KR101580973B1 - Manufacturing method of temporary bridge using girder applied composite beam prestres - Google Patents

Manufacturing method of temporary bridge using girder applied composite beam prestres Download PDF

Info

Publication number
KR101580973B1
KR101580973B1 KR1020150152510A KR20150152510A KR101580973B1 KR 101580973 B1 KR101580973 B1 KR 101580973B1 KR 1020150152510 A KR1020150152510 A KR 1020150152510A KR 20150152510 A KR20150152510 A KR 20150152510A KR 101580973 B1 KR101580973 B1 KR 101580973B1
Authority
KR
South Korea
Prior art keywords
section steel
main girder
bridge
girder
steel
Prior art date
Application number
KR1020150152510A
Other languages
Korean (ko)
Inventor
김성혁
Original Assignee
(주) 대현이엔씨
Priority date (The priority date is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the date listed.)
Filing date
Publication date
Application filed by (주) 대현이엔씨 filed Critical (주) 대현이엔씨
Priority to KR1020150152510A priority Critical patent/KR101580973B1/en
Application granted granted Critical
Publication of KR101580973B1 publication Critical patent/KR101580973B1/en

Links

Images

Classifications

    • E—FIXED CONSTRUCTIONS
    • E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
    • E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
    • E01D15/00—Movable or portable bridges; Floating bridges
    • E01D15/12—Portable or sectional bridges
    • E—FIXED CONSTRUCTIONS
    • E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
    • E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
    • E01D19/00—Structural or constructional details of bridges
    • E01D19/005—Piers, trestles, bearings, expansion joints or parapets specially adapted for portable or sectional bridges
    • E—FIXED CONSTRUCTIONS
    • E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
    • E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
    • E01D2101/00—Material constitution of bridges
    • E01D2101/30—Metal
    • E01D2101/32—Metal prestressed

Landscapes

  • Engineering & Computer Science (AREA)
  • Architecture (AREA)
  • Civil Engineering (AREA)
  • Structural Engineering (AREA)
  • Bridges Or Land Bridges (AREA)

Abstract

The present invention relates to a temporary bridge using a girder for a temporary bridge and a girder for the temporary bridge, which is produced by joining an upper section steel having a central portion bent to an upper side and a lower section steel formed horizontally to generate a stress distribution in an upper direction.
In order to solve the above-described problems, a temporary bridge using a girder to which a composite steel prestress is applied according to the present invention includes a pier spaced apart in the direction of the bridge, a main girder provided between the piers, Wherein the main girder comprises an upper section steel having a central portion curved upwardly; And a lower section steel which is inserted into a lower portion of the upper section steel while being horizontally formed by applying a preceding load to the upper section steel.

Description

TECHNICAL FIELD [0001] The present invention relates to a method of constructing a bridge using a composite steel prestressed girder,

The present invention relates to a method of constructing a bridge using a girder to which a composite steel prestress is applied. More particularly, the present invention relates to a method of constructing a bridge, And a method of constructing a temporary bridge using the girder for the temporary bridge.

In general, bridges are composed of upper structure and lower structure. The upper structure supports the passing load of bridges and forms the passage. In construction of bridges, the construction period and costs are the number of piers installed and the construction process of the upper structure Respectively.

In particular, temporary bridges used for a short time use a girder to form a pier, which is a lower structure, and a truss, which is an upper structure, in order to facilitate installation and disassembly and to reduce costs.

Here, the bridges use sections or steel pipes. The shorter the bridges' distance, that is, the closer the distance between the bridges, the more likely the bridges will be lost due to the flooding.

Therefore, a girder is used as a structure for shortening the construction period without obstructing the flow of the flowing water by sufficiently securing the distance between the bridge piers.

The girders are made of steel (H beam, I beam or the like) or precast concrete. Recently, however, a method in which steel is embedded in concrete is also used.

These girders are configured to have an artificial stress in order to carry out a long span between the piers. The prestressed girder is designed to artificially determine the distribution and size of the stress in advance so as to cancel the stress caused by the external force to a predetermined limit, To the girder. At this time, the pre-tension method and the post-tension method are classified according to the method of tensioning the tension material.

The pre-tensioned prestressed girder is generally a method of giving tension to a tension material (usually a PS strand), and a post tension method is a method of placing a sheath tube in a girder and then inserting a PS tension material in the sheath tube, So that the tension is introduced into the end portion. At this time, the post-tensioning method has an advantage that prestressing can be introduced easily in the field because the tensioning material is pulled after the construction process or after the construction.

On the other hand, as a girder in which H beams are connected in multiple layers and introduced with a prestress, a H beam is connected to multiple layers in Patent Registration No. 10-0547484, and a bridge girder having a prestress, a bridge- A bridge and a method of installing the bridge are disclosed.

The above-described technique is a multi-layered laminated structure in which an upper H beam and a middle H beam having different stiffness are welded vertically, an upper H beam, a middle H beam and a lower H beam welded vertically, The upper H beam, the middle H beam and the lower H beam are vertically tangent to each other, and then the prestress is introduced, and the tangent or gabbing is completely welded or bolted to produce a prestressed multi- A multi-point support apparatus having a plurality of co-ordinate apparatuses in the longitudinal direction of a bridge is installed on a hypothetical vent, while a fall prevention apparatus is installed on both sides of the hypothetical vent, and the prestress multi- And the multi-layer synthetic ply is installed on the positive point temporary vent of the hypothetical bridge, Layered composite ribs and the prestressed multi-layer composite ribs provided adjacent to each other by providing the multi-layer ribs at the center of the both ribs of the bridges, respectively, and bolts or welded connection portions are respectively provided. And the tensioning device is connected to the lower part of the multi-layer composite composite and the prestressed multi-layer composite composite.

However, although the stiffness can be increased due to the use of a plurality of parallel H beams vertically connected to each other, there is a problem that the weight of the girder increases, and a tensile device for introducing a tensile force to the lower portion of the multi- There are disadvantages.

KR 10-0547484 B1 (registered on Jan. 23, 2006)

SUMMARY OF THE INVENTION The present invention has been made in order to solve the problems of the prior art, and it is an object of the present invention to provide a girder which is formed by joining an upper section steel, The present invention provides a method of constructing a temporary bridge using a girder to which a composite steel prestress is applied without stressing the lateral pressure.

Also, it is an object of the present invention to provide a method for constructing a temporary bridge using a girder having a composite girder prestress suitable for a long span installation by providing a girder having a stress for its own lateral pressure.

In order to solve the above-mentioned problems, a method of constructing a bridge using a composite steel prestressed girder according to the present invention is characterized in that an H-shaped steel is vertically installed in the direction of installation of a bridge on the ground, and a cross bar (12) A step of installing the bridge pier 10 by fastening a section steel; A step of preparing an upper section steel 110 having a center portion curved to the upper side and a lower section steel 120 having the same length as the length of the upper section steel 110 and having a horizontal shape; And a plate 312 connecting the guide shaft 311 and the guide shaft 311. The support frame 310 includes a plurality of support rods 310 along the length of the main girder 100, A step of sequentially laminating the upper section steel 110; A weight 320 having an opening 321 and a ring 322 is inserted into the upper and lower sections 110 and 120 while the lower section 120 and the upper section 110 are stacked, Inserting a plurality of the weights (320) so that the curved upper section steel (110) is horizontal; A step of bolting a flange in which the upper section steel 110 and the lower section steel 120 face each other while a preceding load is applied by the weight 320; Installing a rib (150) having a protruding piece (151) on an outer side between the upper and lower flanks (110, 120); A step of removing the weight from the upper section steel 110 and the lower section steel 120 fastened by the bolting to fabricate the main girder 100; Installing the manufactured main girder (100) on the bridge pier (10); A step of installing the connecting frame 200 by bolting the projecting pieces 151 protruded to the outer side between the main girders 100 and the web 201 of the connecting frame 200; The main girder 100 is made of a steel plate and the main girder 100 is horizontally installed by installing a flat plate 20 provided with a stripe-shaped concavo-convex portion for preventing slippage; A step of bridging the main girder 100 installed on the upper part of the pier to the pier 10; And a handrail 30 is installed on the left and right sides of the front board 20 in the longitudinal direction of the bridge. The handrail 30 is installed at the left and right ends of the front board 20, And a vertical bar 31 connecting the vertical bar 31 and the horizontal bar 33 connecting the vertical bar 31 and the main girder 100, And a guide-shaped steel (35) is installed to facilitate the installation of the vertical bar (31).

delete

delete

According to the present invention, since a girder having a stress with respect to a lateral pressure can be manufactured by joining an upper section steel curved to an upper side and a horizontal lower section steel, it is possible to provide a girder having an increased stress even without providing a separate tension device And since it has a bending stress itself, it can be used between long and short sides, and thus it is advantageous in that it can reduce the period and cost according to the construction of the temporary bridge.

BRIEF DESCRIPTION OF THE DRAWINGS FIG. 1 is a perspective view showing a main girder installed on a bridge pier using a girder to which a composite steel prestress is applied according to the present invention. FIG.
2 is a side view of a hypothetical bridge using a girder to which a composite steel prestress is applied according to the present invention.
3 is a sectional view taken along the line A-A 'in Fig.
FIG. 4 is a process diagram of a process of manufacturing a main girder in a hypothetical bridge using a composite steel prestressed girder according to the present invention. FIG.
4A is a perspective view of a load applying device for applying a preceding load in the process of manufacturing a main girder in a temporary bridge using a girder to which a composite steel prestress is applied according to the present invention.
FIG. 5 is a side view (a) of a state in which a main girder is installed in a temporary bridge using a girder to which a composite steel prestress is applied according to the present invention, and a side view (b) in a state where the main girder is installed on the upper side of the main girder.
6 is a perspective view of a connecting frame connecting a main girder and a neighboring main girder in a temporary bridge using a girder to which a composite steel prestress is applied according to the present invention.

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

The present invention relates to a construction method of a temporary bridge using a girder manufactured by joining an upper section steel having a central portion bent to an upper portion and a lower section steel formed horizontally to generate a stress distribution in an upper direction.

FIG. 1 is a perspective view of a hypothetical bridge using a girder to which a composite steel prestress is applied according to the present invention, and FIG. 2 is a side view of a hypothetical bridge using a girder to which a composite steel prestress is applied according to the present invention, 3 is a sectional view taken along the line A-A 'in Fig.

1 to 3, a temporary bridge using a girder to which a composite steel prestress is applied according to the present invention includes a pier 10, a main girder 100, a connecting frame 200, a louver 20, 30).

The piers 10 securely support the loads of the main girder 100, the connecting frame 200, the louver 20 and the railing 30 that are coupled or seated on top of the bridge 10, The bridge pier 10 is usually provided with a plurality of bridges spaced apart in the longitudinal direction of the bridges so that the lower end of the H-shaped brick 11 is vertically inserted into the ground. A plurality of rows are provided in the width direction.

At this time, a plurality of rows of H beams 11 installed in the width direction of the bridge are joined to the adjacent H beams by the cross member 12, and the upper end of the H beam 11 is connected to the connecting portion of the C- (13) are coupled with each other so that the bridge pier (10) can be stably fixed.

The flat plate 20 is installed on the main girder 100 and may be a steel plate. At this time, the flat plate 20 is coupled to the main girder 100 by a bolting process through a screw connection to the main girder 100 so as to reduce the number of manufacturing processes and facilitate demolition, In order to prevent slippage, it is possible to provide a concavity and convexity formed with stripes of various patterns.

Here, the concave-convex portion provided on the upper surface of the flat plate 20 is composed of a lattice type, a zigzag type, a quadratic type, etc., but it is constructed such that the drainage can be smoothly maintained and the occurrence of noise / desirable.

On the left and right sides of the flat plate 20, a handrail 30 is installed in the longitudinal direction of the bridge.

The handrail 30 is composed of a vertical bar 31 vertically installed on the upper portion of the main girder 100 at the left and right ends of the door plate 20 and a horizontal bar 33 connecting the vertical bar 31 .

At this time, a guide steel 35 may be installed between the vertical bar 31 of the handrail 30 and the main girder 100 to facilitate the installation of the vertical bar 31.

A method of constructing a temporary bridge using a main girder according to the present invention in a temporary bridge using a girder to which a composite steel prestress according to the present invention is applied will be described.

In the construction process of the temporary bridge according to the present invention, the H-shaped steel (11 or I-shaped steel) is vertically installed in the direction of the installation of the bridge on the ground and the cross bar (12) and the H- .

At this time, a plurality of H-shaped bridges 11 of the bridges 10 are spaced apart from each other by a predetermined distance in the longitudinal direction of the bridges, and a plurality of rows are provided in the width direction of the bridges.

Thereafter, the main girder 100 is installed on the upper part of the piers spaced apart at regular intervals in the longitudinal direction of the bridge.

The main girder 100 is fabricated by vertically bonding the lower section steel 120 in a horizontal state while applying a preceding load to the center of the upper section steel 110 in which the center portion is bent to the upper side. The main girder 100 manufactured according to the present invention has a structure in which the central portion of the main girder 100 is coupled with the upper portion steel 110 and the horizontal lower portion steel 120, And may be formed in a predetermined curved shape at the top by the section steel 110. Since the main girder 100 manufactured to have the upper portion curved upward is not tightly attached to the upper portion of the pier 10, it is temporarily installed by bolting.

After the main girder 100 is installed on the bridge pier 10, the main girder 100 is fastened to the connecting frame 200.

After the main girder 100 is fastened with the connecting frame 200, the main girder 100 is provided with the upper plate 20 on the upper part thereof. The main girder 100 is horizontally held by the loads of the connecting frame 200 and the ladder plate 20 according to the installation of the ladder plate 20. After the ladder plate 20 is installed, The main girder 100 installed on the upper part of the pier 10 is made strong.

After the main girder 100 is bound to the pier 10, the handrail 30 is installed on the left and right sides of the louver 20.

The process of manufacturing the main girder 100 in the above process will be described.

4 is a view illustrating a process of manufacturing a main girder in a temporary bridge using a girder to which a composite steel prestress is applied according to the present invention.

Referring to FIG. 4, the main girder is composed of an upper section steel 110 and a lower section steel 120 in a temporary bridge using a girder to which a composite steel prestress is applied.

The main girder 100 connects between the piers 10 and the upper section steel 110 and the lower section section 120 are brought into contact with each other and then joined to each other. At this time, the upper section steel 110 and the lower section section 120 may be composed of an H-shaped section or an I-section section composed of a pair of facing flanges and a web connecting the pair of flange centers.

The main girder 100 will be described in detail with reference to FIGS. 4A and 4B. FIG. 4A is a side view of the main girder 100. The main girder 100 has an upper section 110 and a lower section 120.

As described above, the upper section steel 110 with the central portion curved upward has a large stress with respect to the lateral load to improve the rigidity, so that the bending moment received at the intermediate portion is applied to both ends of the upper section steel 110, And the bending moment with respect to the load due to the passage of the vehicle is increased.

Next, a pre-load is applied to the upper portion of the upper portion steel 110 to maintain the upper portion of the lower portion 120 in a horizontal state, 110) and the lower section steel 120 (FIG. 4 (b)).

At this time, the steel joint may be formed by a conventional bolt joint or a weld joint.

The bolt connection is formed by forming a through hole through the flange of the upper section steel and the flange of the lower section steel, which penetrates the bolt, and then fastening the nut to the penetrating bolt. The welded joint also welds the flanges of the upper section steel and the lower section steel welded to each other by arc welding.

4A is a perspective view of a load applying device for applying a preceding load in the process of manufacturing a main girder in a hypothetical bridge using a girder to which a composite steel prestress is applied according to the present invention.

Referring to FIG. 4A, the load applying device 300 includes a support 310 and a weight 320.

The supporter 310 sequentially guides and supports the lower section steel 120 and the upper section steel 110 and includes a pair of left and right guide shafts 311 and a plate 312 connecting the guide shafts 311, And its cross-section is formed in a "ㅛ" shape.

A plurality of support rods (310) are provided according to the length of the main girder (100).

The weight 320 is inserted into the upper section steel 110 and the lower section section 120 in a state where the lower section steel 120 and the upper section steel 110 are sequentially stacked to apply a load. An opening 321 fitted to the upper section steel 110 and the lower section steel 120 and a ring 322 for conveying the weight section 320 through a heavy equipment such as a crane.

At this time, the weight 320 may be a concrete structure, a metal structure, or the like, and a plurality of weight pieces 320 may be provided to maintain the curved state of the upper portion steel 110 in a horizontal direction.

The main girder 100 sequentially stacks the lower section steel 120 and the upper section steel 110 on the support table 310 and then the weight 320 is divided into the lower section steel 120 and the upper section steel 110 so as to apply a preceding load and to bolt a flange where the lower section steel 120 and the upper section steel 110 face each other.

When the preceding load applied to the upper section steel 110 is removed by the upper section steel 110 and the lower section section 120 as described above, the overall shape of the main section 100 is determined by the shape of the upper section steel 110 And the central portion is curved toward the upper side by the curved shape.

The degree of curvature of the main girder 100 varies depending on the length of the main girder 100 and the degree of curvature of the upper girder 110, The longer the length, the greater the degree of curvature.

It should be noted that the degree of curvature of the main girder 100 is relatively smaller than the degree of curvature of the upper section steel 110.

In addition, the length in the horizontal state formed by applying the preceding load to the upper portion of the upper section steel 110 may be the same as the length of the lower section steel 120.

Fig. 5 is a side view (a) of a main girder installed in a temporary bridge using a girder to which a composite steel prestress according to the present invention is applied, and a side view (b) of a state in which a laminator is installed on an upper portion of the main girder.

5, the main girder 100 in a state in which the main girder 100 is installed on the upper portion of the pier 10 (Fig. 5 (a)) is kept curved toward the upper side. In this state, if the main girder adjacent to the main girder 100 is bound to the connecting frame 200 and then the main frame 100 is installed on the upper side of the main girder 100, The main girder 100 is kept horizontal by the load of the flat plate 20 (FIG. 5 (b)).

Here, a connection frame 200 for connecting the main girder 100 adjacent to the main girder 100 will be described.

6 is a perspective view of a connecting frame connecting a main girder and a neighboring main girder in a temporary bridge using a girder to which a composite steel prestress is applied according to the present invention.

6 (a) is a perspective view of a main girder 100 according to an embodiment of the present invention. Referring to FIG. 6, a connecting frame 200 is disposed between main girders 100, FIG. 6B is an exploded perspective view of the rib 150 of the upper section steel 110 and the connection frame 200. As shown in FIG.

The main girder 100 is manufactured by joining the upper section steel 110 and the lower section steel 120 by welding. The ribs 150 are provided on the sides of the upper section steel 110 and the lower section steel 120.

That is, the ribs 150 are provided between the flanges facing each other, and serve as brackets of the connecting frame 200 that binds adjacent steel bars while preventing deformation of the steel bars.

The connecting frame 200 is positioned between the main girders 100 in a state where the main girder 100 is disposed and binds the main girders 100 together. It is not easy to install the connecting frame 200 in a bolted manner.

In addition, the bolting connection method has advantages of easy disassembly and reuse in a hypothetical bridge. That is, when the upper section steel 110 and the lower section steel 120 of the main girder 100 are joined by bolts, the connecting frame 200 is connected to the main girder 100 by the head and nut of the bolt, So that it is difficult to bond the main girder 100 to each other by bolt coupling.

A protrusion 151 corresponding to the width of the web 201 of the connection frame 200 is formed on the outer side of the rib 150 and the web 201 of the connection frame 200 The main girder 100 is configured to be connected to each other in such a manner that the main girder 100 is bolted to the projecting piece 151. At this time, the length of the connecting frame 200 corresponds to the distance between the main girders 100.

With such a construction, the connecting frame 200 moves linearly and is disposed between the main girders 100 and bolted to the ribs 150.

According to the present invention, since a girder having a stress with respect to a lateral pressure can be manufactured by joining an upper section steel curved to an upper side and a horizontal lower section steel, it is possible to provide a girder having an increased stress even without providing a separate tension device And since it has a bending stress itself, it can be used between long and short sides, and thus it is advantageous in that it can reduce the period and cost according to the construction of the temporary bridge.

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 exemplary embodiments, but, on the contrary, It will be understood by those skilled in the art that various changes in form and details may be made therein without departing from the spirit and scope of the invention as defined by the appended claims.

10: Pier 11: H-beam
12: Crossbar 13: C-shaped steel
20: Lobby board 30: Railing
31: vertical bar 33: horizontal bar
35: guide profile steel 100: main girder
110: upper section steel 120: lower section steel
150: rib 151: protruding piece
200: connection frame 201: web
300: load applying device 310: support
311: guide shaft 312: plate
320: Weight body 321:
322: Transferring ring

Claims (3)

A construction of a temporary bridge including a pier 10 installed to be spaced apart in the direction of the bridge, a main girder 100 installed between the piers 10, and a louver 20 installed on the main girder 100 In the method,
A step of vertically installing an H-shaped steel in a direction of installation of a bridge on the ground and installing a bridge pier 10 by fastening a cross bar 12 and an H-shaped steel adjacent to the C-shaped steel;
A step of preparing an upper section steel 110 having a center portion curved to the upper side and a lower section steel 120 having the same length as the length of the upper section steel 110 and having a horizontal shape;
And a plate 312 connecting the guide shaft 311 and the guide shaft 311. The support frame 310 includes a plurality of support rods 310 along the length of the main girder 100, A step of sequentially laminating the upper section steel 110;
A weight 320 having an opening 321 and a ring 322 is inserted into the upper and lower sections 110 and 120 while the lower section 120 and the upper section 110 are stacked, Inserting a plurality of the weights (320) so that the curved upper section steel (110) is horizontal;
A step of bolting a flange in which the upper section steel 110 and the lower section steel 120 face each other while a preceding load is applied by the weight 320;
Installing a rib (150) having a protruding piece (151) on an outer side between the upper and lower flanks (110, 120);
A step of removing the weight from the upper section steel 110 and the lower section steel 120 fastened by the bolting to fabricate the main girder 100;
Installing the manufactured main girder (100) on the bridge pier (10);
A step of installing the connecting frame 200 by bolting the projecting pieces 151 protruded to the outer side between the main girders 100 and the web 201 of the connecting frame 200;
The main girder 100 is made of a steel plate and the main girder 100 is horizontally installed by installing a flat plate 20 provided with a stripe-shaped concavo-convex portion for preventing slippage;
A step of bridging the main girder 100 installed on the upper part of the pier to the pier 10; And
Installing a handrail (30) in the longitudinal direction of the bridge on the left and right side surfaces of the louver board (20);
Lt; / RTI >
The handrail 30 is composed of a vertical bar 31 vertically installed on the upper portion of the main girder 100 at the left and right ends of the door plate 20 and a horizontal bar 33 connecting the vertical bar 31 And,
Wherein a guide groove 35 is provided between the vertical bar 31 of the handrail 30 and the main girder 100 to facilitate the installation of the vertical bar 31. [ Construction Method of Hybrid Bridge Using.
delete delete
KR1020150152510A 2015-10-30 2015-10-30 Manufacturing method of temporary bridge using girder applied composite beam prestres KR101580973B1 (en)

Priority Applications (1)

Application Number Priority Date Filing Date Title
KR1020150152510A KR101580973B1 (en) 2015-10-30 2015-10-30 Manufacturing method of temporary bridge using girder applied composite beam prestres

Applications Claiming Priority (1)

Application Number Priority Date Filing Date Title
KR1020150152510A KR101580973B1 (en) 2015-10-30 2015-10-30 Manufacturing method of temporary bridge using girder applied composite beam prestres

Publications (1)

Publication Number Publication Date
KR101580973B1 true KR101580973B1 (en) 2015-12-31

Family

ID=55129148

Family Applications (1)

Application Number Title Priority Date Filing Date
KR1020150152510A KR101580973B1 (en) 2015-10-30 2015-10-30 Manufacturing method of temporary bridge using girder applied composite beam prestres

Country Status (1)

Country Link
KR (1) KR101580973B1 (en)

Cited By (4)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
KR101734118B1 (en) * 2017-01-09 2017-05-12 (주) 대현이엔씨 Method for construction of prestressed steel-concrete composite rahmen bridge
KR102239480B1 (en) 2020-09-22 2021-04-15 (주) 대현이엔씨 Pre-flex Girder Beam
KR102295792B1 (en) 2021-03-22 2021-08-31 한우코리아(주) Temporary bridge using elastc beam for bridge support and construcction method thereof
KR20240123029A (en) 2023-02-06 2024-08-13 주식회사 영진스틸 Temporary bridge of pile driving type having girder reinforcement, and construction method for the same

Citations (4)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
KR100547484B1 (en) 2003-05-17 2006-02-01 노윤근 Temporary bridge composed of selectively prestressed bridge girder, apparatus for preventing falling off bridge and supporting apparatus having multiple supporting points, and installing method thereof
KR100980067B1 (en) * 2010-01-18 2010-09-03 (주)동명기술공단종합건축사사무소 Temporary bridge and the construction method using the same
KR101185001B1 (en) * 2012-06-26 2012-10-02 주식회사 디자인그룹오감 Prestressed double beam and its manufacturing method by thermal strain and structure build by this double beam
KR101536240B1 (en) * 2013-12-24 2015-07-27 재단법인 포항산업과학연구원 Method for manufacturing prestressed steel girder

Patent Citations (4)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
KR100547484B1 (en) 2003-05-17 2006-02-01 노윤근 Temporary bridge composed of selectively prestressed bridge girder, apparatus for preventing falling off bridge and supporting apparatus having multiple supporting points, and installing method thereof
KR100980067B1 (en) * 2010-01-18 2010-09-03 (주)동명기술공단종합건축사사무소 Temporary bridge and the construction method using the same
KR101185001B1 (en) * 2012-06-26 2012-10-02 주식회사 디자인그룹오감 Prestressed double beam and its manufacturing method by thermal strain and structure build by this double beam
KR101536240B1 (en) * 2013-12-24 2015-07-27 재단법인 포항산업과학연구원 Method for manufacturing prestressed steel girder

Cited By (4)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
KR101734118B1 (en) * 2017-01-09 2017-05-12 (주) 대현이엔씨 Method for construction of prestressed steel-concrete composite rahmen bridge
KR102239480B1 (en) 2020-09-22 2021-04-15 (주) 대현이엔씨 Pre-flex Girder Beam
KR102295792B1 (en) 2021-03-22 2021-08-31 한우코리아(주) Temporary bridge using elastc beam for bridge support and construcction method thereof
KR20240123029A (en) 2023-02-06 2024-08-13 주식회사 영진스틸 Temporary bridge of pile driving type having girder reinforcement, and construction method for the same

Similar Documents

Publication Publication Date Title
KR100427405B1 (en) Pssc complex girder
KR101580973B1 (en) Manufacturing method of temporary bridge using girder applied composite beam prestres
WO2010047096A1 (en) Structure for rigidly joining pier and concrete beam together
KR101168763B1 (en) Composite bridge construction method
CN113550225B (en) Modular panel structure with connection units preventing gap opening and separation
KR101223699B1 (en) Prestressed steel girder and it's manufacture and construction method which used pretensioning steel plate
KR101868677B1 (en) Connection unit for coupling main steel girder and ancillary steel girder and, connection methods using the same
KR100727114B1 (en) Precast segment for constructing through bridges and the constructing method using it
KR101396440B1 (en) Hybrid beam with reinforced end portions
KR100939970B1 (en) A method of constructing a complex girder and its structure
KR101940876B1 (en) Composite girder and construction method thereof
KR20080093261A (en) Composite bridge construction method
KR100555248B1 (en) The bridge construction method of having used an steel i beam girder to which rigidity increased and this
KR100547484B1 (en) Temporary bridge composed of selectively prestressed bridge girder, apparatus for preventing falling off bridge and supporting apparatus having multiple supporting points, and installing method thereof
KR20080099061A (en) Psc beam for connection steel width step of psc bridges
KR100583671B1 (en) Prestressed concrete beam manufactured by installing steel anchorage devices to various positions and reinforcing member to the upper and lower flanges, and construction method of bridge using the concrete beam
KR101351806B1 (en) Rahmen bridge construction method with longitudinal and transverse pre-moment girder
KR101825580B1 (en) Steel and precast concrete hybrid beam
KR100506573B1 (en) Steel beam constructed prestressing segmental component and construction method thereof
JP7040716B2 (en) Steel beam slab construction method and steel beam
KR101893863B1 (en) Bridge and construction method thereof
KR200291793Y1 (en) Pssc complex girder
JP4252617B1 (en) Composite floor slab bridge
KR20080004752U (en) Composite bridge
KR101150009B1 (en) Pretension Girder Production Apparatus

Legal Events

Date Code Title Description
E902 Notification of reason for refusal
E701 Decision to grant or registration of patent right
GRNT Written decision to grant
FPAY Annual fee payment

Payment date: 20190214

Year of fee payment: 4

FPAY Annual fee payment

Payment date: 20191119

Year of fee payment: 5