KR101640535B1 - Bridge construction method for support overturning and horizontal displacement control - Google Patents

Bridge construction method for support overturning and horizontal displacement control Download PDF

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Publication number
KR101640535B1
KR101640535B1 KR1020150165443A KR20150165443A KR101640535B1 KR 101640535 B1 KR101640535 B1 KR 101640535B1 KR 1020150165443 A KR1020150165443 A KR 1020150165443A KR 20150165443 A KR20150165443 A KR 20150165443A KR 101640535 B1 KR101640535 B1 KR 101640535B1
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South Korea
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bridge
girder
bridge girder
horizontal
brackets
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KR1020150165443A
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Korean (ko)
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원태건
이현석
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주식회사 하이드로코리아
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    • E—FIXED CONSTRUCTIONS
    • E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
    • E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
    • E01D21/00—Methods or apparatus specially adapted for erecting or assembling 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

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

Abstract

The present invention relates to a method of constructing a bridge capable of preventing horizontal displacement and controlling horizontal displacement of a girder using a steel pipe such as a truss steel girder, (A) prefabricating a bridge girder in which a barrier concrete is formed so that both ends of the bridge are partially exposed in the factory, and extending the barrier from the top surface of the bridge substructure upward; (b) lifting the girder for the bridge to connect the barrier-wall concrete for preventing the fall to the conduction preventing bar to prevent conduction of the bridge girder during installation; And (c) a pair of exposed end portions of the bridge girder are supported on the inner side of both brackets of the horizontal force control support device provided on the upper surface of the permanent bridge support of the bridge substructure, so that the lateral and longitudinal horizontal So that the displacement is controlled.

Description

BACKGROUND OF THE INVENTION 1. Field of the Invention [0001] The present invention relates to a bridge construction method and a bridge construction method,

BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to a method of constructing a bridge capable of prevention of fulcrum portions and control of horizontal displacement. More specifically, it is possible to control the horizontal displacement of the girder by using the steel pipe such as the truss steel girder and to prevent the horizontal displacement and to prevent the conduction. Thus, it is possible to realize a more economical and easy construction of the bridge. .

1A shows a construction diagram of a conventional truss girder 20.

In other words, it can be seen that the conventional truss girder 20 is provided such that the lower end portions of the steel truss girder 20 are supported by the support structure 28 in the single span bridge,

Particularly, in the multi-span bridges, the inner partitions 38 are separately formed at the fulcrums (the upper part of the bridge), so that the fulcrums are reinforced.

FIG. 1B is an illustration of such a conventional truss girder 20.

That is, a steel pipe or a section made of steel is used for both the upper portion 21, the abdomen material 23 and the lower portion 26 of the truss girder. Particularly, And the abdomen material is a steel pipe.

That is, by using the vertical connecting plate 25 having the upper end fitted in the gusset connecting plate 24 inserted into the lower end of the steel pipe-like member and the gusset connecting plate 24 and welded to the inner side surface between the U- The upper and lower currents are connected to the abdomen.

Since the truss steel girder 20 is not manufactured by using the concrete member, it is advantageous for manufacturing, transporting and assembling. However, when the wind load is increased during the hypothesis, there is a drawback that the risk of falling and falling is very large.

The reason for this is that when a truss girder is directly installed on a permanent bridge support as a support structure without using a temporary bridge support, the displacement in the thrust direction occurring during the hypothesis can be transmitted as it is and the permanent bridge support can be defective. Since there is a danger of falling, normally, a method is used in which the steel truss girder is first supported on the temporary bridge support and the final truss girder is supported on the permanent bridge support.

However, since the temporary bridge supports can not resist the horizontal force and the pulling force against the temporary load, the horizontal force due to the wind load and the hypothetical load becomes large in the region where the wind load is large like the island area such as Dokdo. The risk of turning and falling down due to the increasing horizontal force can not be avoided.

In order to prevent such a risk of falling and falling, separate anti-fall and fall prevention measures can be provided. However, when such fall and fall means are separately used, the workability and workability are inevitably lowered. .

Accordingly, it is possible to more simply and economically prevent the bridge girder which is generated during the installation of the bridge by using the member to be constructed in the final construction step (bridge portion bulkhead concrete) when the girder for the bridge is built, Considering that the lateral force generated in the bridge girder is smaller than the lateral force generated after the construction, the lateral movement of the bridge is controlled by using the horizontal resistance of the permanent bridge support.

In this way, when horizontal movement of bridge girder is controlled by using horizontal resistance force of permanent bridge bridge, it is advantageous not to use temporary bridge bridge. However, when wind load is very large, The present invention can allow vertical displacement due to the horizontal force in the permanent bridge support,

As a result, it is a technical object to provide a bridge construction method capable of more effectively preventing branching of a bridge girder and controlling lateral displacement.

According to an aspect of the present invention,

(a) preliminarily fabricating a bridge girder in which a barrier concrete is formed so that both end portions are partially exposed in the factory, and the barrier is extended upward from the upper surface of the bridge portion of the bridge substructure; (b) lifting the girder for the bridge to connect the barrier-wall concrete for preventing the fall to the conduction preventing bar to prevent conduction of the bridge girder during installation; And

(c) the two exposed end portions of the bridge girder are supported on the inner side of both brackets of the horizontal force control support device provided on the upper surface of the permanent bridge support of the bridge substructure, so that lateral and longitudinal horizontal displacements And controlling the horizontal displacement of the bridge by controlling the vertical displacement of the bridge.

In addition, after step (c), the bulkhead concrete is integrally formed with the bulkhead concrete for preventing the bridge girders from continuing from each other at the fulcrums, and the prevention of the fall in the space between the fall- And a step of cutting the rod; and a bridge construction method capable of avoiding focal point deformation and controlling horizontal displacement.

In the step (c), both exposed end portions of the bridge girder 100 are slid in the longitudinal direction from the inside of both brackets so that the longitudinal lateral displacement due to the end rotation of the bridge girder is permitted, And a bridge construction method capable of horizontal displacement control.

Also, the bridge girder in the step (a) provides a bridge construction method capable of avoiding fulcrum dislocation and horizontal displacement control, which are truss girder girders.

Further, the support device for lateral force control

An insert plate installed to be directly supported on the upper surface of the bridge bridge support of the bridge; Both brackets are vertically spaced apart from each other in the transverse direction; And a sliding pad provided on an upper surface of the insert plate between the both brackets.

And an arc-shaped connecting plate having an upper surface integrally formed on an end surface of the inclined material constituting the abdomen material; And a vertical connecting plate integrally formed on a surface opposite to the upper surface of the arc-shaped connecting plate and extending through the slot connecting grooves formed in the upper and lower current chambers and extending to the upper and lower steel pipes, Provides a possible bridge construction method.

In addition, the connecting plate is inserted into the vertical steel pipe so that the vertical connecting plate passes through the slot connecting groove formed on the bottom of the steel pipe. And a bottom plate for supporting both connecting plates extending below the downstream steel pipe are formed at both exposed ends of the bridge girder. to provide.

The present invention relates to a truss-made steel girder made of a steel pipe, in which even a large amount of wind load is applied to a bulkhead concrete for preventing the truss-girder girder formed at a fulcrum portion from being installed, .

In addition, since the bridge girder can be directly installed on the permanent bridge support, the problems caused by the use of the temporary bridge support can be solved. Also, even if the horizontal force is excessively generated due to excessive hypothetical load, So that stable construction of the girder can be realized.

FIG. 1A is a view showing a construction of a truss girder according to a prior art bulkhead concrete and a supporting structure,
FIG. 1B is a perspective view of a conventional truss girder,
FIGS. 2A and 2B are a perspective view and a longitudinal sectional view, respectively,
FIGS. 3A, 3B and 3C are diagrams showing the longitudinal direction displacement occurrence degree and the horizontal displacement displacement control structure of the girder for a bridge according to the present invention,
FIGS. 4A, 4B, 4C and 4D are flowcharts of a bridge construction method capable of preventing the turnover and the horizontal displacement of the present invention. FIG.

Hereinafter, embodiments of the present invention will be described in detail with reference to the accompanying drawings, which will be readily apparent to those skilled in the art. The present invention may, however, be embodied in many different forms and should not be construed as limited to the embodiments set forth herein. In order to clearly illustrate the present invention, parts not related to the description are omitted, and similar parts are denoted by like reference characters throughout the specification.

Throughout the specification, when an element is referred to as "comprising ", it means that it can include other elements as well, without excluding other elements unless specifically stated otherwise.

[Prevention of fulcrum portion of bridge girder 100]

First, a description will be made with reference to FIGS. 2A and 2B showing a perspective view and a longitudinal sectional view of a bridge girder according to the present invention, in which the bridge portion of the bridge girder 100 is prevented from falling.

In the bridge girder according to the present invention, generally, a bulkhead concrete is formed at a fulcrum portion of a multi-span bridge. Part of the bulkhead concrete (anti-breakup barrier concrete) is previously formed on the bridge girder and the bridge substructure The bridge portion of concrete is restrained by the break preventing bar extending upward from the upper surface of the bridge girder to prevent the bridge girder from falling or falling when the bridge is constructed and when the bridge girder is completed, And the bulkhead concrete is finally completed so that the bridge girder can be safely installed without using separate conduction and prevention means.

First, the bridge girder 100 will be described with reference to a truss girder constructed using a steel pipe as shown in FIGS. 2A and 2B. That is, it can be seen that the upper current 110, the abdomen material 120, and the lower current 130 are manufactured using steel tubes.

The phase currents 110 are connected to each other by upper horizontal bracing 112,

The lower current 130 is connected to the two downstream steel pipes 131 spaced apart in parallel by the lower horizontal bracing 132,

The abdomen material 120 is an inverted V shape of the inclined material 121, which is a steel pipe, and is connected between the upper and lower ends by a pointed portion 134.

The downstream steel pipe 131 constituting the end portion of the lower current 130 is connected to a permanent bridge support 310 installed on the upper surface of the bridge pier 320 which is a branch point, It can be seen that it is installed to be supported by using the auxiliary supporting device 140.

3C, the arc-shaped connecting portion 134a has an upper surface formed integrally with an end surface of the inclined member 121; And a vertical connecting plate (134b) integrally formed on a surface opposite to the upper surface of the arc-shaped connecting plate and extending through the slot connecting groove (not shown) formed in the upper and lower currents and extending to the upper and lower steel pipes,

3C, the fulcrum support device 140 includes two connection plates (not shown) installed to penetrate the slot connection groove 135 formed in the bottom surface of the downstream steel pipe, the vertical connection plate 134b being inserted into the downstream steel pipe 131 141); A support bottom plate 142 for supporting both connection plates 141 extending to the lower portion of the downstream steel pipe 131; And an inner reinforcing plate 143. [0086]

The bridge girder 100 is reinforced at the fulcrum portion of the multi-span bridge by using the bulkhead concrete 150 as shown in FIG. 4d.

As shown in FIGS. 2A and 2B, the lower end of a conduction prevention bar 170 such as a vertical steel bar 171 is embedded in an upper surface of a bridge pillar 320 constituting a bridge substructure 300, 320).

Thus, it can be seen that the part of the bulkhead concrete, that is, the bulkhead concrete 160 for preventing the breakdown is first formed at the end portion of the bridge girder 100,

The upper end of the conduction preventing bar 170 is fastened to the upper surface of the barrier wall concrete 160 by using a pressure plate so that a vertical hole previously formed in the conduction barrier 160 is inserted downward into the conduction prevention bar 170 .

The bridge girder 100 is restrained by the break prevention bar 170 even during the mounting of the fulcrum portion, so that even when the wind load is large,

After the installation of the bridge girder 100, the turnover prevention bar 170 is not necessary and the load can be transmitted to the bridge pier after the construction through the turnover prevention hole. Therefore, as shown in FIG. 4D, Thereby cutting the conductive bar 170 exposed in the space on the upper surface of the conductive bar 320.

Thus, even when a load for a bridge girder due to wind load or the like is generated largely, the bulkhead concrete 160 for preventing the falling of the bridge girder 100 is first formed at the end portion of the bridge girder 100 so as to be constrained to the bridge underground structure of the bridge portion. So that it is possible to economically and effectively prevent conduction and fallout even without separate fall prevention means and falling bridge prevention means.

[Horizontal displacement control of the girder 100 for a bridge]

Next, the horizontal displacement control of the bridge girder 100 will be described with reference to FIGS. 3A, 3B, and 3C, which show longitudinal and lateral displacement control diagrams of the bridge girder at the fulcrum portion.

The present invention is based on the assumption that the girder for a bridge is not constructed by using a temporary bridge support and a permanent bridge support but the horizontal force generated on the bridge girder during construction is smaller than the horizontal force generated after construction, The horizontal resistance is obtained by installing a support device 200 for horizontal force control on the upper surface of the permanent bridge support. At this time, the support device 200 for horizontal force control has a bracket configuration for restraining the end portion of the bridge girder in the longitudinal direction and the transverse direction.

That is, as shown in FIG. 3A, it can be seen that the permanent bridge support 310 is first installed on the upper surface of the bridge bridge 320, which is a branch bridge.

Thus, it can be seen that a support device 200 for controlling the horizontal force is installed on the upper surface of the permanent bridge support 310.

It will be understood that the support device 200 for horizontal force control basically includes an insert plate 210 and both brackets 220.

The insert plate 210 is installed to be placed on the upper surface of the permanent bridge support 310. The insert plate 210 may be a steel plate on which the both brackets 220 are seated and has a cross sectional area such that the brackets 220 can be stably supported It is necessary.

The both brackets 220 are installed so as to be laterally supported by a triangular reinforcing plate on the upper surface of the insert plate 210 using a steel plate as a vertical plate fixed to the upper surface of the insert plate so as to be spaced from each other in the transverse direction .

If the end of the bridge girder 100 is installed to be supported by the insert plate 210 between the brackets using the fulcrum support device 140, So that the bridge girder 100 can be installed directly on the permanent bridge support 310 when the girder 100 is installed by the horizontal resistance force of the permanent bridge support 310. [

Since the lateral force generated in the girder for the bridge is not large during the installation, it is possible to further install the support device 200 for controlling the lateral force including the insert plate 210 and the brackets 220 to directly support the bridge girder to the permanent bridge support 310 Longitudinal lateral resistance force capable of being installed is provided.

Next, referring to FIG. 3B, there is shown a basic structure of a short span in which one side is fixed and the other side is movable with respect to the front view of the bridge girder 100 in the bridge 100 for a bridge.

The short-span behavior of the girder for such bridges can be maintained without any fluctuation in the span even if the wind load does not occur largely.

However, when the wind load is large as shown in the lower drawing of Fig. 3B, since the end portion of the bridge girder becomes large in the short-span behavior (the flat surface of the bridge girder is largely rotated from the dotted line to the solid line) The longitudinal horizontally displacements are much larger than the horizontal longitudinal displacements.

If the bridge girder is constructed by using the support device 200 for horizontal force control as described above, the horizontal displacement in the longitudinal direction can not be limited. The present invention restricts the lateral horizontal displacement and permits longitudinal lateral displacement, thereby preventing conduction and falling of the girder for a bridge even if a large wind load or the like occurs.

That is, when the wind load is large, the stable end rotation of the girder for the bridge can be restrained. Therefore, the sliding pad 230 is installed on the support device 200 for horizontal force control so that the end rotation can be allowed in the longitudinal direction.

The sliding pad 230 is installed on the upper surface of the insert plate 210 between the brackets 220 as shown in FIG. 3C.

The fulcrum support device 140 is mounted on the end of the bridge girder 100. The fulcrum support device 140 is seated on the sliding pad 230, The lateral horizontal displacement is constrained by the two brackets 220, and the longitudinal horizontal displacement is limited by the longitudinal sliding.

That is, the end portion of the bridge girder is slid in the longitudinal direction by the sliding pad 230 so that stable end rotation of the bridge girder is limitedly allowed. It can be seen that the bridge girder end rotation can be controlled naturally when horizontal lateral displacement is allowed as longitudinal horizontal displacement.

[Bridges construction method which can prevent the branch part from falling and control the horizontal displacement]

4A, 4B, 4C, and 4D show flowcharts of a bridge construction method capable of avoiding fourside conduction and controlling horizontal displacement.

First, as shown in FIG. 4A, the bridge girder 100 having the fulcrum support device 140 and the barrier rib concrete 160 for preventing the breakage is manufactured.

It can be seen that the bridge girder 100 is constituted by the phase current 110, the abdomen material 120 and the bottom current 130 as the truss girder girder.

Also, it can be seen that the fulcrum support device 140 previously installed at the end of the bridge girder 100 is installed in advance,

It can be seen that the anti-falling barrier rib concrete 160 is also formed in both ends of the bridge girder 100 while the fulcrum support device 140 is exposed. In the anti-falling barrier rib concrete 160, It is also understood that the vertical hole 161 is formed.

As shown in FIG. 4B, the bridge substructure 300 is provided with a permanent bridge support 310 to expose the conductive bar 170.

At this time, the bridge substructure 300 includes an alternating bridge 330 and a bridge bridge 320, and the bridge portion corresponds to the alternation and bridge bridge portions. Therefore, the permanent bridge bridge 310 previously installed on the upper surface of the bridge bridge is installed in advance.

In addition, it can be seen that the above-described conduction preventing rods 710 are formed to extend upward from the piers 320 and the upper surface of the alternate 330.

A support device 200 for horizontal force control is installed on the upper surface of the permanent bridge support 310 and includes an insert plate 210, a bracket 220 and a sliding pad 230.

That is, the insert plate 210 is installed on the upper surface of the permanent bridge support 310, and both the brackets 220 and the sliding pads 230 are installed in a state where the horizontal plate is maintained using a pedestal or the like.

The support bracket 200 for horizontal force control having the both brackets 220 and the sliding pads 230 preliminarily assembled to the insert plate 210 is installed at the permanent bridge support 310 at a time.

Next, as shown in FIG. 4C, the bridge girder 100 provided with the fulcrum support device 140 and the anti-breakage barrier concrete 160 is lifted, so that the vertical hole 161 of the anti- The upper end of the conduction prevention bar 170 is fastened and fixed to the upper surface of the barrier wall concrete 160 by using a support plate in a state where the conduction prevention bar 170 is inserted into the rod 170. Thus, So that it is possible to maintain the state in which it is possible.

The support bottom plate 142 of the fulcrum support device 140 of the bridge girder 100 is supported on the sliding pad 230 of the support device 200 for horizontal force control installed in the permanent bridge support 310. [

In this way, the bridge girder 100 having the fulcrum support device 140 by the temporary load is effectively prevented, while sliding due to the horizontal force is allowed, thereby enabling stable mounting.

Next, as shown in FIG. 4D, the barrier concrete 150 is completed in addition to the barrier rib concrete 160 in the vicinity of the turn 330 and the bridge 320 at the same point. As a result, it can be seen that in the multi-span bridge, the girder for the bridge is installed to be continuous at the intermediate point portion such as the pier, and that it can be reinforced by completion of the bulkhead concrete 150 at the same point as the shift.

At this time, after the construction of the bridge girder 100, the turnover prevention bar 170 is not needed and the load can be transmitted to the bridge after the construction through the turnover prevention hole. Therefore, It can be seen that the conductive bar 170 exposed in the space on the upper surface is cut.

As a result, the barrier concrete 160 for preventing the breakage is completed with the final bulkhead concrete 150 and the slab is finally completed.

As a result, according to the present invention, as a bridge girder (100), when a truss girder is mounted on a permanent bridge support, it is possible to effectively prevent a bridge girder from falling or falling down even when a wind load is strong .

It will be understood by those skilled in the art that the foregoing description of the present invention is for illustrative purposes only and that those of ordinary skill in the art can readily understand that various changes and modifications may be made without departing from the spirit or essential characteristics of the present invention. will be. It is therefore to be understood that the above-described embodiments are illustrative in all aspects and not restrictive. For example, each component described as a single entity may be distributed and implemented, and components described as being distributed may also be implemented in a combined form.

The scope of the present invention is defined by the appended claims rather than the detailed description and all changes or modifications derived from the meaning and scope of the claims and their equivalents are to be construed as being included within the scope of the present invention do.

100: girders for bridges
110: Present Present 111: Sang Hyun Steel Pipe
112: Upper horizontal bracing
120: abdomen material 121: inclined material
130: Lower current 131: Steel bridge
132: lower horizontal bracing 134:
135: Slot connection groove
140: fulcrum support device
141: both connecting plates 142: bottom plate
143: Internal reinforcing plate
150: Bulkhead concrete 160: Concrete bulkhead concrete
170:
200: Support device for lateral force control
210: insert plate 220: both brackets
230: Sliding pad
300: Bridge infrastructure 310: Permanent bridge support
320: Pier

Claims (7)

(a) A bridge girder 100 in which a barrier rib concrete 160 is formed to prevent both ends from being exposed at a factory is manufactured in advance, and a bridge prevention bar 170 is formed from the upper surface of a fulcrum portion of the bridge lower structure 300 Extending upwardly;
(b) lifting the bridge girder (100) to connect the barrier rib concrete (160) for preventing the break to the conduction prevention bar (170) to prevent the bridge girder And
(c) a plurality of exposed end portions of the bridge girder 100 to be supported inside the brackets 220 of the horizontal force control support device 200 installed on the upper surface of the permanent bridge support 310 of the bridge substructure 300 So as to control lateral and longitudinal horizontal displacements of the girder (100) at the fulcrum portion,
The supporting device 200 for horizontal force control
An insert plate 210 which is a steel plate installed to be directly supported on the upper surface of the permanent bridge support 310 of the bridge;
Both brackets 220 being vertical plates fixed to extend in the longitudinal direction on the upper surface of the insert plate 210 so as to be spaced apart from each other in the transverse direction; And a sliding pad 230 installed on the upper surface of the insert plate 210 between the both brackets 220 to closely contact both sides of the both brackets 220,
The end of the bridge girder 100 is installed to be supported by the insert plate 210 between the brackets using the fulcrum support device 140,
The both brackets 220 are installed on the upper surface of the insert plate 210 so as to be laterally supported by a triangular reinforcing plate,
The vertical displacement in the longitudinal direction in which both end portions of the bridge girder 100 exposed by the sliding pad 230 are slid in the vertical direction is allowed by the sliding pad 230 so that even if a wind load is generated, A method of constructing a bridge capable of avoiding falling and falling and avoiding falling and falling displacement. The method according to claim 1,
After the step (c), the bulkhead concrete 150 is completed with the bulkhead concrete 160 to prevent the bridge girder 100 from being continuous with each other at the fulcrum portion, and the bulkhead concrete 160 and the bridge bottom And cutting the turnover prevention bar (170) in a space between upper surfaces of the fringe portions of the structure. The method according to claim 1,
In the step (c), both exposed end portions of the bridge girder 100 are allowed to slide in the longitudinal direction inside the both brackets 220 so that the longitudinal horizontal displacement due to the end rotation of the bridge girder 100 is allowed A method of constructing a bridge capable of avoiding focal span and controlling horizontal displacement. The method of claim 3,
The bridge girder 100 in the step (a) includes an upper phase 110 connected to the upper side horizontal bracing 112 by the upper side steel pipes 111; A lower case 130 in which the lowered steel pipes 131 are connected to each other by a lower horizontal bracing 132; And a dam member (120) including an inclined member (121) connected by a pointed portion (134) between the lower end of the upper current lower portion Bridge construction method. delete 5. The method of claim 4,
The pointed portion 134 includes an arc-shaped connecting plate 134a having an upper surface formed integrally with an end surface of the inclined member 121; And a vertical connecting plate (134b) integrally formed on a surface opposite to the upper surface of the arc-shaped connecting plate and extending through the slot connecting grooves formed in the upper and lower currents to extend into the upper and lower steel pipes, A bridge construction method with displacement control. The method according to claim 6,
A pair of connecting plates 141 inserted through the vertical connecting plate 134b into the downstream steel pipe 131 and passing through the slot connecting grooves 135 formed in the bottom of the downstream steel pipe; And a support bottom plate 142 for supporting both connection plates 141 extending downward from the downstream steel pipe 131. The support portion 140 is formed at the exposed end portions of the bridge girder, A method of constructing bridges capable of preventing falling and controlling horizontal displacement.


KR1020150165443A 2015-11-25 2015-11-25 Bridge construction method for support overturning and horizontal displacement control KR101640535B1 (en)

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Cited By (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
KR101797988B1 (en) * 2017-02-22 2017-12-13 브릿지테크놀러지(주) Truss through bridge and the construction method thereof

Citations (4)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JPH10298921A (en) * 1997-04-22 1998-11-10 Hanshin Kosoku Doro Kodan Supporting device for bridge
JP2007262746A (en) * 2006-03-28 2007-10-11 Asahi Engineering Kk Bridge fall preventing structure
KR100994960B1 (en) * 2010-07-28 2010-11-17 고재욱 Reinforcement joint connecting pipe truss members and method constructing a pipe truss bridge therewith
KR101556310B1 (en) * 2014-12-23 2015-10-01 주식회사 하이드로코리아 Bridge construction method using end-vertival tendon

Patent Citations (4)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JPH10298921A (en) * 1997-04-22 1998-11-10 Hanshin Kosoku Doro Kodan Supporting device for bridge
JP2007262746A (en) * 2006-03-28 2007-10-11 Asahi Engineering Kk Bridge fall preventing structure
KR100994960B1 (en) * 2010-07-28 2010-11-17 고재욱 Reinforcement joint connecting pipe truss members and method constructing a pipe truss bridge therewith
KR101556310B1 (en) * 2014-12-23 2015-10-01 주식회사 하이드로코리아 Bridge construction method using end-vertival tendon

Cited By (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
KR101797988B1 (en) * 2017-02-22 2017-12-13 브릿지테크놀러지(주) Truss through bridge and the construction method thereof

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