KR20140125754A - Bridge construction method for forming continuous point part of pier using copping for connecting girder - Google Patents

Abstract

Provided is a bridge construction method forming a continuous point part of a pier using a girder-connecting copping part, which forms the girder-connecting copping part, made by mixing a copping part, an end of a girder, and a point part concrete, at the continuous point part of a pier, thereby easily connecting girders having various cross-sectional shapes such as a U-type girder, a prestressed concrete (PSC) beam girder, with each other while maintaining a self-weight within a range where a load carrying capacity of the copping part is not degraded. The bridge construction method forming a continuous point part of a pier using a girder-connecting copping part is as follows: a) a bridge is constructed on a ground and a first copping part with an inner projection steel bar is installed on an upper surface of the bridge to extend in a transverse direction; b) end parts of the girders are held on the first copping part, such that the girders are adjacent to each other on the continuous point part of a pier; c) connecting steel bars are assembled with the inner projecting steel bars of the first copping part, such that the first copping part and end parts of the girders are interconnected; d) a point part concrete is placed on the upper surface of the first copping part, such that the adjacent girders are interconnected and a girder-connecting copping part is formed; and e) a concrete slab is formed on the upper surfaces of the girders and the upper surface of the point part concrete, wherein the girder can be a U-type girder or a PSC beam girder.

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,

The present invention relates to a method of constructing a coping portion of a bridge, and more particularly, to a bridge construction method of forming a girder connecting type coping portion for integrating a girder of a U-shaped girder or PSC beam with a coping portion at successive points of a pier .

Currently, in order to construct pillars and piers, all the processes such as reinforcing the concrete in the field, assembling the formwork, pouring concrete and curing are performed in the field. This field construction method is difficult in quality control, There was a technical and economic difficulty due to the prolonged construction period.

Recently, a prefabricated pier construction method has been developed and used in the factory to manufacture precast pier segments and to assemble them in the field. Since these segments are manufactured in a certain place, they are advantageous for manufacturing high-quality members because they are easy to control quality, and because segments can be continuously produced, they are advantageous only for formwork, and segment production can be performed in parallel with foundation work. The air can be shortened.

Accordingly, after the foundation concrete including the foundation tread is constructed from the topography of the terrain, the piers and the upper structures (copings, girders, roofs, etc.) made up of a plurality of segments are sequentially pulled up by a crane or a crane, The bridge is constructed in such a way that

When the bridge is constructed by the prefabricated construction method as described above, the bridges and the upper structures (copings, girders, roofs, etc.) made of the respective segments are lifted by a crane or a crane, so that if possible, have. Therefore, there are many methods to reduce the load of the segment. Particularly, in the case of piers, the column is mainly subjected to a compressive load, and the coping portion is subjected to a flexural load, so that the cross section of the coping portion is large in most cases.

Accordingly, there have been attempts to reduce the size of the coping portion within a range where the load-bearing capacity of the coping portion is not degraded.

On the other hand, when constructing the continuous part of the bridge, the bridge support is generally used. In a conventional bridge, a coping portion is formed on the upper portion of the bridge pillar in a direction perpendicular to the axis of the bridge, a bridge support is provided on the coping portion, and a continuous girder is placed on the bridge support. In the case of the bridge continuous point portion according to the conventional structure, since the bridge support is required by the number of the girders, the construction cost and the maintenance cost increase accordingly. In addition, since a coping portion, which is a macro structure having a considerable height, is formed on the upper part of the bridge pillar and then a bridge support and a girder are disposed on the upper portion of the bridge pillar, the space (underneath the concrete slab) .

As a prior art for solving such a problem, Korean Registered Patent No. 10-992495 filed by the applicant of the present invention and registered with the Korean Patent Registration No. 10-992495 discloses "a steel composite bridge having a buried continuous point portion in which a bridge coping portion is embedded in a mold" The invention of the name is disclosed.

In the case of a steel composite bridge having a buried continuous portion where the bridge coping portion is embedded in the mold, the bridge portion is formed as a protruding structure below the girder by forming continuous continuous branch structures on both sides of the coping portion of the bridge in the throttling direction The coping portion which is the large structure which was used in the present invention is removed and the factor of encroachment of the mold space is eliminated, which is advantageous for securing the mold space and also the visual obstacle factor is solved. Also, by minimizing the use of bridge supports, the construction and maintenance costs can be reduced.

However, in the case of a steel composite bridge having a buried continuous portion in which a pier capping portion according to the related art is embedded in a mold, it is difficult to apply to a U-shaped girder or a PSC beam girder.

1A and 1B are a perspective view and a cross-sectional view of a mucoping bridge according to a conventional technique. As shown in FIGS. 1A and 1B, a steel wire 33 is embedded in an upper portion and a steel material 34 is embedded in a lower portion. (30) formed of a vertical wall portion (31) embedded in the longitudinal direction and a receiving portion (32) formed at a lower portion of the vertical wall portion (31) and in which one side portion of the plurality of girders (40) Is introduced.

That is, in the conventional coping portion, the remaining portion is removed while leaving only the receiving portion 32, and a hollow 35 is introduced into the abdomen of the coping portion 30, There is introduced a coping portion construction method in which a steel material 34 is added and a steel wire 33 is disposed at the upper end of the coping portion to provide a coping portion in a segment manner to the column portion. Such a bridge pier may be referred to as a mucoping bridge because the conventional coping portion can be omitted.

At this time, when the muffling bridge is constructed with multiple spans, it is necessary to make the girders 40 continuous with each other in the throttling direction (longitudinal direction) at the continuous point portion . 1C is an attempt at the construction of a continuous mooring bridge of a conventional mooring bridge.

That is, as shown in Fig. 1 (c), the bridge 11 having the continuous pivot portion in which the girder 12, which is disposed in the pivotal direction and supports the upper concrete deck, , Wherein the coping portion (11) is composed of a stepped type coping portion (11a) having concave stepped portions (11a) formed on both sides in the throttling direction at the upper end in the continuous point portion, and the stepped type coping portion (11a) A through hole for inserting a rod is formed.

The girder 12 lying on both sides in the direction of the throttle of the coping portion 11 is formed with a cutout portion 13 corresponding to the stepped portion of the stepped coping portion at its end portion, Is integrally provided at an end portion of the girder in a direction perpendicular to the sagittal axis.

The ends of the girders are placed on the stepped portions of the stepped copings so that the stepped portions 11a and the cutouts 13 are engaged with both sides of the stepped copings in the throttle direction, The clamping member is fixedly coupled to the end of the engaging rod at the rear of the engaging plate 14 so that the stepped type coping portion 11a and the girder 12 are engaged with each other, So that they are integrally combined.

As a result, it can be seen that the girders adjacent to each other are connected to each other by the joining rods 15 formed in the stepped-type coping portion 11a at the successive focal points.

However, the above-described method has a problem that the girder is suitable for the steel plate girder in particular and therefore can not be used in a limited manner and can not play a large role in improving the connection stiffness at the continuous fulcrum. That is, the above-described method has a problem that it is difficult to apply the present invention when the girder is a U-shaped girder or a PSC beam girder.

According to an aspect of the present invention, there is provided a girder connection type coping portion in which a coping portion, an end portion of a girder, and a fulcrum portion concrete are formed at a continuous pier portion of a pier, The present invention is to provide a bridge construction method in which a girder connection continuous type point portion is formed by a girder connection type coping portion which can easily serialize girders having various cross sectional shapes such as a U-shaped girder and a PSC beam girder while maintaining their own weight.

According to an aspect of the present invention, there is provided a bridge construction method for constructing a bridge connecting continuous point portion with a girder connecting type coping portion according to the present invention, comprising the steps of: a) constructing a bridge pier on a ground, Extending in the transverse direction on the upper surface of the base plate b) mounting the end portions of the girders to the primary coping portion, respectively, so that the girders are adjacent to each other at the pier end successive portion; c) assembling a connecting reinforcing bar to an inner protruding reinforcing bar of the primary coping portion so that the ends of the primary coping portion and the girders can be connected to each other; d) forming a girder connecting type coping portion by placing a fulcrum concrete on an upper surface of the primary coping portion so that the girders adjacent to each other are continuous with each other; And e) forming a concrete slab on the upper surface of the girders and on the upper surface of the fulcrum concrete, wherein the girder of step b) is a U-girder or PSC beam girder, and in step d) And the portion is integrated with the girders by the fulcrum portion concrete.

If the girder of the step b) is a U-shaped girder, the primary coping portion is a stepped coping portion having stepped portions on both sides, and the end portions of the U-shaped girder are respectively mounted on the stepped portions of the stepped- And an inner tension member is installed inside the U-shaped girder.

The U-shaped girder is formed with a partition wall, and the filled concrete is pushed into the U-shaped girder formed by the partition wall when the fiducial concrete is laid.

When the girder is a U-shaped girder, the girder connecting type coping portion is formed by combining the stepped type coping portion, the end portion of the U-shaped girder, the filled concrete, and the fulcrum portion concrete.

Here, a point portion sheath pipe for inserting a fulcrum portion tension member at an upper portion of the stepped portion is installed in the U-shaped girders in the throttling direction.

Wherein the fascia tautomeric material and the internal tautomeric material are each a stranded wire, and after the step (e), the stranded wire is tensed together.

In this case, the stepped-type coping portion is pre-casted or in-put into an inverted T-shape (⊥), and the vertical height of the stepped coping portion is lower than the height of the U-shaped girder .

If the girder in the step b) is a PSC beam girder, the primary coping unit is a stepped coping unit having stepped portions on both sides thereof, and the end portions of the PSC beam girder are respectively mounted on the stepped portions of the stepped coping unit And an inner tension member is installed inside the PSC beam girder.

Here, the PSC beam girder is embedded in the upper flange with the upper steel plate connection member, and the upper steel plate connection member is bolted by the upper splice.

Wherein a fulcrum portion tension member is inserted into the upper portion of the stepped portion, wherein the fulcrum portion tension member and the inner tension member are each a stranded wire, and after the step (e), the stranded wire is tensioned together.

In this case, the stepped coping portion is pre-cast or in-put into an inverted T-shape (⊥), and the vertical height of the stepped coping portion is formed to be equal to the height of the PSC beam girder.

According to the present invention, by forming the girder connecting type coping portion in which the coping portion, the end portion of the girder, and the fulcrum portion concrete are formed at the pier end continuous point portion, the U-shaped girder, the PSC beam The girders having various cross-sectional shapes such as girders can be easily serialized.

According to the present invention, there is no need for a bridge support for installing a girder, and a continuous point portion is strong, so that it is possible to construct a bridge having excellent usability without requiring expansion joint.

FIGS. 1A and 1B are construction and cross-sectional views of a muco-ping bridge according to the prior art, and FIG. 1C is an attempt to construct a continuous-pier construction of a muco-ping bridge according to the prior art.
2 is a view showing a case where a girder is a U-shaped girder in a bridge having a girder connecting type coping portion according to an embodiment of the present invention.
FIGS. 3A to 3F are views showing a bridge construction method in which the pierced continuous point portion shown in FIG. 2 is formed as a girder connecting type coping portion.
4 is a view showing a case where a girder is a PSC beam girder in a bridge having a girder connecting type coping unit according to an embodiment of the present invention.
FIGS. 5A to 5D are views showing a bridge construction method in which the pierced continuous point portion shown in FIG. 4 is formed as a girder connecting type coping portion.

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.

[Bridge Construction Method for Consecutive Point of Bridge Piers with Girder Connection Type Coping Section]

A bridge construction method for forming a bridge piercing continuous portion in a girder connection type coping portion according to an embodiment of the present invention is characterized in that a pier bridge is first constructed on a ground and a primary coping portion formed with an inner projecting reinforcing portion is extended to the upper surface of the pier in a lateral direction Install it. Here, the first-order coping portion may be a stepped-type coping portion or a planar-type coping portion as described later.

Next, the end portions of the girders are respectively mounted on the primary coping portions so that the girders are adjacent to each other at the piercing continuous point portion. Here, the girder may be the U-shaped girder shown in FIG. 2, the PSC beam girder shown in FIG. 4, and the primary coping part is integrated with the girders by the fulcrum part concrete.

Next, a connecting reinforcing bar is assembled to the inner protruding reinforcing bars of the primary coping portion so that the ends of the primary coping portion and the girders can be connected to each other.

Next, a girder connection type coping portion is formed by placing the fulcrum concrete on the upper surface of the primary coping portion so that the adjacent girders are continuous to each other.

Next, a concrete slab is formed on the upper surface of the girders and the upper surface of the fascia concrete.

2 to 7, in a bridge construction method in which a pierced continuous point portion is formed by a girder connecting type coping portion according to an embodiment of the present invention, the girder may be a U-shaped girder or a PSC beam girder, An example will be described in detail.

[Embodiment 1: Method of constructing a bridge when a U-shaped girder is connected at a continuous pier portion of a pier]

FIG. 2 is a view showing a case where a girder is a U-shaped girder in a bridge having a girder connecting type coping portion according to an embodiment of the present invention, and the upper portion of FIG. 2 is a bridge having a girder connecting type coping portion according to an embodiment of the present invention 100, and FIG. 2 is a side cross-sectional view specifically showing a bridge having a girder connecting type coping unit according to an embodiment of the present invention. FIGS. 3A to 3F are views showing a bridge construction method in which the pierced continuous point portion shown in FIG. 2 is formed as a girder connecting type coping portion.

2, a bridge 100 having a girder connecting type coping portion according to an embodiment of the present invention includes a bridge 110, a stepped type coping portion 120, a U-shaped girder 130, an internal tension member 140, A reinforcing concrete 180, and a concrete slab 190. The reinforcing concrete 152 may be a reinforced concrete reinforced concrete pipe, The U-shaped girder 130 is a U-shaped cross-sectioned beam member formed of both side walls and a lower flange. The U-shaped girder 130 is a reinforced concrete girder in which a prestress is introduced longitudinally by the PC steel in both side walls. At this time, the girder connecting type coping part 200 is formed by combining the stepped type coping part 120, the ends of the U type girders 130, the filled concrete 180 and the fulcrum concrete 170.

3A to 3F, a method of constructing a bridge connecting continuous point portion with a girder connecting type coping portion according to the present invention comprises: first, constructing a bridge pier 110 on a ground as shown in FIG. 3A; , And a stepped type coping portion 120 having a stepped portion is provided on the upper surface of the pier 110 so as to extend in the transverse direction. The stepped coping portion 120 is pre-casted or in-put into an inverted T-shape (⊥), and the height of the stepped coping portion 120 in a vertical direction U-shaped girder 130. As shown in FIG. At this time, the stepped-type coping portion 120 may be embedded with the inner protruding reinforcing bars 151 and assembled with the connecting reinforcing bars 152.

When the girder is the U-shaped girder 130, the primary coping portion is a stepped coping portion 120 having stepped portions on both sides thereof, and the U-shaped girder 130 130, respectively, and an inner tension member 140 is installed in the U-shaped girder 130. The U-shaped girder 130 is formed with a partition wall 181 and the U-shaped girder 130 formed by the partition wall 181 when the fulcrum concrete 170 is poured is filled with a filler concrete 180 ).

Next, as shown in FIG. 3B, the ends of the U-shaped girders 130 are inserted into the stepped portion of the stepped-type coping portion 120 so that the U-shaped girders 130 are adjacent to each other at the pierced continuous point portion Respectively. At this time, the U-shaped girders 130 can be precastly formed so as to form a cut-out portion corresponding to a step portion of the stepped-type coping portion 120.

3C, an inner protruding reinforcing bar 120 protruding from the stepped type coping portion 120 is formed so that the stepped type coping portion 120 and the end portions of the U-shaped girders 130 are connected to each other, 151 and a connecting reinforcing bar 152 are assembled, respectively.

Next, as shown in FIG. 3D, a point side sheath pipe 160 for inserting a stranded wire as the fulcrum portion tension member 161 at the upper portion of the stepped type coping portion 120 is inserted into the U-shaped girders 130 (Longitudinal direction). At this time, the fulcrum portion sheath pipe 160 may be installed through the mounting hole 162.

Next, as shown in FIG. 3E, the filled concrete 180 is placed in the U-shaped girder 130 so that the U-shaped girders 130 adjacent to each other are continuous with each other, To form a girder connecting type coping portion (200). At this time, the filled concrete 180 is limitedly pushed to both sides of the stepped-type coping portion 120 by the partition wall body 181. That is, when the fulcrum concrete 180 is poured into the space defined by the partition wall 181 inside the end portion of the U-shaped girders 130, the U-shaped girder 130 is pushed together with the U- At least one inner tensile member 140 is formed in the inner portion 130 of the base member 130. [

3f, a concrete slab 190 is formed on the upper surface of the U-shaped girders 130 and the upper surface of the fulcrum concrete 170, and an inner tension member (140) and the torsional tension member (161). The inner tensile member 140 is formed as a strand 140 inside the U-shaped girders 130. The stiffener 161 is a strand for resisting a bending moment acting on the bridge, And is inserted into the fulcrum portion sheath tube 160 installed after the U-shaped girder 130 is mounted on the stepped type coping portion 120. That is, the fulcrum portion tension member 161 and the internal tension member 140 are each a stranded wire, and the stranded wire is tensioned together.

Accordingly, the girder connecting type coping portion 200 is formed by combining the stepped type coping portion 120, the ends of the U-shaped girders 130, the filled concrete 180, and the fulcrum portion concrete 170 . Accordingly, the girder connecting type coping portion 200 can resist the flexural load of the bridge by maintaining its own weight in a range where the load carrying capacity of the coping portion is not lowered. In other words, the girder connecting type coping portion 200 may be constructed such that the stepped type coping portion 120 is formed as a first-order coping portion at a continuous point portion of the pier 110, and the end portion of the U- 180 and the fulcrum concrete 170 may be combined to form a second-order coiling portion so that the U-shaped girders 130 adjacent to each other may be continuous with each other in the throttling direction.

Therefore, when the girder is the U-shaped girder 130 in the bridge having the girder connecting type coping portion according to the embodiment of the present invention, the stepped type coping portion 120, the end portion of the U-shaped girder 130, By forming the girder connecting type coping portion 200 in which the concrete 180 and the fulcrum portion concrete 170 are combined with each other, the U-type girder 130 can be easily made continuous while maintaining the self weight in the range where the load- . Further, the bridge support for installing the U-shaped girder (130) is not required and the continuous portion is strong, which makes it possible to construct a bridge having excellent usability without the need of expansion joint.

[Second Embodiment: Method of constructing a bridge when a PSC beam girder is connected at a continuous point portion of a pier]

4 is a view showing a case where a girder is a PSC beam girder in a bridge having a girder connecting type coping unit according to an embodiment of the present invention. 4 is a side cross-sectional view showing a bridge having a girder connecting type coping portion according to an embodiment of the present invention. FIGS. 5A to 5D are views showing a bridge construction method in which the pierced continuous point portion shown in FIG. 4 is formed as a girder connecting type coping portion.

4, a bridge having a girder connecting type coping unit according to an embodiment of the present invention includes a bridge 110, a stepped coping unit 120, a PSC beam girder 230, an internal tension member 140, The upper splice 220, and the concrete slab 190, as shown in FIG. Here, the PSC beam girder 230 is a beam member formed of an upper flange, an abdomen, and a lower flange in an I-shaped section, and is a reinforced concrete girder in which a prestress is introduced longitudinally by the PC steel material therein.

5A to 5D, a bridge construction method of forming a bridge pier successive point portion with a girder connecting type coping portion according to the present invention includes the steps of constructing a bridge pier 110 on a ground, as shown in FIG. 5A A stepped copper portion 120 having a stepped portion formed with an inner protruding reinforcing bar 151 is installed on the upper surface of the pier 110 so as to extend in the lateral direction. The height of the stepped coping portion 120 in the vertical direction is equal to the height of the PSC beam girder 230, . At this time, the stepped-type coping portion 120 is embedded with the inner protruding reinforcing bars 151 and assembled with the connecting reinforcing bars 152.

Next, as shown in FIG. 5B, the PSC beam girders 230 are installed at the stepped portion of the stepped coping portion 120 so that the PSC (Prestressed Concrete) beam girders 230 are adjacent to each other at the pier- Respectively.

5c, the stepped-type coping portion 120 and the PSC beam girders 230 may be connected to each other at the upper surface of the stepped-type coping portion 120 so that the end portions of the stepped-type coping portion 120 and the PSC beam girders 230 may be connected to each other. 170 to form a connecting reinforcing bar 152. 4, a through hole 231 is formed at the end of the PSC beam girder 230 so that a beam penetrating reinforcing bar can be inserted into the penetrating hole 231. At this time, When the girder 230 is manufactured, it can be formed by burying the pipe. The connection reinforcing bars 152 are assembled and connected together with the inner protruding reinforcing bars 151 of the stepped type coping portion 120. At this time, the connecting reinforcing bars 152 are inserted into the through holes 231.

5C, a fulcrum portion tension member 161 is installed to connect the adjacent PSC beam girders 230, and an upper splice 220 (see FIG. 5C) is formed on the upper surface of the stepped- ). At this time, the PSC beam girders 230 are precasted to form cut-out portions corresponding to the stepped portions of the stepped-type coping portions 120, and the upper steel plate connecting material 210 and the studs 211 are buried Respectively. That is, the PSC beam girder 230 is bolted to the upper flange with the upper steel plate coupling material 210 embedded therein, and the upper steel plate coupling material 210 is bolted with the upper splice 220. For example, the upper splice 220 may include a lower fold plate 221, an upper fold plate 222, a bolt 223, and a nut 224, The upper steel plate connector 210 embedded in the PSC beam girder 230 is connected.

Next, as shown in FIG. 5D, the girder connecting type coping portion 200 is formed by placing the concrete in the stepped type coping portion 120 so that the adjacent PSC beam girders 230 are continuous with each other. That is, the girder connecting type coping portion 200 is formed by combining the stepped type coping portion 120, the ends of the PSC beam girders 230, and the fulcrum portion concrete 170.

5D, a concrete slab 190 is formed on the upper surface of the PSC beam girders 230 and the upper surface of the fulcrum concrete 170, and the inner prestressing material 140 and the torsional tension member 161 are tightened. That is, at least one strand is formed inside the PSC beam girders 230, and a branch portion tension member 161 is inserted into the upper portion of the stepped type coping portion 120 The fulcrum portion tension member 161, and the internal tension member 140 are stranded wires, and the stranded wires are tensioned together.

Accordingly, the girder connecting type coping portion 200 is formed by combining the stepped type coping portion 120, the ends of the PSC beam girders 230, and the fulcrum portion concrete 170. In other words, the girder connecting type coping portion 200 may be constructed such that the stepped type coping portion 120 is a primary coiling portion at a pier end continuous point portion, and the ends of the PSC beam girders 230 and the fulcrum portion concrete 170 And the PSC beam girders 230 adjacent to each other may be connected to each other.

Therefore, when the girder is a PSC beam girder 230 in a bridge having a girder connecting type coping portion according to an embodiment of the present invention, the stepped coping portion 120, the ends of the PSC beam girder 230, The PSC beam girder 230 can be easily continued while maintaining the weight of the girder connecting type coupling portion 200 in which the subsidiary concrete 170 is combined. In addition, a bridge support for installation of the PSC beam girder 230 is not required and the continuous portion is strong, so that it is possible to construct a bridge having excellent usability without the need for expansion joint.

As a result, according to the bridge construction method including the girder connecting type coping portion according to the embodiment of the present invention, the girder connecting type coping portion formed by combining the coping portion, the end portion of the girder, Girders having various cross-sectional shapes such as a U-shaped girder and a PSC beam girder can be easily continued while maintaining a self weight of a range that does not deteriorate.

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: Bridge with girder connection type coping
200: girder connecting type coping portion
110: Pier (Pier)
120: Stepped type (Invert T type)
120a: a planar co-
130: U girder
230: PSC Beam girder
140: Internal tensions (stranded wire)
151: inner protruding bar
152: Connecting bars
160: Branch side sheath tube
161: Branch tension material (strand)
170: Concrete part
180: Filled concrete
181: partition wall
190: Concrete Slab
210: Upper plate joint member
211: Stud
220: Splice Steel Plate
221: Lower folding plate
222: Upper folding plate
223: Bolt
224: Nuts
240: Anchor
250: steel bar

Claims (11)

a) installing a bridge pier on the ground and installing a primary coping portion having an inner protruding reinforcing bar so as to extend laterally on the upper surface of the bridge pier;
b) mounting the end portions of the girders to the primary coping portion, respectively, so that the girders are adjacent to each other at the pier end successive portion;
c) assembling a connecting reinforcing bar to an inner protruding reinforcing bar of the primary coping portion so that the ends of the primary coping portion and the girders can be connected to each other;
d) forming a girder connecting type coping portion by placing a fulcrum concrete on an upper surface of the primary coping portion so that the girders adjacent to each other are continuous with each other; And
e) forming a concrete slab on the upper surface of the girders and on the upper surface of the fulcrum concrete
, ≪ / RTI &
Wherein the girder in the step b) is a U-shaped girder or a PSC (Prestressed Concrete) beam girder, and in the step d), the primary coping part is integrated with the girders by the fulcrum concrete. A bridge construction method comprising a girder connection type coping portion. The method according to claim 1,
Wherein when the girder in the step b) is a U-shaped girder, the primary coping portion is a stepped coping portion having stepped portions on both sides thereof, the end portions of the U-shaped girder are respectively respectively mounted on the stepped portions of the stepped- Characterized in that an inner tension member is installed inside the U-shaped girder. 3. The method of claim 2,
Wherein the U-shaped girder is formed with a partition wall, and the filled concrete is pushed into the U-shaped girder formed by the partition wall when the fulcrum concrete is poured. Construction method. The method of claim 3,
Wherein when the girder is a U-shaped girder, the girder connecting type coping portion is formed by combining the stepped type coping portion, the end portion of the U-shaped girder, the filled concrete, and the fulcrum portion concrete, A method of constructing a bridge with a coping portion. 3. The method of claim 2,
And a point portion sheath pipe for inserting a fulcrum portion tension member at an upper portion of the stepped-type coping portion is installed on the U-shaped girders in a throttling direction, wherein the piercing continuous point portion is formed as a girder connecting type coping portion. 6. The method of claim 5,
Wherein said fulcrums and said inner tensions are each stranded, and after step (e), said strand is tensed together. ≪ Desc / Clms Page number 13 > 3. The method of claim 2,
Wherein the stepped coping portion is pre-casted or in-situ with an inverted T-shape (⊥), and a vertical height of the stepped coping portion is formed to be lower than a height of the U-shaped girder so as to install the fulcrum portion sheath tube Wherein the continuous bridge portion is formed of a girder connection type coping portion. The method according to claim 1,
Wherein when the girder in the step b) is a PSC beam girder, the primary coping portion is a stepped coping portion having stepped portions on both sides thereof, the end portions of the PSC beam girder are respectively respectively mounted on the stepped portions of the stepped coping portion, Characterized in that an inner tensional element is installed inside the PSC beam girder to form a girder connection type coping portion. 9. The method of claim 8,
Wherein the PSC beam girder is bolted to the upper flange by an upper splice and the upper steel plate connection member is bolted to the upper flange by the upper splice. 9. The method of claim 8,
Characterized in that the fulcrum continuous tension portion is installed on the upper part of the stepped type coping portion and the fulcrum tensions and the inner tension are each a stranded wire and after the step e) A method of constructing a bridge with a coping portion. 9. The method of claim 8,
Wherein the stepped coping portion is pre-casted or in-situ in an inverted T-shape (⊥), and a vertical height of the stepped coping portion is formed to be equal to a height of the PSC beam girder. A method of constructing bridges.

Images