KR20160068107A

KR20160068107A - Steel beam and prestressed composite girder using the same thing and construction method there of

Info

Publication number: KR20160068107A
Application number: KR1020140173316A
Authority: KR
Inventors: 김현숙; 강명석
Original assignee: 주식회사 명훈이앤씨; 김현숙
Priority date: 2014-12-04
Filing date: 2014-12-04
Publication date: 2016-06-15

Abstract

The present invention relates to a steel material comprising: a steel upper flange (110); A lower steel pipe portion 130 disposed opposite to a lower portion of the steel upper flange 110; And a steel web 120 connecting the steel upper flange 110 and the lower steel pipe portion 130. The lower steel pipe portion 130 includes a plurality of A steel pipe 131; And a connecting member (132) connecting the steel web (120) and the plurality of steel pipes (131), respectively, and a steel composite synthetic prestressed concrete girder using the steel material (100) It is advantageous to obtain a dynamically advantageous structure by arranging the tension members in a curved shape in the synthetic girder, and to arrange the middle section in a straight line, advantageously for securing the accurate position of the duct, for pouring and filling of the lower flange concrete, It is excellent in workability and can shorten air.

Description

TECHNICAL FIELD [0001] The present invention relates to a composite prestressed concrete girder and a method of constructing the same. More particularly, the present invention relates to a composite prestressed concrete girder,

BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to a civil engineering field, and more particularly, to a steel material, a composite steel prestressed concrete girder using the same, and a construction method thereof.

FIGS. 1 and 2 are a cross-sectional view and a perspective view of a conventional steel I beam 10, and FIGS. 3 and 4 are a cross-sectional view and a perspective view of a steel composite prestressed concrete girder using a conventional steel I beam 10.

1 and 2, a conventional steel I beam 10 is composed of an upper flange 11, a web 12 and a lower flange 13, A plurality of the shear connector members 14 are mutually coupled at a distance.

3 and 4, the conventional girder is composed of the steel I beam 10, the concrete member 20, and the tension member 17 inserted in the sheath pipe 16. [

Such conventional girders have the following problems.

First, there is a problem that it is difficult to secure an accurate position of the duct for forming the sheath tube 16.

Therefore, there is a fear that the time required for the operation is long, and the position of the duct can not be precisely secured, resulting in a mechanical disadvantage.

Second, since the operation of installing a separate shear connector 14 in the lower portion of the lower flange 13 is complicated, the air is extended.

Thirdly, when the curved tensional elements 17 are disposed, it is mechanically preferable that the tension elements 17 are arranged linearly in the middle portion of the girders.

SUMMARY OF THE INVENTION The present invention has been made in order to solve the above-mentioned problems, and it is an object of the present invention to provide a composite girder in which a tension member is arranged in a curved shape and a middle section is arranged in a straight line to obtain a dynamically advantageous structure, The present invention has been made to solve the above problems, and it is an object of the present invention to provide a steel composite material which is advantageous for the pouring and filling of the lower flange concrete, excellent in workability and can shorten the air, and a composite steel prestressed concrete girder using the same.

In order to solve the above-described problems, the present invention provides a steel plate having a steel upper flange 110; A lower steel pipe portion 130 disposed to face the lower portion of the steel upper flange 110; And a steel web 120 interconnecting the steel upper flange 110 and the lower steel pipe portion 130. The lower steel pipe portion 130 is formed on both sides of the steel web 120 along the longitudinal direction A plurality of steel tubes (131) arranged; And a connecting member 132 connecting the steel web 120 and the plurality of steel pipes 131 to each other.

The connecting members 132 may be spaced apart from one another along the longitudinal direction of the steel web 120.

The connecting member 132 is preferably a plate-like structure disposed in an upright position.

[5] The apparatus according to claim 1, wherein the connection member (132) is coupled to the steel web (120) and the steel pipe (131)

It is preferable that a plurality of the steel pipes 131 are disposed on both sides of the steel web 120 at intervals.

The connecting member 132 includes an inner connecting member 132a that connects the inner steel pipe 131a and the steel web 120 among the plurality of steel pipes 131; And an outer connecting member 132b connecting the outer steel pipe 131b and the inner steel pipe 131a among the plurality of steel pipes 131. [

The inner connecting member 132a is joined to the inner steel pipe 131a and the steel web 120 by welding W and the outer connecting member 132b is connected to the inner steel pipe 131a and the outer steel pipe 131b. (W) and the welding part (W).

The present invention relates to a composite material for reinforced concrete comprising a concrete material 200 having a concrete web 201 and a lower concrete flange 202 formed at a lower portion of the concrete web 201, ; The lower steel pipe part 130 is embedded in the lower concrete flange 202 and the lower part of the steel web 120 is embedded in the concrete web 201; And a tensile member 300 linearly embedded in the plurality of steel pipes 131. The combined steel prestressed concrete girder is shown in FIG.

And a plurality of I beams 100a and 100b extending to both sides of the steel material 100. The lower portions of the plurality of I beams 100a and 100b are buried in the concrete web 201, Elongated webs 120a and 120b extending to both sides of the web 120; Extending upper flanges (110a, 110b) formed on the extended webs (120a, 120b) and extending to both sides of the steel upper flange (110); And an extended lower flange 140 embedded in the lower concrete flange 202 and formed at a lower portion of the extended webs 120a and 120b. The extended web 120a or 120b or the extended lower flange 140 It is preferable that the sheath tube 10 is disposed so that both ends of the stress material 300 are embedded in the sheath tube 10 in a curved shape.

The extended lower flange 140 extends to both sides of the lower steel pipe part 130 and is disposed at a position lower than the lower steel pipe part 130. The extended lower flange 140 is disposed at a position lower than the lower steel pipe part 130, The depth of the concrete web 201 in the region where the steel material 100 is disposed is preferably shallower than the depth of the extended webs 120a and 120b.

It is preferable that the steel web 120 and the extended webs 120a and 120b and the steel upper flange 110 and the extending upper flanges 110a and 110b are integrally formed.

The steel material 100 and the plurality of I beams 100a and 100b are formed of three members so as to be mutually disassembled and assembled and the plurality of I beams 100a and 100b located on both sides of the steel material 100 Are formed symmetrically with respect to each other.

The extended lower flange 140 and the lower steel pipe portion 130 are preferably joined by a coupling member 20.

According to the present invention, there is provided a method of constructing the above-described composite steel prestressed concrete girder, comprising the steps of: mounting the steel material (100); Forming the concrete member (200) so that the concrete (100) and the concrete are synthesized by placing the concrete inside the mold after installing the mold on the outer side of the steel material (100); And a tensioning step of tensioning the tension member 300 to introduce a compression prestress into the girder.

And a plurality of I beams 100a and 100b extending to both sides of the steel material 100. The lower portions of the plurality of I beams 100a and 100b are buried in the concrete web 201, Elongated webs 120a and 120b extending to both sides of the web 120; Extending upper flanges (110a, 110b) formed on the extended webs (120a, 120b) and extending to both sides of the steel upper flange (110); And an extended lower flange 140 embedded in the lower concrete flange 202 and formed at a lower portion of the extended webs 120a and 120b. The extended web 120a or 120b or the extended lower flange 140 Wherein the sheath tube 10 is disposed so that both ends of the tensile material 300 are curvedly embedded in the sheath tube 10 and the stressing step is performed in a state where the sheath tube 10 and the plurality of steel tubes 131 are embedded And a grouting step of grouting the sheath tube 10 and the plurality of steel tubes 131 after the stressed material 300 is strained.

The present invention provides a mechanically advantageous structure by arranging the tension members in a curved shape in the synthetic girder, and arranging the intermediate section in a linear shape, and is advantageous in securing the accurate position of the duct, Which is excellent in workability, can shorten the air, and a composite composite prestressed concrete girder using the same, and a construction method thereof.

1 to 4 illustrate a structure according to the prior art,
1 is a cross-sectional view of a conventional steel I beam.
2 is a bottom perspective view of a conventional steel I beam.
3 is a sectional view of a conventional composite steel prestressed concrete girder.
Fig. 4 is a perspective view of Fig. 3; Fig.
5 to 8 show an embodiment of a steel material according to the present invention,
5 is a perspective view of the first embodiment;
6 is an enlarged perspective view of Fig.
7 is a perspective view of the second embodiment.
8 is an enlarged perspective view of Fig.
FIG. 9 shows an embodiment of a composite steel prestressed concrete girder using the steel material according to the present invention,
9 is a sectional view of the first embodiment;
10 is a sectional view of a second embodiment;
11 is an exploded perspective view of a steel material.
12 is a side sectional view of the first and second embodiments;
13 is a sectional view taken along line AA of Fig. 12 according to the first embodiment;
14 is a sectional view taken along the line BB of Fig. 12 according to the first embodiment;
15 is a CC sectional view of Fig. 12 according to the first embodiment; Fig.
FIG. 16 is a DD sectional view of FIG. 12 according to the first embodiment; FIG.
17 is an enlarged sectional view of Fig.
FIG. 18 is a sectional view taken along the line AA of FIG. 12 according to the second embodiment; FIG.
19 is a sectional view taken along the line BB of Fig. 12 according to the second embodiment;
FIG. 20 is a CC sectional view of FIG. 12 according to the second embodiment; FIG.
FIG. 21 is a DD sectional view of FIG. 12 according to the second embodiment; FIG.

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

As shown in FIG. 5 and FIG. 5, the steel material 100 proposed in the present invention includes a steel material upper flange 110; A lower steel pipe portion 130 disposed opposite to a lower portion of the steel upper flange 110; And a steel web 120 connecting the steel upper flange 110 and the lower steel pipe portion 130. The lower steel pipe portion 130 includes a plurality of A steel pipe 131; And a connecting member 132 connecting the steel web 120 and the plurality of steel pipes 131, respectively.

That is, the steel material 100 of the present invention is characterized in that the lower steel pipe portion 130 is replaced with a substitute for the lower flange 13 among the constituent elements of the conventional steel material 10 shown in FIGS. 1 and 2 .

In other words, the lower steel pipe portion 130 serves as the conventional lower flange 13, and the plurality of steel pipes 131 serve as the conventional sheath pipe 16.

This has the following advantages.

First, since the plurality of steel pipes 131 function as the sheath pipes 16 themselves, they are advantageous in securing accurate positions of the ducts.

Therefore, as the tensile material 300 is inserted into the correct position, it is dynamically advantageous and no harmful stress is generated in a specific portion.

Second, since the lower steel pipe portion 130 replaces the lower flange portion, it is advantageous to install and fill the lower flange concrete 202 when the composite girder is formed.

Third, since the connecting member 132 connecting the plurality of steel pipes 131 serves as a conventional shear connecting member 14, there is an advantage that it is not necessary to provide a separate shear connecting member 14.

In addition, when the composite steel girder is formed as shown in FIG. 10, if the lower steel pipe part 130 is fixed to the intermediate section of the girder, the operation is easy through the connecting member 132 and a stable structure is obtained There is an advantage that it can be.

Fourth, at the time of forming the composite girder, a general conventional girder is used for the side section of the girder, and a structure in which the lower steel pipe section 130 of the present invention is disposed only in the middle section can be formed.

In such a case, both ends of the tension member 17 are curved and the middle section is arranged in a straight line structure.

Therefore, there is an advantage that a synthetic girder which is dynamically advantageous and excellent in structural stability can be obtained.

5, in the structure of the lower steel pipe part 130 of the present invention, a plurality of connecting members 132 are provided with intervals along the longitudinal direction of the steel web 120. [

It is preferable that the connecting member 132 is a plate-like structure that is disposed in an upright position to more stably connect the plurality of steel pipes 131 to the steel web 120 (FIG. 6).

This structure replaces the function of the connecting member 132 for stably connecting the plurality of steel pipes 131 and the function of the shear connecting member 14 provided on the conventional girder 10. [

Here, it is structurally desirable to determine the mutual spacing of the plurality of connecting members 132 using the shear connector calculation used when installing the conventional shear connector 14.

On the other hand, the joining member 132 has a merit that the joining force can be strengthened while the joining member 132 is combined with the steel web 120 and the steel pipe 131 by welding W, 6).

As shown in FIG. 7, the steel material 100 of the present invention may be arranged such that a plurality of steel pipes 131 are disposed on both sides of the steel web 120 at a plurality of intervals.

This structure is effective in arranging a plurality of tensile members 300, and has the advantage that the stability of the region under the steel member 100 can be secured.

The connecting member 132 includes an inner connecting member 132a connecting the inner steel pipe 131a and the steel web 120 among the plurality of steel pipes 131, 131), and an outer connecting member 132b connecting the outer steel pipe 131b and the inner steel pipe 131a (FIG. 8).

The inner connecting member 132a is welded to the inner steel pipe 131a and the steel web 120 by welding W and the outer connecting member 132b is welded to the inner steel pipe 131a and the outer steel pipe 131b. (W).

Next, a steel composite pre-stressed concrete girder using the steel material 100 of the present invention is constructed as follows (FIG. 9).

That is, the concrete member 200 and the lower steel pipe portion 130 having the concrete web 201 and the lower concrete flange 202 formed at the lower portion of the concrete web 201 are buried in the lower concrete flange 202, A lower part of the steel web 120 is composed of a steel material 100 embedded in a concrete web 201 and a tensile material 300 linearly embedded in a plurality of steel pipes 131.

As described above, since the steel material 100 of the present invention has a structure in which the lower steel pipe part 130 is formed instead of the lower flange, when the girder is formed, the concrete pouring and filling work for forming the lower concrete flange 202 can be easily performed Lt; / RTI >

In addition, since the tension member 300 is inserted into the steel pipe 131 without forming a separate duct, the prestress force can be easily applied at an accurate position.

The composite steel prestressed concrete girder of the present invention may be constructed of the concrete web 200 and the lower concrete flange 202 as shown in FIG. 10, but the concrete member 200 May be configured as a pre-plex cross-section.

Particularly, in order to realize a more preferable structure, the girder proposed in the present invention further includes a plurality of I beams 100a and 100b extending to both sides of the steel material 100, 120b embedded in the concrete web 201 and extending to both sides of the steel web 120 and the upper webs 120a and 120b formed on the upper webs 120a and 120b and formed on both sides of the steel upper flange 110 Extending upper flanges (110a, 110b); And may include an extended lower flange 140 embedded in the lower concrete flange 202 and formed in the lower portion of the extended webs 120a and 120b (Figures 11-16, 18-21).

At this time, the steel web 120, the elongated webs 120a and 120b, the steel upper flange 110 and the extending upper flanges 110a and 110b are formed in an integrated structure, thereby improving workability and structural stability.

In the above structure, the sheath tube 10 is disposed in the extended webs 120a and 120b or the extended lower flange 140 so that both ends of the tensile material 300 are curvedly embedded in the sheath tube 10.

That is, the I beams 100a and 100b are disposed on both sides of the girder, and the lower steel pipe section 130 is disposed on the lower part of the girder.

Accordingly, the tension members 300 are arranged at both ends in a curved shape, and arranged in a straight line in the middle section, so that it is possible to secure a stable structure which is dynamically advantageous and there is no risk of occurrence of a stress in a specific area.

Particularly, in order for the tension member 300 to be disposed in the above-described structure, it is preferable that the extended lower flange 140 extends to both sides of the lower steel pipe portion 130, but is disposed at a lower position than the lower steel pipe portion 130.

It is preferable that the depth of the concrete web 201 in the region where the steel material 100 is disposed is shallower than the depth of the extended webs 120a and 120b in the region where the plurality of I beams 100a and 100b are disposed (Fig. 12).

When the steel member 100 and the plurality of I beams 100a and 100b have a structure formed of three members so as to be mutually disassembled and assembled, it is easy to carry, store, and assemble, There is an advantage that a stable structure can be obtained because the connection portion is not formed at the central portion of the weak portion with respect to the moment (Fig. 17).

A plurality of I beams 100a and 100b located on both sides of the steel material 100 are formed in a bilaterally symmetrical structure.

The method of constructing the composite steel prestressed concrete girder of the present invention comprises the following steps.

First, a step of mounting the steel material 100 is performed.

A step of forming a concrete member 200 so as to mix the steel material 100 and the concrete by placing the concrete inside the formwork after the formwork is installed outside the steel material 100 is performed.

A tensioning step is performed in which the tension member 300 is tensed to introduce a compressive prestress into the girder.

When the girder further comprises a plurality of I beams 100a and 100b extending to both sides of the steel material 100 as described above, the above tensioning step is performed by the sheath tube 10 and the plurality of steel tubes It is preferable that a grouting step of grouting the sheath tube 10 and the plurality of steel tubes 131 after tensioning the tensile material 300 embedded in the tube 131 is further performed.

It will be apparent to those skilled in the art that various modifications and variations can be made in the present invention without departing from the spirit or scope of the invention as defined in the appended claims. It is to be understood that both the technical idea and the technical spirit of the invention are included in the scope of the present invention.

10: sheath tube 20: coupling member
100: steel material 100a, 100b: I beam
110: Steel upper flange 110a, 110b: Extension upper flange
120: Steel web 120a, 120b: Extended web
130: lower steel pipe part 131: steel pipe
131a: inner steel pipe 131b: outer steel pipe
132: connecting member 132a: inner connecting member
132b: outer connecting member 140: extending lower flange
200: concrete member 201: concrete web
202: Lower concrete flange 300: Tension material

Claims

A steel upper flange 110;
A lower steel pipe portion 130 disposed to face the lower portion of the steel upper flange 110;
A steel web 120 interconnecting the steel upper flange 110 and the lower steel pipe portion 130;
&Lt; / RTI &
The lower steel pipe portion 130
A plurality of steel pipes (131) disposed on both sides of the steel web (120) along the longitudinal direction;
A connecting member 132 connecting the steel web 120 and the plurality of steel pipes 131;
(100). &Lt; / RTI >

The method according to claim 1,
The connecting member 132
Wherein a plurality of steel webs (120) are installed at intervals along the longitudinal direction of the steel web (120).

The method according to claim 1,
The connecting member 132
(100) in a standing state.

The method according to claim 1,
The connecting member 132
Is joined to the steel web (120) and the steel pipe (131) by welding (W).

The method according to claim 1,
The steel pipe (131)
Wherein a plurality of the steel webs (120) are arranged on both sides of the steel web (120).

6. The method of claim 5,
The connecting member 132
An inner connecting member 132a connecting the inner steel pipe 131a and the steel web 120 among the plurality of steel pipes 131;
An outer connecting member 132b connecting the outer steel pipe 131b and the inner steel pipe 131a among the plurality of steel pipes 131;
(100). &Lt; / RTI >

The method according to claim 6,
The inner connecting member 132a
Is joined to the inner steel pipe 131a and the steel web 120 by welding W,
The outer connecting member 132b
Is welded to the inner steel pipe (131a) and the outer steel pipe (131b) by welding (W).

8. A composite material for use in the manufacture of prestressed concrete, comprising the steel material (100) of any one of claims 1 to 7,
A concrete member (200) having a concrete web (201) and a lower concrete flange (202) formed at a lower portion of the concrete web (201);
The lower steel pipe part 130 is embedded in the lower concrete flange 202 and the lower part of the steel web 120 is embedded in the concrete web 201;
A tension member 300 linearly embedded in the plurality of steel pipes 131;
Reinforced concrete prestressed concrete girder.

9. The method of claim 8,
A plurality of I beams 100a and 100b extending to both sides of the steel material 100;
Further,
The plurality of I beams (100a, 100b)
Extending webs 120a and 120b that are embedded in the concrete web 201 and extend to both sides of the steel web 120;
Extending upper flanges (110a, 110b) formed on the extended webs (120a, 120b) and extending to both sides of the steel upper flange (110);
An extended lower flange 140 embedded in the lower concrete flange 202 and formed at a lower portion of the extended webs 120a and 120b;
Including,
Wherein the sheath tube (10) is disposed in the extended webs (120a, 120b) or the extended lower flange (140), and both ends of the tensile material (300) are curvedly embedded in the sheath tube Composite prestressed concrete girder.

10. The method of claim 9,
The extended lower flange 140
The lower steel pipe part 130 may be disposed at a lower position than the lower steel pipe part 130,
The depth of the concrete web 201 in the region where the steel material 100 is disposed is shallower than the depth of the extended webs 120a and 120b in the region where the plurality of I beams 100a and 100b are disposed Composite steel composite prestressed concrete girder.

10. The method of claim 9,
The steel web 120 and the elongated webs 120a and 120b and the steel upper flange 110 and the elongated upper flanges 110a and 110b are integrally formed of a steel composite prestressed concrete girder.

10. The method of claim 9,
The steel material 100 and the plurality of I beams 100a and 100b are formed of three members so as to be mutually disassembled and assembled and the plurality of I beams 100a and 100b located on both sides of the steel material 100 ) Are formed to have a symmetrical structure with respect to each other.

11. The method of claim 10,
Wherein the extended lower flange (140) and the lower steel pipe portion (130) are coupled by a coupling member (20).

A method of constructing a steel composite prestressed concrete girder according to claim 8,
Mounting the steel material (100);
Forming the concrete member (200) so that the concrete (100) and the concrete are synthesized by placing the concrete inside the mold after installing the mold on the outer side of the steel material (100);
Tensioning the tension member 300 to introduce a compression prestress into the girder;
Wherein the method comprises the steps of:

15. The method of claim 14,
And a plurality of I beams (100a, 100b) extending to both sides of the steel material (100)
The plurality of I beams (100a, 100b)
Extending webs 120a and 120b that are embedded in the concrete web 201 and extend to both sides of the steel web 120;
Extending upper flanges (110a, 110b) formed on the extended webs (120a, 120b) and extending to both sides of the steel upper flange (110);
And an extended lower flange (140) embedded in the lower concrete flange (202) and formed at a lower portion of the extended web (120a, 120b)
The sheath tube 10 is disposed in the extended webs 120a and 120b or the extended lower flange 140 so that both ends of the stressed material 300 are curvedly embedded in the sheath tube 10,
The stretching step
A grouting step of straining the tensile material 300 embedded in the sheath pipe 10 and the plurality of steel pipes 131 and then grouting the sheath pipe 10 and the plurality of steel pipes 131;
Wherein the method further comprises the steps of: