JP2002004224A - Construction method of single span and multi span composite girder bridge - Google Patents

Construction method of single span and multi span composite girder bridge

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Publication number
JP2002004224A
JP2002004224A JP2001017589A JP2001017589A JP2002004224A JP 2002004224 A JP2002004224 A JP 2002004224A JP 2001017589 A JP2001017589 A JP 2001017589A JP 2001017589 A JP2001017589 A JP 2001017589A JP 2002004224 A JP2002004224 A JP 2002004224A
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Japan
Prior art keywords
abutment
fulcrum
concrete
composite girder
girder bridge
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Granted
Application number
JP2001017589A
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Japanese (ja)
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JP3588325B2 (en
Inventor
Min Se Koo
民世 丘
Original Assignee
Min Se Koo
民世 丘
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Priority to KR1020000031515A priority Critical patent/KR20000054500A/en
Priority to KR2020000018176U priority patent/KR200212395Y1/en
Priority to KR200035471 priority
Priority to KR200031515 priority
Priority to KR200018176 priority
Priority to KR1020000035471A priority patent/KR20000058716A/en
Application filed by Min Se Koo, 民世 丘 filed Critical Min Se Koo
Publication of JP2002004224A publication Critical patent/JP2002004224A/en
Application granted granted Critical
Publication of JP3588325B2 publication Critical patent/JP3588325B2/en
Expired - Fee Related legal-status Critical Current
Anticipated expiration legal-status Critical

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Classifications

    • EFIXED CONSTRUCTIONS
    • E01CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
    • E01DCONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
    • E01D21/00Methods or apparatus specially adapted for erecting or assembling bridges
    • EFIXED CONSTRUCTIONS
    • E01CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
    • E01DCONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
    • E01D2101/00Material constitution of bridges
    • E01D2101/20Concrete, stone or stone-like material
    • E01D2101/24Concrete
    • E01D2101/26Concrete reinforced
    • E01D2101/28Concrete reinforced prestressed
    • E01D2101/285Composite prestressed concrete-metal

Abstract

PROBLEM TO BE SOLVED: To provide the construction method of a single span and multi span composite girder bridge further introducing compression stress in upper floor board concrete and the lower flange of a composite girder of a negative moment zone through a process lowering and lifting an end supporting point. SOLUTION: The construction method includes a step for providing a first abutment and a second abutment, a step for burying the shape steel of the bridge seat of the first abutment, a step for simply leaving a beam between the first abutment and the second abutment as it is, a step for connecting the shape steel of the first abutment and the lower flange of the beam, a step for placing joint concrete to the neutral axis of the beam from the upper part of the bridge seat part of the first abutment, a step for lowering the supporting point of the second abutment, a step for placing concrete to the floor board of the beam from the upper part of the joint concrete of the first abutment, a step for placing floor board concrete over the whole zone of the beam, and a step for lifting the supporting point of the second abutment side.

Description

DETAILED DESCRIPTION OF THE INVENTION

[0001]

The present invention relates to single-span and multi-span preflex composite girder bridges, PSC composite girder bridges, steel box girder bridges, steel plate girder bridges.
The invention relates to the construction of single and multi span composite girder bridges, such as irder bridges and long span truss bridges.

[0002]

2. Description of the Related Art In the prior art for the construction method of single-span and multi-span composite girder bridges, in the case of a single span, Korean Patent Publication No. 0250937 (hereinafter referred to as "cited invention 1"). There is a “method of manufacturing a simple beam type preflex composite beam using a temporary fulcrum”, and in the case of multiple spans, a “continuous beam type pre-mixed beam” disclosed in Korean Patent No. Stress (pre-stresse
d) Construction method of composite beam and prestressed continuous composite beam structure using it.

FIGS. 1 (a) to 1 (d) show steps of constructing a composite girder bridge of cited invention 1. FIG. The cited invention 1 will be described below with reference to these drawings.

As shown in FIGS. 1 (a) and 1 (b),
First, a pre-flex beam manufactured at a factory or a site is placed between abutments to provide a temporary fulcrum 51 at the center of the abutment, and the temporary fulcrum 51 is raised to recover compressive stress loss due to creep and drying shrinkage of the initial concrete. Further, compressive stress is introduced into the lower casing concrete 52.

Next, as shown in FIG. 1 (c), the upper floor slab concrete 53 and the abdominal concrete are poured and cured while the temporary fulcrum 51 is raised. Finally, FIG.
As shown in (d), if the temporary fulcrum 51 is removed after the upper slab concrete 53 is cured, a simple beam type preflex composite girder bridge is completed.

However, in the cited invention 1 manufactured by the above-described method, a temporary fulcrum should be provided at the center of the beam to apply an upward load. Therefore, especially in a place where the space under the girder is high, the staging is expensively added. Along with the cost, it has the drawback of hindering traffic flow under the bridge and complicating construction.

In cited invention 1, since the entire bridge behaves in a simple beam system, the cross section of the composite girder must be structurally increased by the maximum positive moment generated from the center of the beam. It also has the disadvantage of an additional use problem in that excessive sag in the center of the beam.

FIGS. 2 (a) to 2 (e) and FIGS. 3 (a) to 3 (g) respectively show a two-span continuous composite girder bridge and a three-span continuous composite girder bridge according to cited invention 2. FIG. 5 is a view showing a process of manufacturing the hologram.

First, a method of constructing a two-span continuous type composite girder bridge will be described. As shown in FIG. 2A, a pre-flex beam made for each span by a continuous beam design is used as a second fulcrum. It is connected at 54 and left stationary. Next, FIG.
As shown in (b), the connected second fulcrum 54 is raised to further introduce compressive stress to the lower casing concrete 52. Next, as shown in FIG.
The concrete slab 53 covering the upper flange of the steel girder near the fulcrum 54 was cast and cured, and FIG.
The fulcrum raised as shown in FIG.
A compressive stress corresponding to a negative moment generated in the nearby slab concrete is introduced. Next, FIG.
As shown in (e), when the slab concrete in the remaining section is cast, a complete two-span continuous preflex composite girder bridge is completed.

FIGS. 3 (a) to 3 (h) are views showing the process of constructing a three-span continuous preflex composite girder bridge.
In the composite span girder bridge of three spans continuous type, FIGS.
As shown in (d), the construction process at the second fulcrum 54 is the same as the construction process of the two span continuous preflex composite girder bridge shown in FIG. Next, FIGS. 3 (e) to 3
As shown in (h), the third fulcrum 55 is raised, the concrete slab 53 is cast, the third fulcrum 53 is lowered, and the remaining slab concrete is cast to complete three consecutive spans. Type preflex composite girder bridge is completed.

However, cited invention 2 produced as described above
There is a concern that the time difference between the positive moment and negative moment sections of concrete slab placement may cause construction joints to be generated, and the ascent and descent of each fulcrum will be carried out on the pier, not on the abutment adjacent to the land, ie, the second fulcrum Since it should be performed at the third fulcrum, there is a disadvantage that the work is inconvenient and involves the risk of a safety accident.

Furthermore, in both cited invention 1 and cited invention 2, the bridge seat device serving as a medium for transmitting the load of the upper structure to the lower structure has a hinge fulcrum that allows only rotation, and rotation and movement. It is constructed with roller fulcrums that allow for safe maintenance of the superstructure, as well as the use of nerves, and can cause catastrophic damage in the event of an earthquake.

[0013]

DISCLOSURE OF THE INVENTION The present invention has been made to solve the above-mentioned conventional problems, and an object of the present invention is to use a beam and an abutment as one supporting point in the construction of a single span composite girder bridge. In the case of a multi-span composite girder bridge, the beam and the pier are integrated or not integrated so that the fulcrum on the abutment, that is, the end fulcrum, is lowered and raised. To provide a practical, practical and economical new construction method of single-span and multi-span composite girder bridges that further introduces compressive stress into the upper deck slab concrete and the lower flange of the composite girder in the moment section There.

[0014]

In order to achieve the above-mentioned object, a method for constructing a single span composite girder bridge according to the present invention comprises the steps of providing a first abutment and a second abutment, and a bridge of the first abutment. Embedding a shaped steel in a seat, simply placing a beam between the first and second abutments, connecting a shaped steel of the first abutment to a lower flange of the beam, Casting joint concrete from the upper part of the bridge seat of the first abutment to the neutral axis of the beam, lowering the fulcrum on the second abutment side, and carrying out the beam from the upper part of the joint concrete of the first abutment And the step of placing concrete over the entire section of the beam, and the step of raising the lowered fulcrum on the second abutment side.

Further, the method of constructing a multi-span continuous composite girder bridge according to the present invention includes connecting at least two or more beams to each other to form a first abutment and a second abutment and at least one or more inner piers. Simply laying down the floor, lowering the fulcrum on the first and second abutments, casting concrete over the entire section of the beam, and lowering the first and second abutments. And raising the fulcrum.

Preferably, the method for constructing a multi-span continuous composite girder bridge as described above further includes a step of burying a shaped steel in a copping portion of the inner pier before the step of simply standing the beam. After the step of simply deferring the beam, the step of connecting the shape steel and the lower flange of the beam, and the step of casting joint concrete from the upper part of the cupping portion of the inner pier to the neutral axis of the beam. After the step of lowering the fulcrum of the first and second abutments, the method further includes the step of placing concrete from the upper surface of the joint concrete of the inner pier to the floor slab of the beam.

Here, when the fulcrums on the first and second abutments are lowered, the fulcrum on the first abutment side and the fulcrum on the second abutment side are simultaneously lowered, and the fulcrums on the first and second abutments are lowered. When ascending, the fulcrum on the first abutment side lowered and the second
Raise the fulcrum on the abutment side at the same time.

However, as another alternative, the first and second
When the fulcrum on the abutment side is lowered, the fulcrum on the first abutment side and the fulcrum on the second abutment side are sequentially lowered, and the first and second fulcrums are lowered.
When the fulcrum on the abutment side is raised, the fulcrum on the first abutment side and the fulcrum on the second abutment side may be sequentially raised.

In the case of a two-span continuous composite girder bridge, when the fulcrums on the first and second abutments are lowered, only one of the fulcrums on the first and second abutments is lowered. ,
When raising the fulcrum on the first and second abutment side, only the one fulcrum that has been lowered is raised.

On the other hand, in a construction method for constructing a preflex composite girder bridge, when the beam and the pier are not integrated, after the beam is connected, the lower casing concrete is applied to the joint after the step of simply laying the beam on the pier. The step of setting is further included.

On the other hand, a method for constructing a preflex composite girder bridge or a steel box-shaped steel further includes a step of providing a plurality of reinforcing members and studs on the abdomen of the beam.

The method for constructing a PSC composite girder bridge further includes a step of pulling out and placing a reinforcing bar on the abdomen of the beam.

[0023]

BRIEF DESCRIPTION OF THE DRAWINGS FIG. 1 is a perspective view of a single-span and multi-span composite girder bridge according to the present invention. The construction method according to the present invention is a preflex composite girder bridge, PS
Applicable to C composite girder bridge, steel box girder bridge, steel plate girder bridge, and span span truss bridge.

4 to 7 relate to a construction method for integrating a beam and an abutment in a single-span composite girder bridge, and FIG. 4 simply places a preflex beam 2 made of a simple beam type between a pair of abutments. In this state, the connection between the bridge seat 1 of one of the abutments and the pre-flex beam 2 is shown. First, as shown in FIG. 4A, an H-shaped steel or a □ -shaped steel 3 is buried in the bridge seat 1 and a joint plate 4 for connection with the lower flange 60 of the beam 2 is welded thereon. After that, the section steel 3 is compacted with the lower flange of the beam 2 by bolts 5 or welding. The beam 2 has a reinforcing material 8
Steel girder (stee) covered with concrete
l girder) is provided with studs 9 to enhance the effect of combining with concrete.

Next, as shown in FIG. 4 (b), the joint concrete 10 is cast from the upper part of the abutment to the neutral axis of the cross section of the preflex beam 2 and integrated, and then the concrete to be cast The reinforcing bar 6 is again pulled out and placed on the joint concrete 10 again in order to secure the integrity with the joint.

Then, as shown in FIG. 4 (c), the concrete is cast together with the upper floor slab 61 so as to function as a complete fixed fulcrum.

FIG. 4D is a plan view of the abutment associated with such a process.

FIG. 5 shows the case of a steel box girder bridge.
Abutment 1 on one side abutment with the slab simply affixed between the abutments
It is a figure showing that steel box girder 2 is connected.

As in the case of FIG. 4, as shown in FIG. 5 (a), first, an H-shaped steel or a □ -shaped steel 3 is buried in the bridge seat 1, and the lower part of the steel box girder 2 is placed thereon. After the connection plate 4 for connection with the flange 60 is welded, the shaped steel 3 is compacted with the lower flange 60 of the steel box girder 2 by bolts 5 or welding. If the steel box girder 2 is provided with a reinforcing material 8 to reinforce the steel girder and the stud 9 is provided on the steel girder covered with concrete, the effect of combining with the concrete can be enhanced.

Next, as shown in FIG. 5 (b), the joint concrete 10 is cast from the upper portion of the abutment to the neutral axis of the cross section of the steel box girder 2 and integrated therewith. The reinforcing bar 6 is again pulled out and placed on the joint concrete 10 again in order to secure the integrity with the joint.

Then, as shown in FIG. 5 (c), concrete can be cast together with the upper floor slab 61 to serve as a complete fixed fulcrum.

FIG. 6 shows the case of a PSC composite girder bridge, in which the bridge seat 1 of one of the abutments and the PSC beam 2 are connected in a state where the PSC beam 2 is simply installed between the abutments. .

As in the case of FIGS. 4 and 5, FIG.
As shown in the above, first, an H-section steel or □ -section steel 3
After the joint plate 4 for connection with the lower flange of the PSC beam 2 is welded thereon, the shaped steel 3 is embedded in the concrete of the lower flange of the PSC beam 2. And by welding 15.

Next, as shown in FIG. 6 (b), the PSC beam 2 is transferred from the upper portion of the abutment simultaneously with the slab concrete placement in the remaining section excluding the section of about 10% of the entire span length from the fixed fulcrum side. The joint concrete 10 is cast and integrated up to the neutral axis of the cross section, and the parapet 63 of the abutment is also provided. Further, the reinforcing bar 6 is previously pulled out on the joint concrete 10 and the chest wall in order to secure the integrity with the concrete to be cast next.
In this case, in the concrete slab cast into the abutment's chest wall 63, the tension rebar 64 is buried in advance to correspond to the tensile force generated when the moving fulcrum is lowered during the construction process. Section length about 10
% Is a value determined by conducting a parameter study using the length of the negative moment section as a variable in the case of a bridge with a span length of 30 m, and is a length at which a compressive stress can be introduced most efficiently. This can vary depending on the type of bridge grade and the concrete material used.

Next, as shown in FIG. 6 (c), concrete is cast together with the remaining upper floor slab 61 so that it can function as a complete fixed fulcrum.

FIG. 7 is a diagram showing a construction process of a single span composite girder bridge.

FIG. 7A shows a state in which a beam manufactured at a factory or a site is simply placed on a pair of abutments, and one of the fulcrums is used as a fixed fulcrum 71 while the other fulcrum is used as a movable fulcrum 72.
FIG.

FIG. 7B is a diagram showing a process of lowering the moving fulcrum 72 to introduce a compressive stress to the lower flange of the beam and a moment diagram due to the process.

FIG. 7 (c) shows a concrete slab (FIG. 4 (c), FIG. 5 (c), FIG. 6) with the moving fulcrum 72 lowered.
A state diagram in which reference numeral 61) in (c) is cast and a moment diagram due to this.

FIG. 7D shows that after the floor slab concrete has been cured, the lowered moving fulcrum 72 is raised and the fixed fulcrum 7 is raised.
It is the figure which showed that compressive stress corresponding to the negative moment which arises from one side was introduced into floor slab concrete. FIG.
In the process (d), a tensile stress is generated in the lower flange, which is about 60-70% of the compressive stress introduced when the moving fulcrum 72 is lowered due to the increased sectional rigidity after the synthesis.
Therefore, a compression pre-stressing effect of about 30-40% can be obtained.

Here, in the case of the PSC composite girder bridge, before lowering the movable fulcrum, the slab concrete is poured into a section excluding the section of about 10% of the span length from the end of the fixed fulcrum, and the remaining section is the end. It is cast after the fulcrum is lowered.

In the case of the single span composite girder bridge of the present invention, the section of about 10% of the span length from the end of the fixed fulcrum can be enlarged and the cross section can be designed to be variable due to the large moment of the fixed fulcrum. .

FIGS. 8 and 9 eliminate the possibility of the construction joint of the problem of the cited invention 2 described in the prior art and the danger of a safety accident caused by the work of raising and lowering the fulcrum on the pier. And a construction method for the same, and as described above, can be applied to a preflex composite girder bridge, a PSC composite girder bridge, a steel box girder bridge, a steel plate girder bridge, a long span truss bridge, and the like.

FIG. 8 is a view showing a construction process of a two-span continuous composite girder bridge according to the present invention, in which the pier and the composite girder are not integrated. Unlike the case where compressive stress is further introduced into the lower flange of the moment section, as shown in FIG. 8 (a), the present invention employs a pre-flex beam or PS made of a simple beam type.
The C beam is fixed on the abutment and the pier, and connected at the internal fulcrum 73 as shown in FIGS. 10A and 10C, or as shown in FIG. 10B, the internal fulcrum in the negative moment section of the entire bridge. 73 is connected at one place on the left or right side.

FIG. 8B shows a state diagram in which the fulcrum at both ends on the abutment side is lowered to further introduce a compressive stress into the lower flange, and a moment diagram based on this.

FIG. 8 (c) is a diagram showing a state in which floor slab concrete is cast with the fulcrums at both ends lowered, and a moment diagram based on this.

FIG. 8D shows that after the slab concrete is cured, the fulcrums of the lowered both ends are raised, and the compressive stress corresponding to the tensile stress generated from the internal fulcrum part after the synthesis is introduced into the slab concrete. FIG. FIG.
In the process (d), a tensile stress is generated in the lower flange as in the case of the single span, but this is about 60-% of the compressive stress introduced when the fulcrum at both ends is lowered due to the increased sectional rigidity after the combination. Because it corresponds to 70%, after all about 30-40
% Of the compression prestressing effect can be obtained.

Similarly, in the case of the PSC composite girder bridge, before lowering the fulcrums at both ends, concrete slabs are cast on the left and right sides of the inner fulcrum in a section excluding the section of about 10% of the corresponding span length. The remaining sections will be cast after the fulcrums at both ends have descended.

FIG. 9 is a view showing a construction process of a three span continuous composite girder bridge according to the present invention, in which the pier and the composite girder are not integrated.

FIG. 9 (a) shows the pre-flex beam or the PSC beam fabricated on an abutment and a pier, and a right moment or a left moment of a pier in a negative moment section of an entire bridge at an inner fulcrum or off an inner fulcrum. Figure 1 in one place
11 (a), FIG. 10 (b) and FIG. 10 (c) are connected state diagrams.

As described above, as shown in FIG. 9B, the cited invention 2 uses the second fulcrum 73 and the third fulcrum 7 of the internal fulcrum.
Unlike the case where the compressive stress is further introduced into the lower flange of the positive moment section by sequentially raising the fulcrum 4, the fulcrum at both ends on the abutment side is lowered simultaneously or sequentially to obtain the same effect.

FIG. 9 (c) is a diagram showing a state where floor slab concrete is cast with the fulcrums at both ends lowered, and a moment diagram based on this.

FIG. 9D shows that after the floor slab concrete is cured, the lowered both fulcrums are raised and a compressive stress corresponding to the tensile stress generated at the internal fulcrum after the synthesis is introduced into the slab concrete. FIG. At this time, similarly, tensile stress is generated in the lower flange, which corresponds to approximately 60-70% of the compressive stress introduced when the fulcrum at both ends is lowered due to the increased cross-sectional rigidity after synthesis.
As a result, a compression prestressing effect of about 30-40% can be obtained. In the case of a three-span continuous composite girder bridge in which the bridge pier and the composite girder of the present invention are not integrated, the positive moment generated from the inner span is approximately smaller in absolute value than the maximum negative moment generated at the inner fulcrum due to the structural characteristics of the continuous beam. Since it is only 1/5, a sufficient compressive stress is maintained even when the compression prestressing is not introduced when the fulcrum is lowered and raised at both ends.

Similarly, in the case of the PSC composite girder bridge, before lowering the fulcrums at both ends, concrete slabs are cast on the left and right sides of the inner fulcrum in a section excluding the section of about 10% of the span length. The remaining sections are cast after the fulcrums of both ends are lowered.

FIG. 10 (a) is a detailed view of a preflex composite girder bridge in which two beams 2 are connected to a plurality of joint plates 4 and bolts 5 at internal fulcrums. In the case of the cited invention 2 described in the prior art, after raising the fulcrum, the floor concrete in the negative moment section is cast, and the joint concrete 11 is cast on the internal fulcrum. Lays joint concrete 11 on the internal fulcrum before lowering the fulcrums at both ends.

FIG. 10 (b) shows still another connection method in the case of the preflex composite girder bridge, in which two beams 2 are connected to a plurality of beams at one of the right and left sides of the pier deviating from the internal fulcrum. FIG. 3 is a detailed view of a plate 4 and bolts 5 connected together. Similarly, in the case of the cited invention 2 described in the prior art, after raising the fulcrum, the floor concrete in the negative moment section is cast and the joint concrete 11 is cast at the internal fulcrum. In the case of (1), the joint concrete 11 is poured into the joint before lowering the fulcrums at both ends.

FIG. 10 (c) is a detailed view in which two beams 2 are connected at an internal fulcrum in the case of a PSC composite girder bridge. At the time of producing each PSC beam, bolts 5 are inserted in advance into the concrete of the upper flange and placed, and continuity is achieved by using the joint plate 4 when connecting the beams. The beam is also connected to the lower flange using the connection reinforcing bar 6. This is because the role of the connecting reinforcing bar 6 is not so large because the lower flange of the internal fulcrum is on the compression side, but it is for stabilizing the entire composite girder. Further, a joint stopper 12 is provided on the neutral shaft of the beam for convenience in connection work, and the gap is filled with non-shrinkable mortar.

Since the steel box girder bridge has no joint at the internal fulcrum, the method of the present invention can be applied more easily.

FIGS. 11 to 15 show still another example of a method of constructing a multi-span continuous composite girder bridge. Integrating the beam and the pier reduces the problems of the bridge seat device and the damage caused by the earthquake. In order to further prepare. The following is a description of such an integration method and a construction method.

In the case of a preflex composite girder bridge,
As shown in FIG. 11A, two preflex beams 2 manufactured by a simple beam type are connected to each other by a plurality of joint plates 4 and bolts 5 as in FIG. And then compacted by welding with the lower flange 60 of the steel girder. Also, joint concrete 1 to be cast in the next stage
The reinforcing bar 6 is previously drawn out of the bridge pier 13 and the lower casing concrete 52 of the beam 2 in order to assist in the integration with the bridge. Then, similarly to FIG. 11 (b), the joint concrete 10 is cast and integrated from the upper part of the bridge pier 13 to the concrete of the lower flange of the remaining lower flange of the beam 2, and the next The reinforcing bar 6 is further pulled out and placed in order to achieve the integration with the concrete to be provided.

As shown in FIG. 11 (c), with the end fulcrum of the multi-span continuous composite girder bridge of the present invention lowered, simultaneously with the placement of floor slab concrete and abdominal concrete, the remaining upper part of the pier is struck. With this arrangement, a multi-span continuous preflex composite girder bridge in which the beam 2 and the pier 13 are completely integrated can be completed. FIG. 11 (d) shows the □ buried in the pier 13.
FIG. 2 is a plan view showing a section steel 14.

FIG. 12 is a view showing the case of a steel box girder bridge.

As shown in FIG. 12A, the steel box girder 2 which is a segment corresponding to the negative moment section is connected to the pier 13.
After being placed on the □ -shaped steel 14 buried in advance, the beam 2 is compacted by welding with the lower flange 60 of the beam 2. Then, similarly to FIG. 12B, the joint concrete 10 is cast and integrated from the upper part of the pier 13 to the neutral axis of the cross section of the beam 2. Here, the reinforcing bar 6 is pulled out and placed on the bridge pier 13, the reinforcing member 8 is provided on the abdomen of the steel box girder, and the stud 9 is provided not only on the upper flange but also on the abdomen to enhance the effect of combining with the concrete. In particular, in the case of a steel box girder bridge, since there is no joint of a composite girder on the pier, the construction method of the present invention can be more easily applied.

As in FIG. 12 (c), while the end fulcrum of the multi-span continuous composite girder bridge of the present invention is lowered, the remaining upper portion of the pier is cast simultaneously with the placement of the floor slab concrete. Thus, a multi-span continuous steel box girder bridge in which the beam and the pier are completely integrated can be completed.

FIG. 13 is a diagram showing the case of a PSC composite girder bridge.

As shown in FIG. 13A, FIG.
(B) Two PSC beams 2 interconnected in the same manner as in (b) are mounted on a square steel 14 which is also previously buried on a pier 13 and then buried in concrete at the lower flange. 4 and compact by welding. Next, FIG.
As shown in Fig. 3 (b), joints from the upper part of the pier to the neutral axis of the cross section of the PSC beam 2 at the same time as the concrete slab is cast in the remaining section excluding the section of about 10% of the applicable span length from the inner fulcrum to the left and right The concrete 10 is cast and integrated.
Further, in order to ensure the integrity with the concrete to be cast next, the reinforcing bar 6 is again pulled out and put on the joint concrete 10 again. Here, the floor slabs cast in the remaining section excluding the inner fulcrum portion are connected by embedding the tensile reinforcing bars 64 in advance. This is to cope with the tensile force generated when the fulcrum at both ends is lowered during the construction process. Section length is about 10%
Is the value determined by conducting a parameter study using the length of the negative moment section as a variable in the case of a bridge with a span of 30 m, and the length that can introduce the compressive stress most efficiently. Yes, this can vary depending on the type of bridge grade and the concrete material used.

As shown in FIG. 13 (c), the beam and the pier are completely completed by laying the remaining slab concrete at the same time as placing the remaining slab concrete with both ends lowered. To complete the multi-span continuous PSC composite girder bridge integrated into the bridge.

FIG. 14 is a view showing a construction process of a two-span continuous composite girder bridge in which the pier and the composite girder are integrated.

FIG. 14A shows a composite girder and a pier in FIG.
(B), after compacting as shown in FIG. 12 (b), and FIG. 13 (b), simultaneously lowering the fulcrum at both ends of the entire structure or sequentially to introduce a compressive stress into the lower flange. It is a moment diagram based on this.

FIG. 14 (b) shows a process of placing the slab concrete with the fulcrums at both ends lowered, and a moment diagram based on the process. Here, FIG. 11 (c), FIG.
(C) And, as shown in FIG. 13 (c), simultaneously with the placement of the floor slab concrete, the concrete is also placed on the remaining upper part of the pier to completely integrate the pier and the composite girder.

FIG. 14 (c) shows that after the floor slab concrete and the upper concrete of the pier have been cured, the lowered fulcrums are simultaneously or sequentially raised and the tensile force generated from the floor slab concrete in the negative moment section due to the design live load is obtained. It is a figure showing that compressive stress corresponding to stress is introduced.
In this construction stage, tensile stress is generated in the lower plunge of the positive moment section, and this is approximately 6% of the compressive stress introduced when the fulcrum at both ends is lowered due to the increased sectional rigidity after the synthesis.
Since it corresponds to 0-70%, a compression pre-stretching effect of about 30-40% can be finally obtained.

In the case of the PSC composite girder bridge, before lowering the fulcrums at both ends, concrete is slab laid on the left and right sides of the inner fulcrum in a section excluding the section of about 10% of the corresponding span length, and the remaining sections are reinforced at both ends After the fulcrum is lowered, it is cast.

In the case of the two-span continuous composite girder bridge shown in FIGS. 8 and 14, the same effect can be obtained by lowering and raising only one end fulcrum according to the site requirements. However, in this case, a double value should be applied to the descending amount and the ascending amount as compared with the case where both ends are lowered and raised simultaneously or sequentially.

FIG. 15 shows a construction process of a three-span continuous composite girder bridge in which a bridge pier and a composite girder according to the present invention are integrated.

FIG. 15A shows a composite girder and a pier in FIG.
(B), after connecting as shown in FIG. 12 (b) and FIG. 13 (b), simultaneously lowering the fulcrum of both ends of the entire structure simultaneously or sequentially to introduce further compressive stress into the lower flange. It is a moment diagram based on this.

FIG. 15 (b) is a diagram showing the process of placing the slab concrete with the fulcrums at both ends lowered, and the moment diagram based on this process. Here, FIG. 11 (c), FIG.
(C) At the same time as the floor slab concrete is cast as shown in FIG. 13 (c), concrete is also cast on the remaining upper part of the pier to completely integrate the pier and the composite girder.

FIG. 15 (c) shows that after the floor slab concrete and the upper concrete of the pier have been cured, the lowered both fulcrums are raised simultaneously or sequentially to generate from the slab concrete in the negative moment section due to the design live load. FIG. 4 is a diagram showing that a compressive stress corresponding to a tensile stress to be applied is introduced. Like the two-span continuous composite girder bridge, tensile stress is generated in the lower flange at this stage of construction, but this is due to the increased sectional rigidity after the composite, which is about 60-% of the compressive stress introduced when the end fulcrum is lowered. 70%, so after all, about 3
A compression prestressing effect of about 0-40% can be obtained.

Similarly, in the case of the PSC composite girder bridge, before lowering the fulcrums at both ends, concrete slabs are cast on the left and right sides of the inner fulcrum in a section excluding the section of about 10% of the length of the corresponding span. The section will be cast after the fulcrum at both ends is lowered.

In the case of a three-span continuous composite girder bridge in which the pier and the composite girder of the present invention are integrated, the positive moment generated from the inner span is an absolute value compared to the maximum negative moment generated from the inner fulcrum. Since it is only about 1 / 3.5, sufficient compressive stress is maintained even if additional compressive prestressing is not introduced when the fulcrum is lowered and raised.

The multi-span continuous composite girder bridge according to the present invention, in which the pier and the composite girder are integrated, has a large moment generated from the vicinity of the integrated pier and the composite girder. In the section of about 10%, the cross section of the composite girder can be enlarged to design a variable cross section.

Further, the single-span and multi-span composite girder structures according to the present invention can adjust the amount of compressive prestress introduced into the lower flange of the composite girder by making the rising amount smaller than the descending amount of the end fulcrum. .

[0082]

As described above, in the case of a multi-span continuous composite girder bridge according to the present invention in which the upper composite girder and the pier are not integrated, the slab concrete is cast at once and the fulcrum lowering and raising work is performed on land. By using an abutment adjacent to the pier, the occurrence of a construction joint due to the time difference of concrete slab placement in the positive / negative moment section, which is a problem of cited invention 2 described in the related art, is prevented, and the fulcrum raised by the pier is raised. In addition, the inconvenience of the descent work and the danger of safety accidents can be eliminated.

Further, the construction method of the single-span composite girder bridge according to the present invention, in which the upper composite girder is integrated with the one-sided abutment, and the multi-span continuous composite girder bridge, in which the upper composite girder is integrated with the pier, have the advantages described above.
The single-span, two-span, and three-span structures of the cited invention are determinated, primary and secondary indeterminate, respectively.
d) Compared to a structure, the present invention
By being converted to the next and eighth order indefinite structures, the energy dispersion effect by plasticity is large, so the vibration reduction effect and seismic resistance can be greatly improved, and the composite girder and substructure are integrated As a result, a large moment that can be generated is distributed to the substructure, so that the load on the external force of the beam is reduced, and the beam height and the span length are reduced by about 20.
% Reduction effect and extension effect can be expected, and a more economical cross section can be obtained.

Further, it is possible to reduce the number of bridge seat devices that require continuous maintenance due to deterioration of all bridges, thereby further improving the economic efficiency.

[Brief description of the drawings]

FIG. 1 is a view showing a construction process of a single-span preflex composite girder bridge according to a conventional technique.

FIG. 2 is a view showing a construction process of a two-span continuous preflex composite girder bridge according to a conventional technique.

FIG. 3 is a view showing a construction process of a three span continuous preflex composite girder bridge according to a conventional technique.

FIG. 4 is a connection state diagram of an abutment and a composite girder for construction of a single span preflex composite girder bridge according to the present invention.

FIG. 5 is a connection state diagram of an abutment and a composite girder for construction of a single-span steel box girder bridge according to the present invention.

FIG. 6 is a connection state diagram of an abutment and a composite girder for construction of a single span PSC composite girder bridge according to the present invention.

FIG. 7 is a view showing a construction process of the single span composite girder bridge according to the present invention.

FIG. 8 shows a composite girder according to the present invention and a pier that are not integrated 2
It is the figure which showed the construction process of the continuous span girder bridge.

FIG. 9: The composite girder and pier according to the present invention are not integrated 3
It is the figure which showed the construction process of the continuous span girder bridge.

FIG. 10 is a connection state diagram of beams at internal fulcrums when the multispan continuous composite girder bridge according to the present invention is constructed.

FIG. 11 is a connection diagram of a pier and a composite girder for constructing a composite girder bridge of a multi-span continuous preflex in which the composite girder and the pier according to the present invention are integrated.

FIG. 12 is a connection state diagram of a pier and a composite girder for construction of a multi-span continuous steel box girder bridge in which the composite girder and the pier according to the present invention are integrated.

FIG. 13 is a connection state diagram of a pier and a composite girder for constructing a multi-span continuous PSC composite girder bridge in which the composite girder and the pier according to the present invention are integrated.

FIG. 14 shows a composite girder and bridge pier according to the present invention 2
It is the figure which showed the construction process of the continuous span girder bridge.

FIG. 15 shows a composite girder and a bridge pier 3 according to the present invention.
It is the figure which showed the construction process of the continuous span girder bridge.

[Explanation of symbols]

 DESCRIPTION OF SYMBOLS 1 Bridge seat 2 Beam 3 Shaped steel 4 Joint plate 5 Bolt 6 Reinforcement 8 Reinforcement material 9 Stud 10 Jointed concrete 11 Jointed concrete 12 Joint stopper 13 Bridge pier 14 Shaped steel 15 Welding 60 Lower flange 61 Floor plate 62 Plate 63 Chest wall 64 Tension steel

Claims (13)

[Claims]
1. A step of providing a first abutment and a second abutment; a step of burying a shaped steel in a bridge seat portion of the first abutment; and simply placing a beam between the first and second abutments. Connecting the shaped steel of the first abutment to the lower flange of the beam; and casting joint concrete from the upper surface of the bridge seat of the first abutment to the neutral axis of the beam; Lowering the fulcrum on the second abutment side; casting concrete from the upper surface of the joint concrete of the first abutment to the slab of the beam; and casting concrete slab on the beam; Raising the fulcrum on the side of the second abutment that has been lowered, the method comprising the steps of:
2. A method for connecting at least two or more beams to each other and simply placing the beams between a first abutment and a second abutment and at least one or more inner abutments; A step of lowering a fulcrum, placing concrete on the beam, and raising a fulcrum of the lowered first and second abutments. Construction method of continuous continuous girder bridge.
3. The method according to claim 2, further comprising the step of placing lower casing concrete at a joint of the beam before the step of simply holding the beam for the construction of the preflex composite girder. Construction method of multi-span continuous composite girder bridge described in.
4. prior to the step of simply deferring said beam;
Burying a shape steel in the coping portion of the inner pier; connecting the shape steel and a lower flange of the beam after the step of simply keeping the beam; and After the step of casting the joint concrete to the neutral axis of the beam and the step of lowering the fulcrum on the first and second abutment sides, the concrete is poured from the upper surface of the joint concrete of the inner pier to the floor slab of the beam. The method for constructing a multi-span continuous composite girder bridge according to claim 2, further comprising the steps of:
5. When the fulcrums on the first and second abutments are lowered, the fulcrum on the first abutment side and the fulcrums on the second abutment side are simultaneously lowered, and the fulcrums on the first and second abutments are raised. 5. The method according to claim 2, wherein the fulcrum on the first abutment side and the fulcrum on the second abutment side, which are sometimes lowered, are simultaneously raised. 6.
6. When the fulcrums on the first and second abutments descend, the fulcrum on the first abutment side and the fulcrums on the second abutment side are sequentially lowered, and the fulcrums on the first and second abutments are reduced. The method according to claim 2 or 4, wherein the fulcrum on the first abutment side and the fulcrum on the second abutment side are sequentially raised when ascending.
7. For the construction of a two span continuous composite girder bridge, when the fulcrums on the first and second abutments are lowered, only one of the fulcrums on the first and second abutments is moved. The fulcrum on the first and second abutment side is raised, and only the one fulcrum that has been lowered is raised.
Or the construction method of the multi-span continuous composite girder bridge according to 4.
8. The method of claim 1, further comprising providing one or more reinforcements and studs on the abdomen of the beam to construct a preflex composite girder bridge or a steel box composite girder bridge. 4. The method for constructing a composite girder bridge according to 4.
9. The method for constructing a composite girder bridge according to claim 1, further comprising the step of extracting and placing a reinforcing bar on the abdomen of the beam to construct a PSC composite girder bridge.
10. laying concrete in the positive moment section of the parapet and beam of the first abutment before the step of lowering the fulcrum on the side of the second abutment to construct a PSC composite girder bridge; The method according to claim 1, further comprising: burying a joint reinforcing bar connecting the parapet and the slab concrete.
11. laying concrete in a positive moment section of the beam before lowering the fulcrum on the first and second abutments to construct a PSC composite girder bridge; The method for constructing a multi-span composite girder bridge according to claim 2 or 4, further comprising the step of burying joint reinforcing bars that connect the slab concrete to each other.
12. The method for constructing a multi-span composite girder bridge according to claim 2, wherein a joint position of the beam is set at an internal fulcrum.
13. The method for constructing a multi-span composite girder bridge according to claim 2, wherein the joint position of the beam is located at one of left and right sides of the internal fulcrum.
JP2001017589A 2000-06-08 2001-01-25 Construction method of single span and multi span composite girder bridges Expired - Fee Related JP3588325B2 (en)

Priority Applications (6)

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KR1020000031515A KR20000054500A (en) 2000-06-08 2000-06-08 Construction method that introduces compressive stress to bottom plate concrete and bottom moment flange of parent section by using and adjusting the descending and rising process of end point in short span and multi span composite structures
KR200031515 2000-06-26
KR200018176 2000-06-26
KR1020000035471A KR20000058716A (en) 2000-06-26 2000-06-26 Multi-span continuous composite construction that integrates beams and piers and lowers and raises end points
KR2020000018176U KR200212395Y1 (en) 2000-06-26 2000-06-26 Cross-sectional structure integrating lower structure and upper mold
KR200035471 2000-06-26

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KR100522170B1 (en) 2005-10-18
WO2001096665A1 (en) 2001-12-20

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