottom plate system. End beam that increases rigidity by reducing plate width ratio while enlarging section It is possible to reduce the amount of steel frame by making the optimal cross-section to correspond to concrete, composite effect and required stress.

The following drawings, which are attached in this specification, illustrate the preferred embodiments of the present invention, and together with the detailed description thereof, serve to further understand the technical spirit of the present invention. It should not be construed as limited.
1 is a plan view schematically showing a structural system using the truss-integrated asymmetric H-beam composite beam and end beam of the present invention.
2A and 2B are perspective views of a large beam and a small beam used in the present invention.
3 is a cross-sectional view of various embodiments taken along line AA of FIG. 2A.
Figure 4 is a side view showing a coupling state of the beam and the end beam in the present invention.
5 is an exploded perspective view of FIG. 4.
6 is a cross-sectional view taken along line BB of FIG. 4.
7 is a side cross-sectional view showing an embodiment of a structural system using the truss-integrated asymmetric H-shaped steel composite beam and end beam of the present invention.
8 is a diagram showing the basic format of the conventional composite beam configuration.
9 is a cross-sectional view of a coupling state showing an example of application of the conventional asymmetric H beam.
10 is a view showing a conventional steel frame composite beam structure.

DETAILED DESCRIPTION OF THE PREFERRED EMBODIMENTS The present invention will be described in detail below with reference to the embodiments shown in the accompanying drawings, but the present invention is not limited thereto.

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

1 is a plan view schematically showing a structural system using the truss-integrated asymmetric H-beam composite beam and end beam of the present invention.

As shown in FIG. 1, the structural system using the truss-integrated asymmetric H-shaped steel composite beam and the end beam of the present invention includes a plurality of pillars C and an end beam 300 between the pillars C and the pillars C. FIG. Structural system of steel structure consisting of a large beam (100) and a large beam (100) that is configured to be coupled to the large beam (100) and the small beam (200) coupled at regular intervals, the column (C) and the large beam (100) While expanding the cross section at the junction of the structure to configure the end beam 300 to improve the rigidity by reducing the thickness ratio.

Figure 2 is a perspective view of the large beams and small beams used in the present invention.

As shown in Figure 2a, the large beam 100 used in the present invention is configured to have a different size of the width of the upper flange 111 and the lower flange 112 between the upper, lower flanges 111, 112. Asymmetrical section 110 with a web 113 formed vertically, and a horizontal plate 120 is horizontally coupled to the full length direction of both sides of the web 113 of the asymmetric H-shaped section 110 and the slab is poured to shear The function of the connector is doubled so that the arrangement of the separate sheer connector is not necessary. In addition, the truss root 130 is disposed on the lower surface of the upper flange 111 of the large beam 100, which is a plain concrete area, in which the end of the deck plate 60 is mounted and the asymmetric H-shaped steel ( Sheath cracks can be prevented by strengthening the root muscle area between the surfaces of the web 113 of the 110.

The asymmetric H-shaped steel 110 is vertically between the lower flange 112 and the upper and lower flanges 111 and 112 having a wider width than the upper flange 111 and the upper flange 111. Web 113 is formed.

In addition, as shown in Figure 2b, the upper portion of the horizontal plate 120 constitutes a stud 390 at regular intervals to serve as a shear connector of the horizontal plate 120 composed of concrete and steel. The stud 390 may be configured in various shapes such as a stud bolt, a spiral reinforcing bar, a channel section steel, a synthetic rebar, a backbell, and the like.

Figure 7 is a side cross-sectional view showing an embodiment of a structural system using a truss muscle integral asymmetric H-shaped steel composite beam of the present invention.

As shown in FIG. 7, the horizontal plate 120 is horizontally coupled to the full length direction of both sides of the web 113 of the asymmetric H-shaped steel 110. Deck plate 60 is configured on the upper portion of the horizontal plate 120, the concrete is poured on the deck plate 60 to complete the slab (70). Accordingly, the position where the horizontal plate 120 is coupled to the web 113 becomes the lower end of the slab 70 in which the asymmetric H-shaped steel 110 is embedded. The deck plate 60 is a bone deck plate, a truss deck plate, or the like.

The horizontal plate 120 forms a support angle 121 at a predetermined interval in the lower portion, such that the horizontal plate 120 is more firmly coupled to the web 113. The shape of the support angle 121 may be manufactured in a variety of shapes having a circle, a letter, a letter, a rectangular cross-section, in the embodiment of the present invention used a support angle 121 having a letter A cross-sectional shape.

The coupling of the support angle 121 may be coupled to the lower portion of the web 133 and the horizontal plate 120 of the large beam 100 through a variety of methods, such as welding, bolt bonding.

In addition, the horizontal plate 120 is further spaced apart by a predetermined length from both ends of the asymmetric H-shaped steel 110 is further configured by a vertical stiffener 122 for vertically connecting the horizontal plate 120 and the lower flange 112 The coupling of the plate 120 can be more firmly. Unlike the support angle 121, the vertical stiffener 122 is not only coupled to the lower portion and the web 113 of the horizontal plate 120, but also coupled to the lower flange 112 to prevent buckling of the horizontal plate 120. It is to be supported.

The vertical stiffener 122 is configured in a plate shape, but may be manufactured in various shapes.

3 is a cross-sectional view of various embodiments along the line A-A of FIG. 2A.

As shown in FIG. 3, the truss root 130 is configured in the longitudinal direction of the beam 100 to the reinforcement portion 131, which is a space between the upper flange 111 of the beam 100 and the horizontal plate 120. do. With such a configuration, the through muscles penetrating the web 113 are not necessary, and since the through holes are not separately formed in the web for the reinforcement of the through muscles, the fabrication of the beam is easy and the installation is easy.

As shown in FIG. 7, the upper muscles 71 arranged on the slab 70 can be continuous without being disconnected. However, since the lower muscles 72 are discontinuous by the asymmetric H-shaped steel 110, the truss roots ( 130 may be reinforced in the longitudinal direction of the large beam 100 to reinforce the reinforcing portion 131 of the lower surface of the upper flange of the plain beam area to prevent shear cracks occurring in the longitudinal direction of the beam. .

As shown in Figure 3 (a) (c) (e), the truss root 130 can be configured to be coupled to the lower portion of the upper flange 111 of the large beam (100), Figure 3 (b) ( As shown in d) (f), it may be coupled to the upper portion of the horizontal plate 120 to be configured at the same time when the horizontal plate 120 is coupled to the web 113.

The truss root 130 may use various types of truss roots such as triangular truss root, planar truss root, and square truss root.

Since the small beam 200 is configured to be coupled at a predetermined interval between the large beam 100 and the large beam 100, in order to facilitate the small beam 200 coupling, the asymmetric H-shaped steel 110 of the large beam 100 Shear plate 123 is configured on the web 113 to facilitate coupling with the web of the small beam 200.

The coupling of the sheer plate 123 and the small beam 200 is coupled to the web of the small beam 200 by a bolt coupling method using a joint plate or the like.

The shear plate 123 is configured to vertically connect the horizontal plate 120 and the lower flange 112. This is because the deck plate 60 is mounted on the upper portion of the horizontal plate 120 and the beam 200, the upper end of the beam 200, that is, the upper flange of the horizontal plate 120 of the large beam 100 and It will be in the same position.

FIG. 4 is a side view illustrating a coupled state of the beam and the end beam in the present invention, FIG. 5 is an exploded perspective view of FIG. 4, and FIG. 6 is a cross-sectional view of FIG. 4.

As shown in FIGS. 4 to 6, when the beam 100 is coupled to the pillar C, the end beam 300 is coupled to the pillar C in advance, and then the end of the beam 100 is connected to the end beam. It is configured to combine with (300).

The end beam 300 is a web connecting the lower flange 312a and 312b and the upper flange 311 and the lower flange 312a and 312b to have a wider width than the upper flange 311 and the upper flange 311 as a whole. 313.

At this time, the height of the second lower flange 312b than the first lower flange 312a is configured to have a step.

The upper flange 311 is joined to the same height as the upper flange 111 of the big beam 100, the first lower flange 312a is configured to be the same height as the lower flange 112 of the big beam 100 do. That is, the cross section of the section in which the first lower flange 312a is formed in the asymmetric H-shaped steel 310 is configured to be the same as the cross section of the asymmetric H-shaped steel 110 of the large beam 100.

In addition, in the section in which the first lower flange 312a is formed, the horizontal plate 320 is formed on the web 313 of the asymmetric H-shaped steel 310 at a height corresponding to the horizontal plate 120 of the large beam 100. In the section in which the second lower flange 312b of the asymmetric H-shaped steel 310 is formed, the side plate 330 is vertically coupled.

The side plate 330 is configured to be vertically coupled to the lower end of the second lower flange 312b, the upper end is formed to the height of the horizontal plate 320 is coupled, the upper end is a support plate 331 having a constant width in the longitudinal direction Is formed. The support plate 331 is to form the deck plate 60 to be seated after the combination of the beam 100 and the end beam 300.

The side plate 330 serves as a permanent formwork, and the concrete is filled to serve to enlarge the cross section.

The first lower flange 312a is formed so that the width of the second lower flange 312b is wider than the width of the first lower flange 312a, and between the side plates 330 coupled to the second lower flange 312b. The first lower flange 312a and the second lower flange 312b overlap with each other. That is, while the first lower flange 312a and the second lower flange 312b overlap, the side plate 330 and the horizontal plate 320 have overlapping sections without overlapping in the longitudinal direction of the end beam 300. .

As shown in FIG. 5, the truss root 130a is configured in the space between the upper flange 311 and the horizontal plate 320. This configuration eliminates the need for penetrating muscles to penetrate the web 313, and facilitates the fabrication of beams and facilitates installation because the penetrating holes do not have to be formed separately for the reinforcement of the penetrating muscles.

The truss root 130a may be configured to be coupled to the lower portion of the upper flange 311, and may be coupled to the upper portion of the horizontal plate 320 to be configured at the same time when the horizontal plate 320 is coupled to the web 313. can do.

The truss root 130a may use various types of truss roots, such as a triangular truss root, a planar truss root, and a square truss root.

As shown in FIG. 6, the ends of the horizontal plate 320 and the side plate 330 have the same height, and the end beam 300 has an end portion in the width direction of the horizontal plate 320 and the first lower flange 312a. Side plate 330 is located on the outer side than the end of the), as shown in Figure 5, the end beam 300 is such that the side plate 330 and the horizontal plate 320 is overlapping, there is a certain width The end or center point of the width of the deck plate is mounted on both the support plate 331 and the horizontal plate 320 of the side plate 330 regardless of the size of the deck plate by the overlapping section when the deck plate of the unit is seated. To ensure stable support.

In the section overlapping with the side plate 330 of the horizontal plate 320 to form a vertical through hole 321 to facilitate the inflow of concrete into the space formed by the side plate 330 and the web 313 during concrete pouring The end of the side plate 330 is coupled to the copper plate 340 to prevent the concrete from leaking.

The side plate 330 is introduced into the web 311 side from the end portion in the width direction of the second lower flange 312b so as to be coupled to each other, thereby reducing the plate width thickness ratio and increasing rigidity. Buckling of 312b) can be prevented. The length of the side plate 330 drawn in at the end portion in the width direction of the second lower flange 312b may vary depending on the construction environment, and thus the plate width thickness ratio is changed.

The end beam 300 constitutes the end beam 300 when the pillar C and the large beam 100 are combined, and increases the cross-section of the end beam 300 while reducing the plate width thickness ratio, thereby improving the rigidity, thereby increasing the stiffness of the concrete. It is possible to reduce the amount of steel frame by making the optimum cross section corresponding to the stress.

Combining the large beam 100 produced as described above to the column (C) by using the end beam 300, combining the small beam 200 that is coupled at a predetermined interval between the large beam 100 and the large beam 100. Then, the deck plate 60 is formed on the upper part of the horizontal plate 120 and the small beam 200 of the large beam 100, and the concrete is poured on the deck plate 60 to the upper flange of the large beam 100 ( 111 is embedded to complete the slab 70.

In the configuration as described above, if the upper flange 111 is embedded in the slab 70, there is no need for a separate shear connector for coupling with the slab, there is an effect of reducing the layer height by the embedded depth of the large beam 100, As a result, the length of the columns and the building finishing area are reduced, and the effect of increasing the number of floors in the height-restricted area increases the lease area, which is economically effective.

While the present invention has been particularly shown and described with reference to exemplary embodiments thereof, it is evident that many alternatives, modifications and variations will be apparent to those skilled in the art in light of the above teachings. will be. The invention is not limited by these variations and modifications, but is limited only by the claims appended hereto.

C: pillar
60: deck plate
70 slab
100: big beam
110, 310: Asymmetric H-beam
111, 311: upper flange
112: lower flange
113, 313: Web
120, 320: horizontal plate
121: support angle
122: vertical stiffener
123: Sheer Plate
130: Truss muscle
131: reinforcement
200: small beam
300: end beam
312a: first lower flange
312b: second lower flange
330: side plate
331: support plate
390: stud

Claims (9)

A plurality of pillars (C), and between the beam (C) and the column (C) consisting of the end beam 300 is coupled to the big beam 100, and between the big beam 100 and the big beam 100 at a predetermined interval coupled configuration In the structural system of the steel structure consisting of a small beam 200,
The large beams 100 are formed with different widths of the upper flanges 111 and the lower flanges 112, and asymmetric H, in which a web 113 is vertically formed between the upper and lower flanges 111 and 112. Between the section steel 110 and the horizontal plate 120 horizontally coupled to the full length direction of both sides of the web 113 of the asymmetric H-shaped steel 110, between the upper flange 111 and the horizontal plate 120 The truss root 130 is configured in the reinforcement part 131 which is a space of the
The end beam 300 has an upper flange 311, a first lower flange 312a and a second lower flange formed at different widths and different heights from the upper flange 311. 312b), an asymmetric H-shaped steel 310 in which a web 313 is vertically formed between the upper and lower flanges 311, 312a and 312b, and a web in a section in which the first lower flange 312b is formed. The horizontal plate 320 is horizontally coupled to the 313, and vertically coupled to the second lower flange 312b of the asymmetric H-shaped steel 310, the upper end is composed of a height at which the horizontal plate 320 is installed, It is formed of a side plate 330 in which the support plate 331 is formed in the longitudinal direction, and a copper plate 340 configured to block the end of the side plate 330, the first lower flange 312a is the second lower flange 312b Between the lower plate 312a and the first lower flange 312a and the second lower flange 312b of Is configured to present a region which overlaps,
The other end of the end beam 300 is coupled to the side of the pillar (C), one end is to be coupled to the end of the large beam (100),
The deck plate 60 is formed on the horizontal plate 120 and the small beam 200 of the large beam 100 to pour concrete and form the slab concrete 70 so as to be integral with the beam 100 and 200. Structural system integrated asymmetric H-shaped steel beam and end beam structure characterized in that formed. The method of claim 1,
Structural system using a truss muscle asymmetric H-shaped steel composite beam, characterized in that the stud (390) is further configured at a predetermined interval on the upper portion of the horizontal plate (120). 3. The method according to claim 1 or 2,
A support angle 121 is formed at a lower portion of the horizontal plate 120 at predetermined intervals, and the horizontal plate 120 and the lower flange 112 are vertically spaced apart by a predetermined length from both ends of the asymmetric H-shaped steel 110. Structural system using a truss muscle integrated asymmetric H-shaped steel beams and end beams characterized in that the vertical stiffener (122) to connect. The method of claim 3, wherein
The truss root 130 is a structural system using a truss muscle integral asymmetric H-shaped steel composite beam and end beams, characterized in that coupled to the upper portion of the horizontal plate (120). The method of claim 3, wherein
The truss root 130 is a structural system using a truss muscle asymmetric H-shaped steel composite beam and end beams, characterized in that coupled to the lower portion of the upper flange (111) of the large beam (100). The method of claim 3, wherein
The truss root 130 is a structure using a truss muscle integral asymmetric H-shaped steel composite beam and an end beam, characterized in that coupled to the web 113 between the upper flange 111 and the horizontal plate 120 of the large beam (100) system. The method of claim 1,
The horizontal plate 120 and the lower flange 112 of the asymmetric H-shaped steel 110 vertically connected to the truss muscle integral asymmetry, characterized in that the shear plate 123 is coupled to the web of the small beam 200 is configured Structural system using H-beam composite beam and end beam. 8. The method of claim 7,
The side plate 330 of the end beam 300 is a truss-integrated asymmetric H-shaped steel composite beam and end, characterized in that the end portion of the lower flange 312 in the width direction of the web 311 is introduced into the coupling configuration Rescue system using beams. 8. The method of claim 7,
Truss root integrated asymmetric H-shaped steel composite beam and the end beam structure, characterized in that the truss root (130a) is further configured in the space between the upper flange 311 and the horizontal plate 320 of the end beam 300 system.

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