KR101557412B1 - Muli-section type steel beam for the slim floor and reducing the steel use - Google Patents

Muli-section type steel beam for the slim floor and reducing the steel use Download PDF

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Publication number
KR101557412B1
KR101557412B1 KR1020140077914A KR20140077914A KR101557412B1 KR 101557412 B1 KR101557412 B1 KR 101557412B1 KR 1020140077914 A KR1020140077914 A KR 1020140077914A KR 20140077914 A KR20140077914 A KR 20140077914A KR 101557412 B1 KR101557412 B1 KR 101557412B1
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KR
South Korea
Prior art keywords
steel frame
steel
frame
dancing
dance
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KR1020140077914A
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Korean (ko)
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서정표
강성원
Original Assignee
두성중공업 주식회사
서정표
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Priority to KR1020140077914A priority Critical patent/KR101557412B1/en
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Publication of KR101557412B1 publication Critical patent/KR101557412B1/en

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    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
    • E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
    • E04B1/18—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons
    • E04B1/24—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons the supporting parts consisting of metal
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
    • E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
    • E04B1/38—Connections for building structures in general
    • E04B1/58—Connections for building structures in general of bar-shaped building elements
    • E04B1/5806—Connections for building structures in general of bar-shaped building elements with a cross-section having an open profile
    • E04B1/5812—Connections for building structures in general of bar-shaped building elements with a cross-section having an open profile of substantially I - or H - form
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04C—STRUCTURAL ELEMENTS; BUILDING MATERIALS
    • E04C3/00—Structural elongated elements designed for load-supporting
    • E04C3/02—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces
    • E04C3/04—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces of metal
    • E04C3/06—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces of metal with substantially solid, i.e. unapertured, web
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
    • E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
    • E04B1/18—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons
    • E04B1/24—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons the supporting parts consisting of metal
    • E04B1/2403—Connection details of the elongated load-supporting parts
    • E04B2001/2418—Details of bolting

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  • Engineering & Computer Science (AREA)
  • Architecture (AREA)
  • Civil Engineering (AREA)
  • Structural Engineering (AREA)
  • Physics & Mathematics (AREA)
  • Electromagnetism (AREA)
  • Joining Of Building Structures In Genera (AREA)
  • Rod-Shaped Construction Members (AREA)

Abstract

The present invention relates to a structure of a steel beam capable of reducing the story height by not excessively increasing the height of a steel beam while corresponding to a change in a size of bending moment generated in the end of the steel beam in detail. The steel beam comprises: a center steel frame; and an end steel frame whose one end is connected to the center steel frame by a connecting means, and the other end is fixed connected to a column. The center steel frame includes a low height part in the center, a high height part in the end, and a variable height part between the low height part and the high height part. The height of the end steel frame is designed based on the maximum bending moment of negative moment generated in the end of the steel beam. The height of the low height part of the center steel frame is designed based on the maximum bending moment of positive moment generated in the center of the steel beam. The height of the high height part of the center steel frame has the same size with the height of the end steel frame. In the height of the variable height part, the size thereof gets larger between the low height part and the high height part.

Description

[0002] Muli-section type steel beams for slim floor and reducing steel use [

More particularly, the present invention relates to a structure of a steel frame which abuts against a column of a building, more specifically, it can reduce the height of the steel frame by not increasing the dancing of the steel frame in detail while coping with the change of the bending moment generated at the end of the steel frame. It relates to the structure of a steel frame.

With the development of structural technology, the speedy and accurate calculation of design calculation by computers, and the pursuit of maximizing the land use in the urban areas, the buildings tend to become tall recently.

In such an ultra-high-rise structure, the structure of the steel frame is lightweight and has a very high rigidity, and the assembly type, the cross-sectional shape, and the joining method are most widely used because they have a relatively wide selection range. On the other hand, modern demands such as high-rise and long-span buildings demand more precise structural planning and structural design.

Therefore, efforts have been made to lower the bed height while reducing the amount of members by making the optimum cross section according to the stress acting on the members.

BRIEF DESCRIPTION OF DRAWINGS FIG. 1 is a bending moment diagram generated in a horizontal member such as a beam, which is in contact with a vertical member such as a column. As shown in FIG. 1, a moment is generated at both ends of the horizontal member and a moment is generated at the center, but the bending moment at both ends is about 60% larger than that at the center.

Accordingly, the conventional steel beam designed in the past has been designed on the same scale as the whole area on the basis of the maximum bending moment at both ends.

Recently, there have been many attempts to design an economical steel bridge by improving the above problems. As a representative example thereof, the steel frame structure is divided according to the moment magnitudes generated at the center portion and the end portion, To reduce the amount of usage.

A method of increasing the section modulus at both ends by significantly increasing the steel beam dancing at both ends compared to the central portion is used in one specific embodiment. Fig. 2 shows a representative example thereof and is disclosed in Japanese Patent Publication No. 3451328.

Japanese Patent Publication No. 3451328 discloses a technique of increasing the size of the dancing in both the upper and lower directions and increasing the size of the dancing only in the lower and upper directions based on the dance of the central steel frame as shown in Fig. The steel frame of the cross section which increases the coefficient is proposed.

Japanese Patent Publication No. 3451328 has a merit that the dancing of the end portion of the steel beam precisely corresponds to the change in the magnitude of the bending moment, thereby maximizing the reduction in the amount of steel material used. However, since the steel frame dance at the end portion has to be increased by 60% as compared with the central portion, there is a problem that the available space of the room is reduced or the floor height is increased.

On the other hand, in addition to facilitating the installation of steel bars in the field, there is a limitation in the length of the steel bars in conveying them. Generally, the steel bars are divided into an end portion and a central portion. The PC is connected to the PC column and is transported to the site. Then, in the field, the end and the center are connected to each other to form a steel beam between the two columns.

However, in the case of a haunch method in which a steel frame is changed in dancing from the joining face of a column as in Japanese Patent Publication No. 3451328, since a connecting portion can not be provided for the above-mentioned hatching portion, Which leads to a problem of increasing the transportation cost by reducing the load of the transportation vehicle.

Therefore, in recent years, there is a case in which a large end portion is formed as a whole without providing a hatch portion, but this causes another excessive design factor as described later, thereby increasing the amount of steel material used.

Fig. 3 is a view showing another method of differentiating the dimensions of the center and both ends of a steel beam, which is disclosed in Japanese Patent Application Laid-Open No. 6-288033.

Japanese Unexamined Patent Application Publication No. 6-288033 discloses that the upper and lower flanges of the steel beams mainly bear the bending stress generated in the steel beams, and the thickness of the upper and lower flanges at the ends where the bending moment largely acts is thicker than the central portion will be.

However, since the steel frame of Japanese Patent Application Laid-Open No. 6-288033 can not cope with the change of the bending moment magnitude in detail, an over design can not be avoided for a part of the steel frame, and the manufacture of a steel frame in which the thickness of the upper and lower flanges is changed It is necessary to separately provide a room for installing additional facilities such as electric and air-conditioning equipment and fire-fighting equipment in the lower part of the steel frame so that the steel frame of Japanese Patent Application Laid-Open No. 6-288033 is also reduced .

JP 3451328 B2 JP 6-288033 A KR 10-0710583 B1

Disclosure of Invention Technical Problem [8] Accordingly, the present invention has been made in view of the above problems, and it is an object of the present invention to provide an installation space of an auxiliary facility in a central steel frame by differently dancing the central steel frame and the end steel frame, A steel frame structure capable of gaining the amount of steel material by having an optimal economic cross-section by variously changing the standard of the steel frame so as to specifically correspond to the change in the magnitude of the bending moment generated at the end portion of the steel frame, The present invention has been made in view of the above problems.

It is another object of the present invention to provide a steel frame having a structure in which the length of an end portion steel frame projected to a column can be reduced, thereby facilitating the transportation.

According to a most preferred embodiment of the present invention for solving the above-mentioned problems, there is provided a steel pipe comprising: a central steel frame; one end connected to the central steel frame by a connecting means; the other end being rigidly connected to the column member; The dancing of the end section steel is designed on the basis of the maximum bending moment of the momentum generated at the end of the steel frame, The dancing is designed on the basis of the maximum bending moment of the moment generated at the center of the steel frame. The dancing part of the central steel frame has the same size as that of the end steel frame, and the dancing part of the center part is danced between the dancing part and the high dancing part. And the size of the multi-layer steel frame is gradually increased.

According to another embodiment of the present invention, in the structure of the steel beam, the flange width at the high-tension portion of the central steel frame is equal to the flange width of the end steel frame, and the flange width at the low- And the flange width of the variable portion is gradually increased between the low portion and the high portion.

Since the dancing of the end steel frame and the dancing of the central steel frame end (high dancing part) connected thereto are made to have the same size, the connecting operation is easy and the stress transmission to the connecting part is clear, It absorbs the reinforcement range of the end of the steel beam in the steel frame to reduce the protrusion length of the end frame connected to the column, thereby facilitating the transportation of the column member.

Further, since the present invention corresponds in detail to the bending moments generated at the end portions of the steel beam through the end portions of the steel beam, that is, the end portions of the steel frame and the structure of the high-tension portion and the center portion of the central steel frame, Thereby maximizing savings and saving flooring.

In addition, the present invention provides a structure for changing the size of the dancer and a configuration for changing the thickness of the flange in the center section of the central steel body, thereby ensuring a space for the auxiliary equipment on the lower surface of the steel frame, Can be minimized, thereby further reducing the floor height.

BRIEF DESCRIPTION OF THE DRAWINGS FIG. 1 is a bending moment diagram for a steel beam bonded to a column. FIG.
2 is a partial cross-sectional view of a conventional steel steel frame for reducing the amount of steel used.
3 is a perspective view of another prior art steel frame for reducing the amount of steel used.
4 is a perspective view showing a state in which a steel bar according to an embodiment of the present invention is strongly joined to a column.
5 is an exploded perspective view showing a connection structure of a steel beam according to the present invention.
6 is an elevational view and a plan view of the steel beam shown in Fig.

Hereinafter, embodiments of the present invention will be described in detail with reference to the accompanying drawings. In the following description of the present invention, however, it is to be understood that the present invention is not limited to the disclosed embodiments.

4 is an exploded perspective view showing a connection structure of the steel bar 100 according to an embodiment of the present invention, and FIG. 5 is an exploded perspective view showing a connection structure of the steel bar 100, 5 is an elevational view and a plan view of Fig.

The steel strip 100 of the present invention is connected to the end frame 110 by being positioned between the end frame 110 and the end frame 110 of the column 200 as shown in FIGS. And a central steel frame 120.

As shown in FIG. 6, the center steel frame 120 has a small dancing h1 (see FIG. 6) based on the maximum bending moment of the rightmost one, as shown in FIG. 1, A lower dancing portion R1 having a thickness t1 of the thin flange 121 and a section of which is kept constant and a lower portion d1 having a greater dancing h3 than that of the lower dancing portion R1, And a variation portion R2 of the interval between which the dance h2 is gradually increased from the low dance portion R1 to the high dance portion R3.

As described above, the central steel frame 120 is made of a single member having no connection portion between the low-tension portion R1 and the low-tension portion R2 and gradually changing the size of the dancing while facing the high-tension bow.

Accordingly, the central steel frame 120 of the present invention can be used for a larger bracket member (the present invention) without changing the dancing of the steel frame member (corresponding to the central steel frame of the present invention, Of the present invention, which is a name corresponding to the end section steel of the present invention, which is a name for distinguishing it from the end section steel of the present invention), the shape of the steel frame member is completely different from that of the steel frame member It is not the technology itself.

More specifically, since the steel member is designed on the basis of the bending moment generated at the center of the steel beam, the length of the steel member can not be made sufficiently long, and accordingly, the bracket member connected to the steel member has a length It can not but be long.

Therefore, the pillar member having such a long bracket member is reduced in number of conveying members per one time, which not only serves as a factor to increase the transportation cost, but also causes the bracket member itself to be excessively designed, There is a problem.

On the other hand, the central steel frame 120 of the present invention absorbs a part of the reinforcing range R of the ends of the steel frame 100, thereby reducing the length of the end frame steel 110 joined to the column 200, . In addition, the reduction of the length of the end section steel frame 110 having the same cross section minimizes the excessively designed portion of the end section steel 110, thereby reducing the amount of steel used compared with the conventional technique.

The deformed portion R2 and the high tensile portion R3 which absorb a part of the reinforcing range R of the end portion of the steel beam 100 in the central steel frame 120 of the present invention are fixed to the ends of the steel beam 100 using different means It is possible to cope with a change in the magnitude of the bending moment, which is increasingly increased, while facilitating the connection with the end frame 110.

The diagonal portion R2 of the central steel frame 120 basically increases the stiffness h2 toward the end portion to increase the stiffness against the bending moment. This gradual increase of the dancing effectively corresponds to the change in the magnitude of the bending moment with respect to the end of the steel bar 100, thereby making it possible to maximally reduce the amount of steel material used.

On the other hand, the diagonal portion R2 of the central steel frame 120 gradually changes the dancing while progressively changing the widths of the upper and lower flanges 121 as shown in Fig. 6 (b) It is possible to cope with a change in the magnitude of the bending moment with respect to the end portion of the wafer 100.

In one embodiment of the present invention, the width b3 of the flange 121 in the high-tension portion R3 of the central steel frame 120 is equal to the flange width of the end frame 110, The width b1 of the flange 121 in the low dancing portion R1 is smaller than the width b1 of the flange 121 in the high dance portion R1 and the flange width in the variation portion R2 is smaller than the width b1 of the low dancing portion R1 R1 and the high-dance portion R3 are gradually increased in size.

That is, in the above-described embodiment, the configuration for dancing of the steel frame and the configuration for the width of the steel frame flange are applied to each other organically so that a sufficient space for the auxiliary equipment is secured in the central part of the steel frame 100, This makes it possible to optimize the design to minimize dancing and reduce stratification.

For example, when it is not necessary to largely change the dance of the steel beam 100 in the variation portion R2, it is possible to cope with a change in the magnitude of the bending moment by increasing the change with respect to the width of the flange 121. On the other hand, The width of the flange 121 may be reduced and the size of the web 122 may be increased to correspond to a change in the size of the bending moment. . Therefore, it is possible to configure the maximum dancing size of the steel frame 100, which can be varied depending on the use of the building and the scale of the auxiliary facilities, while accurately coping with the change in the magnitude of the bending moment acting on the steel frame 100.

The high dancing part R3 located at both ends of the central steel frame 120 in relation to the diverging part R2 is the one of the islands whose size is unchanged and the size of the dancing h3 is equal to that of the end steel frame 110 Which not only facilitates the connection of the central steel frame 120 to the end frame 110 but also permits freely selecting the positioning of the above-mentioned connecting portions and clarifies the transmission of the stress.

The deformation portion R2 provided in the central steel frame 120 has a similar dancing size at the end portion of the steel beam 100 through the connection structure with the end steel frame 110, The connection structure having the same dancing size as described above can reduce the length of the end frame 110 so that the end frame 110 is joined to the post in advance at the factory, Thereby making it possible to reduce the cost of logistics.

The standard is set so that the end steel frame 110 which is strongly joined to the column 200 corresponds to the maximum bending moment of the momentum generated at the end of the steel beam 100.

As mentioned indirectly in the description of the variable portion (R2), as a method for improving the rigidity of the steel frame corresponding to the bending moment, there are a method of increasing the overall width of the web by increasing the width of the web, It is possible to increase the thickness of the flange located at the end of the steel frame 100 by increasing the thickness t2 of the flange 111 in the end portion steel frame 110 of the present invention so as to correspond to the maximum bending moment generated at the end portion of the steel bar 100 do.

That is, the end portion steel 110 in the present invention increases the thickness t2 of the flange 111 to increase the rigidity corresponding to the bending moment, so that the end portion of the steel frame 110, which determines the maximum dancing of the steel beam 100, It is possible to prevent excessive increase due to the maximum bending moment of the ends of the steel beam 100, thereby making it possible to reduce the thickness.

The large thickness t2 of the flange 111 of the end section steel 110 can be set such that the end section steel 110 can have a dance h3 of the same size as the high dance section R3 of the central steel frame 120 in contact therewith The stiffness is changed corresponding to the change of the bending moment by using the difference between the small thickness t1 of the flange 121 of the central steel frame 120 and the small thickness t1.

The connection between the end steel frame 110 and the center steel frame 120 may be performed by welding but may be applied to the joint between the end steel frame 110 and the flange 111.121 and the web 112.122 of the central steel frame 120 It is preferable to use a connecting means composed of a connecting plate 131 and a fastening bolt 132 for fastening them so as to facilitate correction of a work error.

On the other hand, the thicknesses t2 and t1 of the flanges 111 and 121 of the end frame 110 and the center frame 120 are different from each other (t2> t1), but the thicknesses of the connecting plate 131 and the center frame 120 By inserting the filler 133 between the flanges, the difference in thickness t2, t1 described above can be solved simply.

While the present invention has been particularly shown and described with reference to exemplary embodiments thereof, it is to be understood that the scope of the invention is not limited to the disclosed embodiments, but, on the contrary, It is obvious that it will be possible to carry out various modifications thereof. It is therefore intended that such modifications are within the scope of the invention as set forth in the claims.

100: steel frame 110: end frame steel
111, 121: flange 112, 122:
120: central steel frame 131: connecting plate
132: fastening bolt 133: filler
200: Column R1: Low Dance
R2: Variation part R3: High dance part

Claims (3)

In the steel beam 100 which abuts against the column 200,
The steel frame 100 includes a central steel frame 120 and one end connected to the central steel frame 120 by connecting means and the other end being rigidly connected to the column 200,
The central steel frame 120 is composed of a low dancing portion R1 at the center portion, a high dance portion R3 at the end portion and a diverging portion R2 between the low dance portion R1 and the high dance portion R3, ), The variation part (R2), and the high dance part (R3) are made of a single member having no connection part,
The dancing of the end steel frame 110 is designed on the basis of the maximum bending moment of the momentum generated at the end of the steel frame 100 and the low dance part h1 of the center steel frame 120 is generated at the center of the steel frame 100 The maximum bending moments of the maximum moment are designed based on the maximum bending moment of the maximum moment,
The high dancing section dance h3 of the central steel frame 120 has the same size as the dancing of the end section steel 110 and the dancing section h2 of the variation section is formed between the low dance section R1 and the high dance section R3, , The size thereof gradually increases toward the end portion thereof,
The flange width b3 of the high rigidity portion R3 of the central steel frame 120 is equal to the flange width of the end steel frame 110 and the flange width b1 of the low rigidity portion R1 is equal to the flange width b3 of the high rigidity portion R3 Is smaller than the flange width b3 and the flange width b2 in the deformed portion R2 is gradually increased toward the end of the central steel frame 120 between the low tension portion R1 and the high tension portion R3 High strength and low strength multifunctional steel frame.
delete The method of claim 1, wherein the flange thickness t1 of the central steel frame 120 is configured to be less than the flange thickness t2 of the end frame steel 110; The connecting means comprises a connecting plate 131 that is poured over the joining portions of the flanges 111 and 121 and the webs 112 and 122 of the end frame 110 and the central steel frame 120 and a fastening bolt 132 for fastening them. Wherein a filler (133) is inserted between the flange (121) of the central steel frame (120) and the connecting plate (131).
KR1020140077914A 2014-06-25 2014-06-25 Muli-section type steel beam for the slim floor and reducing the steel use KR101557412B1 (en)

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Citations (4)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP2000309980A (en) * 1999-04-27 2000-11-07 Shimizu Corp Structure for earthquake-resisting beam-column connection
KR100996604B1 (en) * 2010-04-02 2010-11-25 우종열 Joining method of steel beams having a different height and steel beam using the smae
JP2012057450A (en) * 2010-09-13 2012-03-22 Arcreate:Kk Structural steelwork with high strength bolt joint using weld reinforcement plate
KR101336909B1 (en) * 2012-10-25 2013-12-10 송성호 Steel frame structure and this construction technique

Patent Citations (4)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP2000309980A (en) * 1999-04-27 2000-11-07 Shimizu Corp Structure for earthquake-resisting beam-column connection
KR100996604B1 (en) * 2010-04-02 2010-11-25 우종열 Joining method of steel beams having a different height and steel beam using the smae
JP2012057450A (en) * 2010-09-13 2012-03-22 Arcreate:Kk Structural steelwork with high strength bolt joint using weld reinforcement plate
KR101336909B1 (en) * 2012-10-25 2013-12-10 송성호 Steel frame structure and this construction technique

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