KR20160122393A - seismic retrofit of RC column using hat-shape steel section and channel with high tension bolt connection and seismic retrofit method using the RC column - Google Patents

seismic retrofit of RC column using hat-shape steel section and channel with high tension bolt connection and seismic retrofit method using the RC column Download PDF

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Publication number
KR20160122393A
KR20160122393A KR1020150052177A KR20150052177A KR20160122393A KR 20160122393 A KR20160122393 A KR 20160122393A KR 1020150052177 A KR1020150052177 A KR 1020150052177A KR 20150052177 A KR20150052177 A KR 20150052177A KR 20160122393 A KR20160122393 A KR 20160122393A
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South Korea
Prior art keywords
section
steel
wall
main
connection
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KR1020150052177A
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Korean (ko)
Inventor
윤태호
김경민
성욱진
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창원대학교 산학협력단
성욱진
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Priority to KR1020150052177A priority Critical patent/KR20160122393A/en
Publication of KR20160122393A publication Critical patent/KR20160122393A/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
    • E04C—STRUCTURAL ELEMENTS; BUILDING MATERIALS
    • E04C5/00—Reinforcing elements, e.g. for concrete; Auxiliary elements therefor

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  • Engineering & Computer Science (AREA)
  • Architecture (AREA)
  • Civil Engineering (AREA)
  • Structural Engineering (AREA)
  • Environmental & Geological Engineering (AREA)
  • Physics & Mathematics (AREA)
  • Electromagnetism (AREA)
  • Working Measures On Existing Buildindgs (AREA)

Abstract

The present invention relates to a main section of a main section, which is composed of a close wall fixed to an existing column using a plurality of anchor bolts and a first side wall bent outwardly from both ends of the close wall, A connection type steel portion formed of two opposite side walls of the main shape steel portion from both ends of the shielding wall to overlap the two sidewalls of the main shape steel portion, A high strength bolt for fastening and fixing the overlapped portions between the two first side walls of the main section steel section and the two second side walls of the connection section; And a filling material filled in the space formed by the coupling between the main section steel section and the connection section steel section to reinforce the strength of the main section steel section. The present invention provides a steel column progressive steel structure using a cap steel and a bolt joint, Can be made more convenient, and it is not required to perform welding work on site, reinforcement work, and work for installing a separate form, so that it is possible to easily perform work on site and reduce the number of work processes.

Description

[0001] The present invention relates to a method for retrofitting columns in a column, and a method for seismic retrofitting of columns using a column-shaped steel section and a high-strength bolted connection,

The present invention relates to a structure for reinforcing a column seismic reinforcement, and more particularly, to a new structure that enables a simple structure and a quick and easy operation through application of a structure using a cap hat steel and a high- This paper deals with the progressive steel structure in columns using hat - section steel and high - strength bolted joints and the method of seismic strengthening of columns using them.

Generally, the building is made of pillars, beams and slabs to support the upper structure.

In the case of such a structure, the column is a very important part to support the load (fixation, loading) of the structure, the upper impact, the lateral load (earthquake, wind), but in Korea, We have neglected the consideration of earthquake. Therefore, many structures in Korea are vulnerable to lateral loads.

Of course, in recent years, pillars of various structures have been provided to compensate for the weakness of the lateral load described above. However, the conventional pillars are not replaced with the new pillars described above, (SRC, RCS) method, damper system (MR, toggle type, window type), and reinforced concrete type reinforced concrete (PC) ) Are applied according to the conditions of the site.

However, the reinforcing method described above has many internal and external demolition work and finishing work, and there is a reinforcing work and a concrete pouring work, a welding work is required on site, and a separate work form is required. It takes a long time and construction cost increases.

In addition, the construction of the joint is difficult, the window openability is weak, there are many restrictions on the installation position of reinforcement, and there is also a great difficulty in maintenance such as regular performance check.

Accordingly, recently, in order to solve the above-mentioned problems, Patent No. 10-1257752 of the inventors of the present application has been proposed.

In this prior art, a base plate is installed on an existing column, a prefabricated CFT (Concrete Filled Tube) column is coupled with the base plate, a space between the CFT column and the base plate is put into a mortar to reinforce the existing column, Compared with conventional methods, it does not require field welding work and reinforcement work, and it is easy to install on site, and it is possible to safely perform seismic reinforcement of existing columns while reducing construction time.

However, this prior art requires a separate mold to connect the base plate and the CFT column and to perform mortar pouring in the space therebetween, resulting in an increase in the process number and an increase in cost due to the installation or removal of such a mold There was a drawback that it was inevitable.

SUMMARY OF THE INVENTION The present invention has been made in order to solve the above problems of the related art, and it is an object of the present invention to provide a welding machine, a welding method, a welding method, The present invention also provides a method of reinforcing a steel column in a column by using a new shape of a hat steel bar and a high-strength bolt joining method.

In order to accomplish the above object, the present invention provides an in-column progressive steel structure having a close contact wall which is fixed to an existing column using a plurality of anchor bolts while being closely attached to an outer wall surface of an existing column, A main section having two first sidewalls formed; A connection type steel portion formed of two opposite side walls of the main shape steel portion from both ends of the shielding wall to overlap the two sidewalls of the main shape steel portion, A high strength bolt for fastening and fixing the overlapped portions between the two first side walls of the main section steel section and the two second side walls of the connection section; And a filler which is reinforced by filling the space formed by the coupling between the main section steel section and the connection section steel section.

Here, the two second sidewalls of the connection-type steel portion are formed so as to overlap the inner wall surfaces of the two first sidewalls of the main section steel portion.

Also, the shielding wall of the connection-type steel portion may be located further inside than a portion where two second sidewalls of the connection-type steel portion are overlapped among the two first sidewalls of the main-shape steel portion.

The first and second sidewalls of the connection-type steel portion and the first and second sidewalls of the main-shape steel portion are respectively formed with fastening holes for fastening the high-strength bolts, and fastening holes formed on the two second side walls of the connection- And the fastening holes on either side wall of the fastening holes formed in the two first side walls of the section are formed as elongated holes having a long structure in the forward and backward directions.

In order to accomplish the above object, the present invention provides a seismic retrofitting method for a column, comprising: a main section having a contact wall and two first sidewalls; a connecting wall having a first wall and a second wall; step; A second step of bringing the contact wall of the main section steel section into close contact with the outer surface of the existing column and then fastening and fixing the contact section with a plurality of anchor bolts; A third step of placing the shielding wall of the connection-type steel portion between two first sidewalls of the main-shaped steel portion and installing two second sidewalls of the connection-type steel portion so as to overlap with two first sidewalls of the main-shape steel portion; A fourth step of fastening an overlapping portion between two first sidewalls of the main section steel portion and two second sidewalls of the connection-type steel portion with a high-strength bolt; And a fifth step of filling the space formed by the coupling between the main section steel section and the connection-type steel section with the filler.

As described above, in the column steel progressive steel structure using the cap steel and the high-strength bolt joint according to the present invention, the main section steel section, the connection section steel section, and the filler filled therebetween form a steel column, It is possible to strengthen the seismic resistance of the existing column without reinforcing the lateral load.

Particularly, since the progressive steel structure using the hat-shaped steel and the high-strength bolted joint according to the present invention replaces the role of the main section steel section and the connecting section steel section, there is no need to work for separate formwork installation or disassembly, It is possible to achieve a reduction in the work cost as well as a reduction in the number of parts.

BRIEF DESCRIPTION OF THE DRAWINGS FIG. 1 is a longitudinal sectional view for explaining an in-column progressive steel structure according to a preferred embodiment of the present invention;
2 is a cross-sectional view illustrating a steel column progressive steel structure according to a preferred embodiment of the present invention.
3 to 6 are diagrams for explaining a seismic strengthening method using an in-column progressive steel structure according to an embodiment of the present invention.

BRIEF DESCRIPTION OF THE DRAWINGS FIG. 1 is a perspective view showing a structure of a pillar in accordance with an embodiment of the present invention; FIG.

BRIEF DESCRIPTION OF THE DRAWINGS FIG. 1 is a longitudinal sectional view for explaining an in-column progressive steel structure according to an embodiment of the present invention, and FIG. 2 is a transverse sectional view for illustrating an in-column progressive steel structure according to an embodiment of the present invention.

As shown in these drawings, an advanced steel structure in a column according to an embodiment of the present invention includes a main section 100, a connection section 200, a high-strength bolt 300, and a filler 400 And it is possible to omit the welding work and the installation work of the formwork, thereby making it possible to strengthen the existing column.

This will be described in more detail below for each configuration.

First, the main section steel section 100 forms a steel column together with a connection-type steel section 200 to be described later.

The main-shaped steel section 100 is a cap-shaped steel having a '' 'shape, consisting of a contact wall 110 and two first side walls 120 bent outwardly from both ends of the contact wall 110 .

Here, the contact wall 110 is formed to have the same width as that of the existing column 10, and is closely attached to an outer wall surface of an existing column (a column to be subjected to anti-seismic reinforcement). At this time, the height of the contact wall 110 may be the same as the height of the existing column 10, but may be shorter than the height of the existing column 10.

In addition, the close wall 110 is fastened to the existing column 10 by a plurality of anchor bolts 111. At this time, each of the anchor bolts 111 is regularly or irregularly provided along the longitudinal direction and the lateral direction of the close wall 110, and one end is exposed to the outside of the close wall 110, The fastening wall 110 and the existing column 10 can be brought into close contact with each other by using the nut 112 after passing through the fastening wall 110 and fastening to the existing column 10.

The two first side walls 120 protrude outward from both ends of the close wall 110 in a direction opposite to a direction opposite to the existing column 10, ) Is designed to vary depending on the magnitude of the lateral load to be reinforced.

The connection type steel portion 200 is formed by joining the two first side walls 120 while separating the open space between the contact wall 110 and the first side walls 120 constituting the main section 100, To prevent bending deformation of the bobbin.

The connection type steel portion 200 is formed of a 'C' shaped steel including a covering wall 210 and two second side walls 220.

Here, the blocking wall 210 serves to prevent the filling material 400, which is filled in the main section 100, from leaking to the outside, while the outer wall surface of the progressive steelwork in the column according to the embodiment of the present invention And is formed to intercept the ends of the two first sidewalls 120 of the main section 100.

The two second sidewalls 220 are formed to have a shorter protrusion distance than the protruding distance between the two first sidewalls 120 of the main section 100, So as to overlap the two first side walls 120 of the main section 100.

Of course, the two second sidewalls 220 may be formed to have the same protruding distance as the protruding distance between the two first sidewalls 120 of the main section 100. In this case, The two second sidewalls 220 may be formed in such a manner that the two first sidewalls 120 of the main section 100 are separated from each other, It is most preferable that the protruding distance is shorter than the protruding distance.

In addition, the two second side walls 220 are formed to overlap with the inner wall surfaces of the two first side walls 120, and in particular, the covering wall 210 of the connection- The two second sidewalls 220 of the connection-type steel portion 200 are positioned more inward than the overlapping portions of the two first sidewalls 120 of the connection-type steel portion 100. The structure is such that the blocking wall 210 is pushed outward by the pressure of the filler 400 filled in the space between the main section 100 and the connecting section 200 or the two first sidewalls 120 So that the deterioration of the sense of beauty due to the width of the main section 100 being greater than the width of the existing column 10 can be prevented and also the strength of the bolts 300 So that the fastening operation can be easily performed.

The high strength bolt 300 is a member for fastening and fixing overlapping portions between two first side walls 120 of the main section 100 and two second side walls 220 of the connection section 200 .

At this time, fastening holes 121 and 221 are formed in the two first side walls 120 of the main section 100 and the two second side walls 220 of the connection section 200, And through the fastening holes 121 and 221 of the side walls 120 and 220, respectively.

Particularly, in the embodiment of the present invention, the fastening holes 221 formed in the two second sidewalls 220 of the connection-type steel portion 200 are formed to be long in the front-rear direction (the protruding direction of the two first sidewall portions forming the main- It is suggested that it is formed as a long hole of structure. This structure allows adjustment of the size of the space between the main section 100 and the connecting section 200 by adjusting the installation position of the connection-type section 200 in the front-rear direction, The filling amount of the filler 400 may be designed differently according to the magnitude of the earthquake resistance to be reinforced. Of course, although not shown, the fastening holes 120 formed in the two first side walls 120 of the main section 100 may be elongated in the longitudinal direction.

Next, the filling material 400 is a portion reinforcing the strength while being filled in the space formed by the coupling between the main section 100 and the connecting section 200.

The filler 400 may be made of high-strength mortar or concrete.

That is, by filling high-strength mortar or concrete into a space formed by the main section steel section 100 and the connection section 200, a steel column made of the main section 100, the connecting section 200 and the filler 400 So that it can be made.

Particularly, in the process of filling the space with the filler material 400, the main section 100 and the connection part 200 replace the role of a mold, and a separate mold is not required.

Further, when the filler material 400 is filled in the space and solidified, the filler material 400 acts as a material for integrating the main section 100 and the coupling part 200 together, It is not necessary to separately weld the steel section 100 and the connection-type steel section 200.

Hereinafter, a seismic retrofitting method of an existing column using the in-column progressive steel structure according to the embodiment of the present invention will be described for each process.

First, as shown in FIG. 3, a main section 100 and a connection section 200 to be installed on an existing column 10 to be subjected to an earthquake-proof reinforcement are prepared.

The main body section 100 includes a contact wall 110 and two first side walls 120 as described in the above embodiments and the connection type steel section 200 includes a covering wall 210 and two And a second side wall 220.

Next, the tight contact wall 110 of the prepared main section 100 is closely contacted with the outer surface of the existing column 10 and then fastened and fixed by a plurality of anchor bolts 111 and nuts 112.

As a result, the main section 100 can be maintained in a state of being fixed to the existing column 10, and even if an external force is applied to the main section 100, It is prevented from being detached or separated from the existing column 10. This is as shown in Fig. 4 attached hereto.

Next, the closure wall 210 of the prepared connection type steel portion 200 is positioned between the two first side walls 120 of the main-shaped steel portion 100, and the two second side walls 120 of the connection- (220) is installed so as to overlap with the two first side walls (1200) of the main section steel section (100).

At this time, the blocking wall 210 can be positioned further inside the main section 100 than the overlapping area between the side walls 120 and 220. This is as shown in Fig. 5 attached hereto.

The overlapped portion between the two first sidewalls 120 of the main section 100 and the two second sidewalls 220 of the connection section 200 is fastened and fixed by the bolts 300.

That is, the high-strength bolts 300 are passed through the fastening holes 121 and 221 formed in the side walls 120 and 220, respectively, so that the main shaft 100 and the coupling shaft 200 can be fixed to each other will be. This is as shown in Fig. 6 attached hereto.

Particularly, considering that the fastening holes 221 formed in the second side wall 220 of each of the fastening holes 121 and 221 are formed as elongated holes in the forward and backward directions, the gap between the main-shaped steel portion 100 and the connecting- The connection type steel member 200 is fixed in a state in which it is moved according to the amount of the filler 400 to be filled.

Thereafter, the filler 400 is filled in the space formed by the coupling between the main section steel section 100 and the connection section 200, and then the filler 400 is hardened, so that the seismic reinforcement Is completed. This is as shown in Fig. 2 attached hereto.

As a result, in the columnar progressive steel structure using the hat-shaped steel and the high-strength bolted joint according to the present invention, the main section 100, the connecting section 200 and the filler 400 to be filled therebetween form a steel column, It is possible to provide an earthquake-proof reinforcement to the existing column 10 without reinforcing the lateral load.

Particularly, in the column steel progressive steel structure using the cap steel and the high-strength bolt joint according to the present invention, the main steel section 100 and the connection-type steel section 200 replace the role of the formwork, It is possible to shorten the working time and to reduce the working cost.

10. Existing column 100. Main section steel section
110. Adhesive wall 111. Anchor bolt
112. Nuts 120. First side wall
121. Fastening ball 200. Connection type fastening part
210. Blindwall 220. Second side wall
221. Fastening Ball 300. High Strength Bolt
400. Filler

Claims (5)

A main section having a first wall and a second wall, the first wall having a first wall and a second wall, the first wall having a first wall and a second wall, the first wall having a plurality of anchor bolts;
A connection type steel portion formed of two opposite side walls of the main shape steel portion from both ends of the shielding wall to overlap the two sidewalls of the main shape steel portion,
A high strength bolt for fastening and fixing the overlapped portions between the two first side walls of the main section steel section and the two second side walls of the connection section; And,
And a filling material filled in the space formed by the coupling between the main section steel section and the connection section steel section to reinforce the strength of the steel pipe. The method according to claim 1,
And two second sidewalls of the connection type steel portion are formed to overlap with inner wall surfaces of two first side walls of the main section steel section. 3. The method of claim 2,
Wherein the shielding wall of the connection-type steel portion is located further inside than the portion where the two second side walls of the connection-type steel portion are overlapped among the two first side walls of the main-shape steel portion. My progressive steel structure. 4. The method according to any one of claims 1 to 3,
Fastening holes for fastening the high-strength bolts are respectively formed on the two second side walls of the connection-type steel portion and the two first side walls of the main-shape steel portion,
Wherein the fastening holes on either one of the fastening holes formed on the two second side walls of the connection-type steel portion and the fastening holes formed on the two first side walls of the main-shaped steel portion are formed as long holes having a long structure in the front- And high - strength bolted joints. A first step of preparing each of a main section steel section having a contact wall and two first sidewalls, a connecting wall section comprising a shielding wall and two second sidewalls;
A second step of bringing the contact wall of the main section steel section into close contact with the outer surface of the existing column and then fastening and fixing the contact section with a plurality of anchor bolts;
A third step of placing the shielding wall of the connection-type steel portion between two first sidewalls of the main-shaped steel portion and installing two second sidewalls of the connection-type steel portion so as to overlap with two first sidewalls of the main-shape steel portion;
A fourth step of fastening an overlapping portion between two first sidewalls of the main section steel portion and two second sidewalls of the connection-type steel portion with a high-strength bolt; And,
And a fifth step of filling the space formed by the coupling between the main section steel section and the connection section steel section with a filling material.
KR1020150052177A 2015-04-14 2015-04-14 seismic retrofit of RC column using hat-shape steel section and channel with high tension bolt connection and seismic retrofit method using the RC column KR20160122393A (en)

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KR1020150052177A KR20160122393A (en) 2015-04-14 2015-04-14 seismic retrofit of RC column using hat-shape steel section and channel with high tension bolt connection and seismic retrofit method using the RC column

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Cited By (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN107780531A (en) * 2017-10-20 2018-03-09 叶长青 Earthquake-resistant structure

Cited By (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN107780531A (en) * 2017-10-20 2018-03-09 叶长青 Earthquake-resistant structure

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