KR101798006B1 - Frame used in building - Google Patents

Frame used in building Download PDF

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KR101798006B1
KR101798006B1 KR1020150085425A KR20150085425A KR101798006B1 KR 101798006 B1 KR101798006 B1 KR 101798006B1 KR 1020150085425 A KR1020150085425 A KR 1020150085425A KR 20150085425 A KR20150085425 A KR 20150085425A KR 101798006 B1 KR101798006 B1 KR 101798006B1
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South Korea
Prior art keywords
raft
column
building
flange
web
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KR1020150085425A
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Korean (ko)
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KR20160148400A (en
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주영규
도병호
박만우
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동부제철 주식회사
고려대학교 산학협력단
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Priority to KR1020150085425A priority Critical patent/KR101798006B1/en
Publication of KR20160148400A publication Critical patent/KR20160148400A/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
    • E04B1/62—Insulation or other protection; Elements or use of specified material therefor
    • E04B1/92—Protection against other undesired influences or dangers
    • E04B1/98—Protection against other undesired influences or dangers against vibrations or shocks; against mechanical destruction, e.g. by air-raids
    • 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
    • E04B1/19—Three-dimensional framework structures
    • 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

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  • Engineering & Computer Science (AREA)
  • Architecture (AREA)
  • Physics & Mathematics (AREA)
  • Electromagnetism (AREA)
  • Civil Engineering (AREA)
  • Structural Engineering (AREA)
  • Environmental & Geological Engineering (AREA)
  • Buildings Adapted To Withstand Abnormal External Influences (AREA)

Abstract

A frame for a building, comprising: a raft portion for supporting a roof; and a column portion fixed at one end to the raft portion and fixed at the other end to the ground, wherein the column portion includes a column inner flange, A column outer flange disposed apart from the inner flange so as to face the inner flange and having one surface oriented toward the outside of the building; and a column web connecting the column inner flange and the column outer flange, A raft outer flange disposed opposite the raft inner flange, the raft outer flange having one face disposed toward the roof of the building; and a raft web connecting the raft inner flange and the raft outer flange, , The height of the column web is greater than the height of the raft And a seismic reinforcing member which is formed to be larger at the other end of the connecting portion and which is joined to the inside flange of the raft adjacent to the spiral portion at one end and to the inside flange of the column adjacent to the spiral portion at the other end A frame for a building characterized in that it is characterized by: Therefore, the seismic performance is more excellent.

Description

Frame for buildings {Frame used in building}

BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to a frame for a building, and more particularly, to a frame for a building used in a steel structure such as a factory or a warehouse.

Typical buildings such as houses and buildings are constructed using materials such as reinforced concrete or steel-concrete. In the case of a building such as a factory, a building, a warehouse or the like, a frame is formed of a steel frame, and a metallic panel is mounted on the roof and the wall on a frame formed of a steel frame. In the case of such a steel frame structure, not only the process such as concrete casting is greatly reduced but also most of the steel frame frames are manufactured after being manufactured in a factory, and thus the air is greatly reduced.

However, in the case of a building constructed only of steel frame, there is a high possibility that local buckling occurs at a portion where loads are concentrated. As a result, it is disadvantageous in comparison with an ordinary reinforced concrete (RC) concrete building due to an uncertain load caused by an earthquake, snow, wind and the like.

SUMMARY OF THE INVENTION The present invention has been made to solve the above problems, and it is an object of the present invention to provide a frame for a building which is easy to construct and has excellent seismic performance.

In order to solve the above problems, an embodiment of the present invention provides a frame for a building, comprising: a cradle for supporting a roof; and a pillar fixed at one end to the cradle and fixed at the other end to the ground, A column outer flange facing one side of the building toward the outside of the building, a column flange disposed on the other side of the column to face the column flange, And a pillar web, wherein the raft portion includes a raft inner flange with one side facing the building interior, a raft outer flange disposed facing away from the raft inner flange and having one surface oriented toward the roof of the building, A raft web connecting the flange and the raft outer flange, the height of the column web Is formed to be larger at a spiral portion which is the other end coupled with the above-mentioned raft than the one end fixed to the ground, one end is coupled to the inside flange of the raft adjacent to the spiral portion and the other end is connected to the inside flange And a seismic reinforcing member coupled to the frame.

The seismic strengthening member is in the form of a plate having a height greater than the thickness of the cross section, and is arranged so that the thickness direction is parallel to the direction of the column web.

The seismic strengthening member is formed such that the height of the cross section is smaller at the central portion than at both ends of the seismic strengthening member.

The seismic strengthening member is formed such that a central portion thereof is recessed toward the spiral portion with respect to both ends.

The seismic strengthening member is formed through a slit for inducing a yield.

And the width of both ends of the slit for yield induction is formed wider than the central portion.

The height of the seismic strengthening member is preferably smaller than the height of the raft web.

It is effective that the thickness of the seismic strengthening member is equal to or less than the thickness of the raft web.

As described above, according to the present invention, various effects including the following can be expected. However, the present invention does not necessarily achieve the following effects.

First, the shape of the column portion is formed so that a load such as an earthquake is concentrated on the tilting portion, and the seismic capacity is significantly increased by providing the seismic strengthening member at a position adjacent to the tilting portion.

Further, since the height of the section of the seismic strengthening member is made smaller on the central portion or the slit for inducing the yield is formed, the ductility coefficient and the damping coefficient can be further increased.

Further, since the center portion of the seismic strengthening member is recessed toward the spiral portion, the internal space utilization of the building can be further increased.

1 is an exploded perspective view of a building using a building frame according to the first embodiment of the present invention;
Fig. 2 is a front view of the building frame of Fig. 1
Fig. 3 is an exploded perspective view of the spiral portion of Fig.
4 is a cross-sectional view taken along the line III-III in Fig. 3
FIG. 5A is a diagram showing a stress distribution diagram of a spiral portion to which a tensile force is applied in the absence of an earthquake-
FIG. 5B is a view showing a stress distribution diagram
Fig. 6A is a view showing a stress distribution diagram of the spiral portion when the same load as in Fig. 5A is applied to a building frame according to an embodiment of the present invention
FIG. 6B is a view showing a stress distribution diagram of the damper section when the same compression force as in FIG. 5B is applied to the building frame of the first embodiment.
7 to 10 are perspective views showing a deformable shape of the seismic strengthening member.
11 to 13 are plan views showing still another deformable shape of the seismic strengthening member
Fig. 14A is a view showing a stress distribution diagram of the spiral portion when the same load as in Fig. 5A is applied to a building frame to which the seismic strengthening member of Fig. 10 is applied
Fig. 14B is a view showing a stress distribution diagram of the damper portion when the same compression force as in Fig. 5B is applied to a building frame to which the seismic strengthening member of Fig. 10 is applied
Fig. 15A is a diagram showing a stress distribution diagram of the spiral portion when the same load as in Fig. 5A is applied to a frame for a building to which an anti-
FIG. 15B is a diagram showing a stress distribution diagram of the spiral portion when the same compression force as in FIG. 5B is applied to a building frame to which an anti-

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

1 is an exploded perspective view of a building using a building frame according to a first embodiment of the present invention.

As shown in FIG. 1, the building using the building frame of the first embodiment of the present invention includes a first building frame 100 arranged at a plurality of intervals in the longitudinal direction of the building, a first building frame 100 and a panel 300 fixed on the upper surface of the secondary frame 200. The secondary frame 200 supports the primary building frame 100 between the primary frame 200 and the secondary frame 200,

As shown in FIG. 1, a building using the building frame according to the first embodiment of the present invention is a building used for a factory, a distribution center, a hangar, etc., and is constructed of a steel frame and a panel 300. The building frame according to the first embodiment of the present invention corresponds to the first building frame 100 shown in Fig. 1, and is hereinafter abbreviated as a building frame.

Fig. 2 is a front view of the building frame of Fig. 1, Fig. 3 is an exploded perspective view of the spiral part of Fig. 2, and Fig. 4 is a sectional view taken along line III-III of Fig.

2, a building frame according to an embodiment of the present invention includes a cage 110 for supporting a roof, one end fixed to the rafter 110, and the other end fixed to the ground And one end is coupled to the inside flange 111 of the rack adjacent to the haunch 115 and the other end is coupled to the inside flange 121 of the column adjacent to the spiral portion 115, And an earthquake-proof reinforcement member (130).

The raft portion 110 includes a raft inner flange 11 with one side facing the building interior and a raft outer flange 11 with one side facing the roof of the building, 112 and a raft web 113 connecting the raft inner flange 111 and the raft outer flange 112. The raft inner flange 111 and the raft outer flange 112 are coupled to each other on the upper and lower sides of the raft web 113 to have a generally H-shaped cross-sectional shape. In addition, the height of the raft web 113 is variably formed in accordance with the stress (typically, a moment diagram) applied to the raft formed by the load applied to the structure.

The column portion 120 includes a column inner flange 121 with one side facing the building interior and a column outer flange 121 disposed on the other side facing the column inner flange 121, 122 and a column web 123 connecting the column inner flange 121 and the column outer flange 122 to each other. The columnar flange 121 and the columnar flange 122 are also coupled to the columnar web 123 in the upper and lower directions to form an H-shaped cross section as a whole. Further, the height of the column web 123 is formed to be larger at the other end, which is the other end coupled to the above-mentioned raft, than the one end fixed to the above-mentioned paper. That is, in FIG. 2, H2 is formed larger than H1. This is also because it is variably formed in accordance with the stress applied to the column formed by the load applied to the structure.

In the structure of the embodiment of the present invention, the foundation (the portion where the column portion and the surface are fixed) is pin-coupled (i.e., the structure is fixed to the foundation with respect to the horizontal load and the vertical load, And the coupling between the pillar 120 and the cradle 110 is rigid (i.e., supports not only the horizontal and vertical directions but also the moment load applied between the pillar and the cradle) Coupled). As a result, when a load reciprocating in the horizontal direction is applied, such as an earthquake, the most load is applied to the tilting portion 115, and local buckling or the like also occurs in the tilting portion 115.

The seismic strengthening member 130 is coupled to the tiller 115 to reinforce the local buckling that may occur due to an earthquake or the like. The seismic strengthening member 150 is disposed in such a manner that the height H of the cross section is greater than the thickness t and the thickness direction thereof is parallel to the direction of the column web 123. 3, when the depth direction of the columnar web 123 is arranged in the x direction, the seismic strengthening member 150 is formed so that the height H direction of the end face is arranged in the x direction do.

The coupling plate 131 is welded to both ends of the seismic reinforcing member 150 and the coupling plate 131 is welded or bolted to the column inner flange 121 and the inner flange 111 of the rack.

The height H of the seismic strengthening member is formed to be smaller than the height of the raft web, and preferably about 1/3 of the height of the raft web 113 located in the wedge 115. It is preferable that the thickness t of the seismic strengthening member 130 is less than or equal to the thickness of the raft web 113.

When the unexpected support load or the like is applied to the structure, the seismic strengthening member 130 not only increases the rigidity of the structure but also causes plastic deformation and the like first, Not only it blocks the enemy, but also slows down the time required for the frame 100 to be destroyed, thereby allowing time for escorted personnel to escape.

In detail, the seismic design coefficient Cs of the building is determined by the following equation (1).

Figure 112015058242797-pat00001

S is the acceleration coefficient determined by the area and the ground, I is the importance coefficient determined by the use of the building, R is the reaction correction coefficient, T is the natural period of the building

Here, the reaction correction coefficient is determined by the following equation (2).

Figure 112015058242797-pat00002

Rμ: ductility coefficient, R Ω : excess strength coefficient, R ζ : damping coefficient

As the seismic design coefficient decreases, the seismic performance of the building is improved, and accordingly, as the response correction coefficient increases, the seismic performance improves. As a result of adding the seismic strengthening member 130 to the reaction correction factor, the excess strength coefficient naturally increases. In addition, even if the ultra-heavy load due to the earthquake is applied to the building frame, the reinforcement member 130 is first plastically deformed , The ductility coefficient and the damping coefficient are also increased, thereby increasing the reaction correction coefficient as a whole.

These advantages were confirmed by finite element analysis.

FIG. 5A is a stress distribution diagram of a spiral portion to which a tensile force is applied in the absence of an anti-seismic reinforcing member, FIG. 5B is a stress distribution diagram of a spiral portion to which a compressive force is applied, Fig. 6B is a stress distribution diagram of the spiral part when the same compression force as in Fig. 5B is applied to the building frame of the first embodiment. Fig. 6B is a stress distribution diagram of the spiral part when the same load as in Fig.

5A and 5B, the maximum tensile stress and the maximum compressive stress are 315 MPa and 290 MPa, respectively, while the maximum tensile stress and the maximum compressive stress are 12 MPa and 120 MPa, respectively, in FIGS. 6A and 6B. It can be confirmed that the load applied to the column portion and the rafter portion is remarkably reduced due to the addition of the tension member.

The seismic strengthening member 130 may be formed in various shapes as required.

7 to 10 are perspective views showing a deformable shape of the seismic strengthening member.

Fig. 8 is a cross-sectional view of an endoscope according to an embodiment of the present invention. Fig. 8 is a cross-sectional view taken along the line A-A in Fig. And is a curved cross-sectional shape.

Fig. 7 is a cross-sectional view showing a state in which the cross-sectional area of one end coupled to the column portion is wider than that of the other end, so that the seismic load causes plastic deformation or fracture at a position adjacent to the raft portion, .

8 to 10, the central portion is recessed toward the spiral portion 115 as compared with both ends, thereby further enhancing the indoor space utilization in the building. Particularly, in the seismic strengthening member shown in Fig. 10, the height of the cross section is smaller than the both ends of the seismic strengthening member, so that the plastic deformation of the seismic reinforcement due to the seismic load is caused on the central portion , The ductility coefficient and the damping coefficient are further increased.

11 to 13 are plan views showing still another deformable shape of the seismic strengthening member.

The seismic strengthening members 1130, 1230 and 1330 shown in Figs. 11 to 13 are formed so as to penetrate the slits 1410, 1420 and 1430 for yield induction. Therefore, the plastic deformation and the damping coefficient can be further increased by causing plastic deformation during the earthquake load at the portion where the slabs 1410, 1420, 1430 for yielding are formed. In particular, the yield inducing slits 1420 and 1430 shown in Figs. 12 and 13 are formed so that the widths at both ends are wider than the central portion, so that yielding occurs at both ends, Can be increased.

Fig. 14A is a stress distribution diagram of the spiral portion when the same load as in Fig. 5A is applied to a building frame to which the seismic strengthening member of Fig. 7 is applied, and Fig. 14B is a stress distribution diagram of the structure frame to which the seismic strengthening member of Fig. Is the stress distribution diagram of the span part when the same compressive force is applied.

As can be seen from these figures, the maximum tensile stress and the maximum compressive stress are 315 MPa and 290 MPa in Figs. 5A and 5B, respectively, while the maximum tensile stress and the maximum compressive stress in FIGS. 14A and 146B are 270 MPa and 300 MPa, It can be confirmed that the load applied to the column portion and the rafter portion is remarkably reduced due to the addition of the member. Particularly, it can be confirmed that the maximum compressive stress occurs in the seismic reinforcing member, so that the deformation occurs first in the tensile member and the energy due to the earthquake can be absorbed.

FIG. 15A is a stress distribution diagram of the spiral portion when a load for the building structure to which the seismic reinforcing member with the inner slit is formed is applied to the frame of FIG. 5A, and FIG. 15B is a stress distribution diagram for a building to which the seismic- Is a stress distribution diagram of the spiral portion when the same compressive force as in Fig. 5B is applied to the frame.

 As can be seen from these drawings, the maximum tensile stress and the compressive stress are only 120 MPa, so that the stress is remarkably reduced as compared with FIGS. 5A and 5B, and it can be confirmed that the maximum stress occurs in the tensile member.

Through such analysis, the stress applied to the mandrel could be reduced by up to 78%.

While the present invention has been particularly shown and described with reference to exemplary embodiments thereof, it is to be understood that the invention is not limited to the disclosed embodiments, but, on the contrary, is intended to cover various modifications and equivalent arrangements included within the spirit and scope of the invention.

110:
120:
121: Flange inside the column
122: Column outer flange
123: Column Web
111: Raft inner flange
112: Raft outer flange
113: Raft Web
115:
130: Seismic reinforcing member

Claims (8)

delete 1. A frame for a building comprising a raft portion for supporting a roof, and a column portion fixed to the raft portion at one end and fixed to the ground at the other end,
Wherein the column portion includes a columnar flange facing one side of the building and a columnar flange disposed on the other side of the columnar flange and facing the outside of the column, And a column web connecting the columns,
Wherein the raft portion includes a raft inner flange with one side facing the building interior, a raft outer flange spaced apart from the raft inner flange and having one side oriented toward the roof of the building, Gt; web, < / RTI >
The height of the columnar web is larger at the other end of the spiral portion which is coupled with the raft than the one end fixed to the ground,
An earthquake-reinforcement member having one end coupled to the inner flange of the raft adjacent to the spiral portion and the other end coupled to the inner flange of the column adjacent to the spiral portion;
Further comprising:
Wherein the seismic strengthening member is in the form of a plate having a height greater than the thickness of the cross section and arranged such that the thickness direction is parallel to the direction of the column web,
Wherein the seismic strengthening member has a slit for inducing a yield so as to pass through the seismic strengthening member in a longitudinal direction thereof,
And the width of both ends of the slit is larger than that of the central portion.
3. The method of claim 2,
Wherein the seismic strengthening member is formed such that the height of the cross section is smaller at the central portion than at both ends of the seismic strengthening member.
3. The method of claim 2,
Wherein the seismic strengthening member is formed such that a central portion thereof is recessed toward the spiral portion with respect to both ends.
delete delete 5. The method according to any one of claims 2 to 4,
And the height of the seismic strengthening member is smaller than the height of the raft web.
5. The method according to any one of claims 2 to 4,
And the thickness of the seismic strengthening member is equal to or less than the thickness of the raft web.

KR1020150085425A 2015-06-16 2015-06-16 Frame used in building KR101798006B1 (en)

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KR101798006B1 true KR101798006B1 (en) 2017-11-15

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Citations (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP2002047807A (en) * 2000-08-02 2002-02-15 Sumitomo Metal Ind Ltd Temporary shed
JP2010216611A (en) * 2009-03-18 2010-09-30 Nippon Steel Corp Seismic response control metallic plate
KR101008200B1 (en) * 2009-11-19 2011-01-17 주식회사 원준하이테크 Seismic strengthening structure of existing reinforced concrete school buildings

Patent Citations (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP2002047807A (en) * 2000-08-02 2002-02-15 Sumitomo Metal Ind Ltd Temporary shed
JP2010216611A (en) * 2009-03-18 2010-09-30 Nippon Steel Corp Seismic response control metallic plate
KR101008200B1 (en) * 2009-11-19 2011-01-17 주식회사 원준하이테크 Seismic strengthening structure of existing reinforced concrete school buildings

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