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 PDFInfo
- 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
- Authority
- KR
- South Korea
- Prior art keywords
- steel frame
- steel
- frame
- dancing
- dance
- Prior art date
Links
Images
Classifications
-
- 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
Landscapes
- 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
Description
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 .
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
The
As shown in FIG. 6, the
As described above, the
Accordingly, the
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
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
The diagonal portion R2 of the
On the other hand, the diagonal portion R2 of the
In one embodiment of the present invention, the width b3 of the
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
For example, when it is not necessary to largely change the dance of the
The high dancing part R3 located at both ends of the
The deformation portion R2 provided in the
The standard is set so that the
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
That is, the
The large thickness t2 of the
The connection between the
On the other hand, the thicknesses t2 and t1 of the
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:
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)
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.
Priority Applications (1)
Application Number | Priority Date | Filing Date | Title |
---|---|---|---|
KR1020140077914A KR101557412B1 (en) | 2014-06-25 | 2014-06-25 | Muli-section type steel beam for the slim floor and reducing the steel use |
Applications Claiming Priority (1)
Application Number | Priority Date | Filing Date | Title |
---|---|---|---|
KR1020140077914A KR101557412B1 (en) | 2014-06-25 | 2014-06-25 | Muli-section type steel beam for the slim floor and reducing the steel use |
Publications (1)
Publication Number | Publication Date |
---|---|
KR101557412B1 true KR101557412B1 (en) | 2015-10-08 |
Family
ID=54346705
Family Applications (1)
Application Number | Title | Priority Date | Filing Date |
---|---|---|---|
KR1020140077914A KR101557412B1 (en) | 2014-06-25 | 2014-06-25 | Muli-section type steel beam for the slim floor and reducing the steel use |
Country Status (1)
Country | Link |
---|---|
KR (1) | KR101557412B1 (en) |
Citations (4)
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 |
-
2014
- 2014-06-25 KR KR1020140077914A patent/KR101557412B1/en active IP Right Grant
Patent Citations (4)
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 |
Similar Documents
Publication | Publication Date | Title |
---|---|---|
KR101432260B1 (en) | Steel-exposed type steel framed reinforced concrete pillar | |
CA2774271C (en) | Improved cold-formed steel joist | |
KR20080107471A (en) | Buckling-stiffening structure for box-shaped sectional type thin-plate member | |
US8607528B2 (en) | Building methods | |
KR100882341B1 (en) | Manufacturing method of compositebeam with reinforced steel beam for stiffness and rhmen bridge manufacturing method using compositebeam with reinforced steel beam | |
KR20170089239A (en) | Spacer module and stripping deck having the same | |
KR101557412B1 (en) | Muli-section type steel beam for the slim floor and reducing the steel use | |
JP4919384B2 (en) | Reinforcement method for existing steel structures | |
KR20130102027A (en) | Prefabricated steel frame with hoop reinforcement for composite member of steel and concrete | |
KR20100098179A (en) | Reinforcement structure for connection of cold formed plate column and steel beam | |
JP2009030321A (en) | Portal frame by connection of composite beam and wooden pillar | |
KR20190126530A (en) | Pre-fabricated column with angle-type reinforcing bar | |
KR100759861B1 (en) | Reinforced beam structure of Ramen-type metal skeletal structure for parking lot | |
KR101574628B1 (en) | Reinforcement structure of the steel beam | |
JP6229995B2 (en) | Seismic reinforcement structure for buildings | |
KR200405937Y1 (en) | Reinforced beam structure for Ramen-type metal skeletal structure | |
CN110939228A (en) | Assembled low-rise building structure | |
JP2021055465A (en) | Horizontal structural plane reinforcing plate and horizontal structural plane reinforcing structure | |
JP4452518B2 (en) | Composite member joining structure | |
JP2019157598A (en) | Steel plate earthquake resistant wall, and steel plate earthquake resistant wall structure comprising the same | |
CN108547467A (en) | Container type house overhangs ruggedized construction | |
CN209891045U (en) | Steel anchor beam structure | |
JP2740562B2 (en) | Wall panels | |
KR20100075038A (en) | System for joining structural members of steel structure | |
KR102045623B1 (en) | Connecting structure of structural member |
Legal Events
Date | Code | Title | Description |
---|---|---|---|
E701 | Decision to grant or registration of patent right | ||
GRNT | Written decision to grant | ||
FPAY | Annual fee payment |
Payment date: 20180921 Year of fee payment: 4 |