JP3588325B2 - Construction method of single span and multi span composite girder bridges - Google Patents

Construction method of single span and multi span composite girder bridges Download PDF

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Publication number
JP3588325B2
JP3588325B2 JP2001017589A JP2001017589A JP3588325B2 JP 3588325 B2 JP3588325 B2 JP 3588325B2 JP 2001017589 A JP2001017589 A JP 2001017589A JP 2001017589 A JP2001017589 A JP 2001017589A JP 3588325 B2 JP3588325 B2 JP 3588325B2
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Prior art keywords
fulcrum
abutment
concrete
composite girder
bridge
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Expired - Fee Related
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JP2001017589A
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JP2002004224A (en
Inventor
民世 丘
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民世 丘
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Priority to KR1020000031515A priority Critical patent/KR20000054500A/en
Priority to KR200018176 priority
Priority to KR1020000035471A priority patent/KR20000058716A/en
Priority to KR2020000018176U priority patent/KR200212395Y1/en
Priority to KR200031515 priority
Priority to KR200035471 priority
Application filed by 民世 丘 filed Critical 民世 丘
Publication of JP2002004224A publication Critical patent/JP2002004224A/en
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    • 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

Description

[0001]
TECHNICAL FIELD OF THE INVENTION
The present invention relates to single-span and multi-span preflex composite girder bridges, PSC composite girder bridges, steel box girder bridges, plate girder bridges, and long spans. The present invention relates to a method for constructing a single-span and multi-span composite girder bridge such as a truss bridge.
[0002]
[Prior 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, the “temporary fulcrum” of Korean Patent No. 0250937 (hereinafter referred to as “Cited Invention 1”) is used. In the case of multiple spans, there is a “continuous beam type pre-stressed” disclosed in Korean Patent No. 105754 (hereinafter referred to as “Cited Invention 2”). ) Construction method of composite beam and prestressed continuous composite beam structure using it.
[0003]
1 (a) to 1 (d) show steps of constructing the composite girder bridge of cited invention 1. FIG. The cited invention 1 will be described below with reference to these drawings.
[0004]
As shown in FIGS. 1 (a) and 1 (b), a pre-flex beam manufactured at a factory or a site is first placed between abutments, and a temporary fulcrum 51 is provided at the center of the abutment, and creep of the initial concrete is performed. The temporary fulcrum 51 is raised to recover the compressive stress loss due to the drying shrinkage, and the compressive stress is introduced into the lower casing concrete 52.
[0005]
Next, as shown in FIG. 1 (c), the upper slab concrete 53 and the abdominal concrete are cast and cured while the temporary fulcrum 51 is raised. Finally, as shown in FIG. 1D, 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.
[0006]
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, staging is installed, and an expensive additional cost is required. Disadvantages are that it hinders traffic flow under the bridge and complicates construction.
[0007]
In cited invention 1, since the entire bridge behaves in a simple beam system, structurally, the maximum positive moment generated from the center of the beam has to increase the cross section of the composite girder, thereby increasing the beam's cross section. The additional use problem of excessive center sag is also a disadvantage.
[0008]
FIGS. 2 (a) to 2 (e) and FIGS. 3 (a) to 3 (g) show a two-span continuous composite girder bridge and a three-span continuous girder bridge according to cited invention 2, respectively. It is a figure showing a process.
[0009]
First, a method of constructing a two-span continuous composite girder bridge will be described. As shown in FIG. 2A, a preflex beam made for each span by the design of a continuous beam is connected at a second fulcrum 54. And leave it deferred. Next, as shown in FIG. 2B, the connected second fulcrum 54 is raised to further introduce compressive stress into the lower casing concrete 52. Next, as shown in FIG. 2 (c), floor slab concrete 53 wrapping the upper flange of a steel girder near the second fulcrum 54 is cast and cured, as shown in FIG. 2 (d). And the compressive stress corresponding to the negative moment generated in the floor slab concrete near the second fulcrum 54 is introduced. Next, as shown in FIG. 2 (e), when the slab concrete in the remaining section is cast, a complete two-span continuous preflex composite girder bridge is completed.
[0010]
3 (a) to 3 (h) are diagrams showing a construction process of a three span continuous pre-flex composite girder bridge. As shown in FIGS. 3A to 3D, in the three span continuous type girder bridge, the construction process at the second fulcrum 54 is the two span continuous type preflex composite girder shown in FIG. It will be the same as the bridge construction process. Next, as shown in FIG. 3 (e) to FIG. 3 (h), the third fulcrum 55 is raised, the concrete slab 53 is cast, the third fulcrum 53 is lowered, and the remaining concrete slab is lowered. The complete 3-span continuous pre-flex composite girder bridge is completed.
[0011]
However, the cited invention 2 manufactured as described above has a concern that the construction joint may be generated due to the time difference between the concrete moments of the positive moment and the negative moment sections, and the raising and lowering of each fulcrum is performed by the abutment adjacent to the land. However, the work must be performed on the bridge pier, that is, on the second fulcrum and the third fulcrum, so that the operation is inconvenient and involves a risk of a safety accident.
[0012]
Further, in both cited invention 1 and cited invention 2, the bridge seat device serving as an intermediary for transmitting the load of the superstructure to the substructure is provided with a hinge fulcrum that allows only rotation and a rotation and movement that is possible. It is composed of a roller fulcrum that can be used, and not only should nerves be used for continuous maintenance of the superstructure for safety, but also in case of an earthquake, it may be fatally damaged.
[0013]
[Problems to be solved by the invention]
The present invention has been invented to solve the conventional problems as described above, and its purpose is to completely integrate the beam and the abutment only at one fulcrum in the construction of a single-span composite girder bridge, and to provide a multi-diameter bridge. In the case of a composite girder bridge, the beam and the pier are integrated or not integrated, and the fulcrum on the abutment, that is, the end fulcrum, is lowered and raised to combine with the upper slab concrete in the negative moment section. It is an object of the present invention to provide a new practical, practical and economical method of constructing a new single-span and multi-span composite girder bridge that further introduces compressive stresses into the lower flange of the girder.
[0014]
[Means for Solving the Problems]
In order to achieve the above object, a method for constructing a single span composite girder bridge according to the present invention includes the steps of providing a first abutment and a second abutment, and embedding a shaped steel in a bridge seat of the first abutment. Simply standing the beam between the first and second abutments, connecting the shaped steel of the first abutment to the lower flange of the beam, and upper part of the bridge seat of the first abutment Casting concrete to the neutral axis of the beam, lowering the fulcrum on the second abutment side, and casting concrete from above the joint concrete of the first abutment to the floor slab of the beam. The method includes a step, a step of placing floor slab concrete over the entire section of the beam, and a step of raising a fulcrum of the lowered second abutment side.
[0015]
Also, the method of constructing a multi-span continuous composite girder bridge according to the present invention is a method of connecting at least two or more beams to each other by simply installing the beams between the first and second abutments and at least one or more inner piers. Performing, lowering the fulcrum on the first and second abutment side, casting concrete slab over the entire section of the beam, and adjusting the lowered fulcrum on the first and second abutment side. And the step of raising.
[0016]
Preferably, the method of constructing a multi-span continuous composite girder bridge as described above further includes a step of burying a shaped steel in a coping part of the inner pier before the step of simply keeping the beam. After the step of simply standing the beam, the method further includes the step of connecting the section steel and the lower flange of the beam, and the step of casting joint concrete from the upper part of the coping portion of the inner pier to the neutral axis of the beam. After the step of lowering the fulcrum on the first and second abutments, the method further includes a step of placing concrete from the upper surface of the joint concrete of the inner pier to the floor slab of the beam.
[0017]
Here, 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 when the fulcrums on the first and second abutments are raised, they are lowered. The fulcrum on the first abutment side and the fulcrum on the second abutment side are simultaneously raised.
[0018]
However, as another alternative, 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 sequentially lowered, and the fulcrums on the first and second abutment sides are lowered. In this case, the fulcrum on the first abutment side and the fulcrum on the second abutment side may be sequentially raised.
[0019]
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 first and second abutments is lowered, and the At the time of raising the fulcrum on the first and second abutment side, only the one fulcrum that has been lowered is raised.
[0020]
On the other hand, in the construction method for constructing a preflex composite girder bridge, when the beam and the pier are not integrated, after the beam is connected and simply laid on the pier, the lower casing concrete is poured into the joint Is further included.
[0021]
On the other hand, the method for constructing a pre-flex composite girder bridge or steel box section steel further includes providing a plurality of reinforcing members and studs on the abdomen of the beam.
[0022]
Also, PSC (Prestressed concrete) In the construction method for constructing a composite girder bridge, a reinforcing bar is attached to the abdomen of the beam. Extend Further steps are included.
[0023]
BEST MODE FOR CARRYING OUT THE INVENTION
Hereinafter, a method for constructing a single-span and multi-span composite girder bridge according to the present invention will be described with reference to the accompanying drawings. The construction method according to the present invention is applicable to both preflex composite girder bridges, PSC composite girder bridges, steel box girder bridges, steel plate girder bridges, and span span truss bridges.
[0024]
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 shows a state in which a preflex beam 2 manufactured by a simple beam type is simply placed between a pair of abutments. It shows that the bridge seat 1 of one side abutment and the pre-flex beam 2 are connected. First, as shown in FIG. 4 (a), 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. Further, the beam 2 is provided with a reinforcing material 8 to reinforce it, and a steel girder to be coated with concrete is provided with a stud 9 to enhance the effect of combining with concrete.
[0025]
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 pre-flex beam 2 and integrated therewith. Reinforcing the reinforcing bar 6 on the joint concrete 10 again Extend .
[0026]
Then, as shown in FIG. 4 (c), by casting concrete together with the upper floor slab 61, it can function as a complete fixed fulcrum.
[0027]
FIG. 4D is a plan view of the abutment associated with such a process.
[0028]
FIG. 5 is a view showing a case of the steel box girder bridge, in which the bridge seat portion 1 of one abutment and the steel box girder 2 are connected in a state where the steel box girder 2 is simply installed between the abutments.
[0029]
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 flange 60 of the steel box girder 2 is placed thereon. After the connection plate 4 for connection of the steel box is welded, the section steel 3 is compacted with the lower flange 60 of the steel box girder 2 by the bolt 5 or welding. Further, if the steel box girder 2 is provided with a reinforcing material 8 to reinforce the steel girder, and the steel girder covered with concrete is provided with studs 9, the effect of combining with the concrete can be enhanced.
[0030]
Next, as shown in FIG. 5 (b), the joint concrete 10 is cast and integrated from the top of the abutment to the neutral axis of the cross section of the steel box girder 2, and then integrated with the concrete to be cast. Reinforcing the reinforcing bar 6 on the joint concrete 10 again Extend .
[0031]
Then, as shown in FIG. 5C, by casting concrete together with the upper floor slab 61, it can function as a complete fixed fulcrum.
[0032]
FIG. 6 shows the case of a PSC composite girder bridge, in which the bridge seat 1 of one abutment and the PSC beam 2 are connected while the PSC beam 2 is simply installed between the abutments.
[0033]
As in the case of FIGS. 4 and 5, as shown in FIG. 6 (a), first, an H-section steel or □ -section steel 3 is buried in the bridge seat 1, and the lower flange of the PSC beam 2 is placed thereon. After welding the joint plate 4 for connection with the PSC, the shaped steel 3 is compacted by welding 15 with the plate 62 embedded in the concrete of the lower flange of the PSC beam 2.
[0034]
Next, as shown in FIG. 6B, the cross section of the PSC beam 2 from the upper part of the abutment at the same time as the concrete slab is cast in the remaining sections other than the section of about 10% of the entire span length from the fixed fulcrum side. The joint concrete 10 is cast and integrated to the neutral axis, and the abutment parapet 63 is also provided. In addition, in order to ensure the integrity with the concrete to be cast next, the reinforcing bar 6 is previously formed on the joint concrete 10 and the chest wall. Extend . Here, in the slab concrete that has been cast and the battlement wall 63 of the abutment, a tensile reinforcing bar 64 is buried in advance to correspond to the tensile force generated when the moving fulcrum is lowered during the construction process. In the case of a bridge with a span length of 30 m, the length of the section is about 10%, which is the value determined by conducting a parameter study using the length of the negative moment section as a variable. The length is allowed to vary depending on the type of bridge grade and the concrete material used.
[0035]
Next, as shown in FIG. 6 (c), by casting concrete together with the remaining upper floor slab 61, it can function as a complete fixed fulcrum.
[0036]
FIG. 7 is a diagram showing a construction process of the single span composite girder bridge.
[0037]
FIG. 7A is a state diagram in which a beam manufactured at a factory or a site is simply placed on a pair of abutments, and then one fulcrum is treated as a fixed fulcrum 71 and the other fulcrum is treated as a movable fulcrum 72.
[0038]
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.
[0039]
FIG. 7 (c) is a diagram showing a state where floor slab concrete (reference numeral 61 in FIG. 4 (c), FIG. 5 (c), FIG. 6 (c)) is cast with the moving fulcrum 72 lowered, and FIG. It is a moment diagram.
[0040]
FIG. 7D shows that after the floor slab concrete is cured, the lowered moving fulcrum 72 is raised to introduce a compressive stress corresponding to a negative moment generated from the fixed fulcrum 71 side into the floor slab concrete. It is. In the process of FIG. 7D, tensile stress is generated in the lower flange, which corresponds to about 60-70% of the compressive stress introduced when the moving fulcrum 72 descends due to the increased sectional rigidity after the combination. As a result, a compression pre-stressing effect of about 30-40% can be obtained.
[0041]
Here, in the case of the PSC composite girder bridge, before lowering the moving fulcrum, concrete slab is cast in 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 fulcrum. After lowering, it is cast.
[0042]
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 designed to have a variable cross section due to the large moment of the fixed fulcrum.
[0043]
FIGS. 8 and 9 show the possibility of the construction joint of the problem of cited invention 2 described in the prior art and the construction for eliminating the danger of a safety accident caused by performing the fulcrum raising and lowering work on the pier. It is a diagram showing the method, 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.
[0044]
FIG. 8 is a view showing a construction process of a two-span continuous composite girder bridge in which the bridge pier and the composite girder according to the present invention are not integrated, and the cited invention 2 raises the second fulcrum of the internal fulcrum and increases the positive moment section. Unlike the case where compressive stress is further introduced into the lower flange, as shown in FIG. 8 (a), the present invention places a pre-flex beam or a PSC beam made of a simple beam type on an abutment and a pier, and 10 (a) and the internal fulcrum 73 as shown in FIG. 10 (c), or as shown in FIG. 10 (b), one of the negative moment sections of the entire bridge at the left or right side of the internal fulcrum 73.
[0045]
FIG. 8B is 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.
[0046]
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.
[0047]
FIG. 8 (d) shows that after the slab concrete was cured, the fulcrums at both ends which were lowered were raised, and a compressive stress corresponding to the tensile stress generated from the internal fulcrum part after the synthesis was introduced into the slab concrete. FIG. In the process of FIG. 8D, a tensile stress is generated in the lower flange as in the case of the single diameter, but this is approximately equal to the compressive stress introduced when the fulcrum at both ends is lowered due to the increased cross-sectional rigidity after the synthesis. Since it corresponds to 60-70%, a compression prestressing effect of about 30-40% can be finally obtained.
[0048]
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, and the remaining sections are After the fulcrum at both ends is lowered, it is cast.
[0049]
FIG. 9 is a diagram 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.
[0050]
FIG. 9 (a) shows that the fabricated preflex beam or PSC beam is fixed on the abutment and the pier, and at one of the right and left sides of the pier in the negative moment section of the entire bridge at the inner fulcrum or off the inner fulcrum. 11 (a), FIG. 10 (b), and FIG. 10 (c).
[0051]
As described above, as shown in FIG. 9 (b), cited invention 2 sequentially raises the second fulcrum 73 and the third fulcrum 74 of the internal fulcrum and introduces further compressive stress to the lower flange of the positive moment section. Unlike this, the present invention obtains the same effect by lowering the fulcrums at both ends on the abutment simultaneously or sequentially.
[0052]
FIG. 9 (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.
[0053]
FIG. 9D shows that, after the slab concrete is cured, the lowered fulcrums are raised and a compressive stress corresponding to the tensile stress generated at the internal fulcrum part 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 about 60-70% of the compressive stress introduced when the fulcrum at both ends is lowered due to the increased cross-sectional rigidity after the combination, so that about 30% is ultimately obtained. A compression prestressing effect of about -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 about an absolute value smaller 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 fulcrum at both ends is lowered and raised and no compression prestressing is introduced.
[0054]
Similarly, 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 a section of about 10% of the corresponding span length, and the remaining sections are laid. Is installed after the fulcrum of both ends is lowered.
[0055]
FIG. 10 (a) is a detailed view of a preflex composite girder bridge in which two beams 2 are connected by 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 slab concrete in the negative moment section is poured, and the joint concrete 11 is poured into the internal fulcrum. Lays joint concrete 11 on the internal fulcrum before lowering the fulcrums at both ends.
[0056]
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 connection plates 4 at one of right and left sides of a pier deviating from an internal fulcrum. FIG. 3 is a detailed view connected by bolts 5. Similarly, in the case of the cited invention 2 described in the prior art, after raising the fulcrum, the concrete of the present invention is compared with the slab concrete in the negative moment section and the joint concrete 11 being cast in the internal fulcrum. In the case of (1), the joint concrete 11 is poured into the joint before lowering the fulcrums at both ends.
[0057]
FIG. 10C 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 manufacturing each PSC beam, bolts 5 are inserted and placed in advance in the concrete of the upper flange, and continuity is achieved 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 this 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-shrink mortar.
[0058]
Since the steel box girder bridge has no joint at the internal fulcrum, the method of the present invention can be applied more easily.
[0059]
11 to 15 show still another example of a method of constructing a multi-span continuous composite girder bridge, in which a beam and a pier are integrated to further prepare for problems of a bridge seat device and damage during an earthquake. It is for that. The following is a description of such an integration method and a construction method.
[0060]
In the case of a pre-flex composite girder bridge, as shown in FIG. 11A, two pre-flex beams 2 manufactured by a simple beam type are connected to a plurality of joint plates 4 in the same manner as in FIG. After being mounted on the square steel 14 buried in advance in the pier 13 and being placed on the pier 13, it is compacted by welding to the lower flange 60 of the steel girder. In addition, in order to assist the integration with the joint concrete 10 to be cast in the next stage, the reinforcing bar 6 is previously drawn out from the pier 13 and the lower casing concrete 52 of the beam 2. 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 remaining lower flange of the beam 2 from the upper part of the pier 13, and the next The reinforcing bar 6 is further pulled out and placed in order to achieve integration with the concrete to be provided.
[0061]
As 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 the floor slab concrete and the abdominal concrete, the remaining upper portion of the pier is cast. Thus, a multi-span continuous preflex composite girder bridge in which the beam 2 and the pier 13 are completely integrated can be completed. FIG. 11D is a plan view showing the square steel 14 buried in the pier 13.
[0062]
FIG. 12 is a diagram showing a case of a steel box girder bridge.
[0063]
As shown in FIG. 12A, after the steel box girder 2, which is a segment corresponding to the negative moment section, is placed on the square steel 14 buried in advance on the pier 13, the lower flange of the beam 2 is formed. 60 and compacted by welding. Then, similarly to FIG. 12B, the joint concrete 10 is cast from the upper part of the pier 13 to the neutral axis of the cross section of the beam 2 and integrated. Here, the reinforcing bar 6 is pulled out and placed on the pier 13, the reinforcing member 8 is provided on the abdomen of the steel box girder to reinforce, 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 method of the present invention can be applied more easily.
[0064]
Similarly to FIG. 12 (c), with the end fulcrum of the multi-span continuous composite girder bridge of the present invention lowered, simultaneously with the placement of the floor slab concrete, the remaining upper part of the pier is cast together with the beam. A multi-span continuous steel box girder bridge with completely integrated piers can be completed.
[0065]
FIG. 13 is a diagram showing the case of a PSC composite girder bridge.
[0066]
As shown in FIG. 13 (a), after two PSC beams 2 interconnected similarly to FIG. 10 (b) are placed on a It is compacted by welding with the joint plate 4 buried in the concrete of the lower flange. Next, as shown in FIG. 13 (b), the cross section of the PSC beam 2 from the upper part of the pier at the same time as the concrete slab is cast in the remaining section excluding the section about 10% of the corresponding span length from the inner fulcrum to the left and right The concrete joint 10 is cast to the neutral axis 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 placed on the joint concrete 10 again. Here, the floor slabs cast in the remaining sections excluding the inner fulcrum portions are connected by embedding the tension reinforcing bars 64 in advance. This is to cope with the tensile force generated when the fulcrums of both ends are lowered during the construction process. In the case of a bridge having a section length of about 10% and a span of 30 m, the value is determined by performing a parameter study using the length of the negative moment section as a variable. The length that can be introduced, which can vary depending on the type of bridge grade and the concrete material used.
[0067]
As shown in FIG. 13 (c), the beam and the pier are completely integrated by laying the remaining upper part of the pier simultaneously with the placement of the remaining slab concrete with both ends of the present invention lowered. The completed multi-span continuous PSC composite girder bridge can be completed.
[0068]
FIG. 14 is a diagram showing a construction process of a two-span continuous composite girder bridge integrating a pier and a composite girder.
[0069]
FIG. 14 (a) shows a composite girder and a pier being compacted as shown in FIG. 11 (b), FIG. 12 (b) and FIG. 13 (b). It is a process of lowering and further introducing a compressive stress to the lower flange, and a moment diagram based on the process.
[0070]
FIG. 14 (b) is a diagram showing a process of placing concrete slabs with both fulcrums lowered, and a moment diagram based on the process. Here, as shown in FIG. 11 (c), FIG. 12 (c), and 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 complete the pier and the composite girder. To be integrated.
[0071]
FIG. 14 (c) shows that after the floor slab concrete and the upper concrete of the pier have been cured, the lowered fulcrums of the both ends are simultaneously or sequentially raised to respond to the tensile stress generated from the floor slab concrete in the negative moment section due to the design live load. FIG. 4 is a view showing that a compressive stress is applied. In this construction stage, tensile stress is generated in the lower plunge of the positive moment section, which corresponds to approximately 60-70% of the compressive stress introduced when the fulcrum at both ends is lowered due to the increased sectional rigidity after the synthesis. As a result, a compression prestressing effect of about 30-40% can be obtained.
[0072]
In the case of the PSC composite girder bridge, before lowering the fulcrums at both ends, slab concrete is placed on the left and right sides of the inner fulcrum except for the section of about 10% of the span length, and the rest of the fulcrum is lowered on the remaining sections. It is cast afterwards.
[0073]
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 conditions. However, in this case, a double value should be applied for the descending amount and the ascending amount as compared with the case where the both ends are lowered or raised simultaneously or sequentially.
[0074]
FIG. 15 shows a construction process of a three-span continuous composite girder bridge in which a pier and a composite girder according to the present invention are integrated.
[0075]
FIG. 15 (a) shows that after connecting the composite girder and the pier as shown in FIG. 11 (b), FIG. 12 (b) and FIG. 13 (b), the supporting points at both ends of the entire structure are lowered simultaneously or sequentially. FIG. 4 is a diagram showing a process of causing a lower flange to further introduce a compressive stress and a moment diagram based on the process.
[0076]
FIG. 15 (b) is a process of placing the slab concrete with the fulcrums at both ends lowered, and a moment diagram based on this process. Here, as shown in FIG. 11 (c), FIG. 12 (c), and FIG. 13 (c), simultaneously with the placement of the floor slab concrete, the remaining upper part of the pier is also poured with concrete to complete the pier and the composite girder. To be integrated.
[0077]
Fig. 15 (c) shows that after the slab concrete and the upper concrete of the pier have been cured, the lowered fulcrums are simultaneously or sequentially raised, and the tensile stress generated 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 the above is introduced. Like the two-span continuous composite girder bridge, tensile stress is also generated in the lower flange at this stage of construction, but this is due to the increased cross-sectional rigidity after composite, which is about 60-% of the compressive stress introduced when the end fulcrum is lowered. Since it corresponds to 70%, a compression prestressing effect of about 30-40% can be obtained after all.
[0078]
Similarly, 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 the section excluding the section of about 10% of the applicable span length, and the remaining sections are at both ends. It is cast after the fulcrum is lowered.
[0079]
In the case of a three-span continuous composite girder bridge in which the pier and the composite girder according to the present invention are integrated, the positive moment generated from the inner span is about 1 / in absolute value compared to the maximum negative moment generated from the inner fulcrum. Since it is only 3.5, a sufficient compressive stress is maintained even if additional compressive prestressing is not introduced when the fulcrum is lowered and raised.
[0080]
Further, the multi-span continuous composite girder bridge in which the pier and the composite girder according to the present invention are integrated with each other has a large moment generated from the vicinity of the integrated pier and the composite girder. The% section can be designed to have a variable cross section by enlarging the cross section of the composite girder.
[0081]
In addition, 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 lowering amount of the end fulcrum.
[0082]
【The invention's effect】
As described above, in the case of a multi-span continuous composite girder bridge in which the upper composite girder and the pier according to the present invention are not integrated, the slab concrete is cast at once, and the fulcrum lowering and ascent work is performed by the abutment adjacent to the land. By doing so, it is possible to prevent the occurrence of construction joints due to the time lag of concrete slab placement in the positive / negative moment sections, which is a problem of cited invention 2 described in the prior art, and accompanying the fulcrum raising and lowering work performed on the pier. It can eliminate inconvenience and the danger of safety accidents.
[0083]
Further, in the construction method of a single span composite girder bridge integrating the upper composite girder with one abutment according to the present invention and a multi span continuous composite girder bridge integrated with the pier, in addition to the effects described above, Compared to single-span, two-span, and three-span structures being respectively determined, primary and secondary indeterminate structures, the present invention provides primary and fifth order structures, respectively. And, since it is converted into an 8th order indefinite structure, the energy dispersion effect by plasticity is large, so that the vibration reduction effect and the seismic resistance can be greatly improved, and the composite girder and the lower structure 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 a reduction effect and an extension effect of about 20% can be expected in the girder height and the span surface. Economic cross-section is obtained.
[0084]
In addition, the number of bridge seat devices that require continuous maintenance due to deterioration of all bridges can be reduced, thereby further improving 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 the 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 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 a single span composite girder bridge according to the present invention.
FIG. 8 is a view showing a construction process of a two-span continuous composite girder bridge in which the composite girder and the pier according to the present invention are not integrated.
FIG. 9 is a view showing a construction process of a three-span continuous composite girder bridge in which the composite girder and the pier according to the present invention are not integrated.
FIG. 10 is a connection state diagram of beams at internal fulcrums when the multi-span continuous composite girder bridge according to the present invention is constructed.
FIG. 11 is a connection state 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 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 construction of 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 is a view showing a construction process of a two-span continuous composite girder bridge in which the composite girder and the pier according to the present invention are integrated.
FIG. 15 is a view showing a construction process of a three-span continuous composite girder bridge in which the composite girder and the pier according to the present invention are integrated.
[Explanation of symbols]
1 Bridge seat
2 beams
3 Section steel
4 Fitting plate
5 bolts
6 Reinforcing bars
8 Reinforcement
9 studs
10 Joint concrete
11 Joint concrete
12 Joint stopper
13 pier
14 Shape steel
15 Welding
60 lower flange
61 Floor slab
62 plates
63 Parapet
64 Tensile reinforcing bar

Claims (12)

  1. Providing a first abutment and a second abutment;
    Burying a shaped steel in the bridge seat of the first abutment;
    Simply placing the beam between the first and second abutments;
    Connecting the shaped steel of the first abutment to a lower flange of the beam;
    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;
    Placing the floor slab concrete including the upper surface of the joint concrete of the first abutment on the beam ;
    Raising the fulcrum on the side of the second abutment which has been lowered, the method comprising the steps of:
  2. Simply connecting at least two or more beams to each other between the first and second abutments and at least one or more inner piers;
    Lowering the fulcrum on the first and second abutment side;
    Casting floor slab concrete into the beam;
    Raising the fulcrum of the lowered first and second abutment sides ,
    further,
    Before the step of simply deferring the beam, a step of burying a shaped steel in the bridge seat of the inner pier,
    After the step of simply holding the beam, connecting the section steel and a lower flange of the beam,
    Casting joint concrete from the top of the bridge seat of the inner pier to the neutral axis of the beam;
    After the step of lowering the fulcrum of the first and second abutments, casting concrete from the upper surface of the joint concrete of the inner pier to the floor slab of the beam. Construction method of multi-span continuous composite girder bridge.
  3. 3. The multi span span according to claim 2, further comprising a step of casting joint 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 continuous composite girder bridge.
  4. When the fulcrum on the first and second abutments is lowered, the fulcrum on the first abutment and the fulcrum on the second abutment are simultaneously lowered,
    The multi-span continuation according to claim 2, wherein when the fulcrums on the first and second abutments are raised, the fulcrum on the first abutment side and the fulcrum on the second abutment side, which have been lowered, are simultaneously raised. Construction method of composite girder bridge.
  5. When the fulcrum on the first and second abutment side is lowered, the fulcrum on the first abutment side and the fulcrum on the second abutment side are sequentially lowered,
    The multi-span continuous composite girder according to claim 2, wherein the fulcrum on the first abutment side and the fulcrum on the second abutment side are sequentially raised when the fulcrums on the first and second abutments are raised. Bridge construction method.
  6. Connecting the two beams together and simply placing them between the first and second abutments and one inner pier;
    Lowering one of the fulcrums on the first and second abutment sides;
    Casting floor slab concrete into the beam;
    Raising one fulcrum of the lowered first and second abutment sides,
    further,
    Before the step of simply deferring the beam, a step of burying a shaped steel in the bridge seat of the inner pier,
    After the step of simply holding the beam, connecting the section steel and a lower flange of the beam,
    Casting joint concrete from the top of the bridge seat of the inner pier to the neutral axis of the beam;
    After lowering any of the fulcrums on the first and second abutment sides, casting concrete from the upper surface of the joint concrete of the inner pier to the floor slab of the beam. Construction method of two span continuous composite girder bridge characterized by the following.
  7. 7. The method of claim 1 , 2, or 6 , further comprising the step of providing one or more reinforcements and studs on the abdomen of the beam to construct a preflex composite girder bridge or a steel box type girder bridge. The construction method for the composite girder bridge described.
  8. The method for constructing a composite girder bridge according to claim 1 , 2, or 6 , further comprising extending a reinforcing bar to the abdomen of the beam to construct the PSC composite girder bridge.
  9. Prior to the step of lowering the fulcrum on the side of the second abutment to construct a PSC composite girder bridge, placing concrete slab in the positive moment section of the parapet and beam of the first abutment; The method according to claim 1, further comprising the step of burying a joint reinforcing bar connecting the slab concrete.
  10. Prior to the step of lowering the fulcrum on the first and second abutment sides to construct a PSC composite girder bridge, placing floor slab concrete in the positive moment section of the beam;
    3. The method of claim 2, further comprising: burying a joint reinforcing bar connecting the slab concrete to each other. 4.
  11. The method according to claim 2, wherein the joint position of the beam is placed on the inner pier .
  12. The method according to claim 2, wherein a joint position of the beam is located at one of a left side and a right side of the inner pier .
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)

Application Number Priority Date Filing Date Title
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
KR2020000018176U KR200212395Y1 (en) 2000-06-26 Cross-sectional structure integrating lower structure and upper mold
KR200031515 2000-06-26
KR200035471 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

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JP3588325B2 true JP3588325B2 (en) 2004-11-10

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WO2004059089A1 (en) * 2002-12-30 2004-07-15 Koo, Min Se Prestressed composite girder, continuous prestressed composite girder structure and methods of fabricating and connecting the same
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JP4318694B2 (en) * 2006-02-13 2009-08-26 エコ ジャパン株式会社 Floor slab bridge structure
JP4863268B2 (en) * 2006-06-01 2012-01-25 公益財団法人鉄道総合技術研究所 Bridge construction method and its bridge structure
KR100742206B1 (en) * 2006-10-25 2007-07-25 (주)한맥기술 Steel-concrete composite rahmen bridge and construction method thereof
JP4245657B1 (en) * 2008-10-24 2009-03-25 エコ ジャパン株式会社 Rigid connection structure between pier and concrete girder
KR101046940B1 (en) * 2008-11-17 2011-07-07 삼표이앤씨 주식회사 Continuous bridge construction method using PS girder and steel plate girder
JP5342312B2 (en) * 2009-04-21 2013-11-13 大成建設株式会社 Precast member installation method
CN101694087B (en) * 2009-10-13 2011-05-11 毕承会 Method for building novel bridge
CN102877417B (en) * 2012-10-26 2014-12-03 中铁上海设计院集团有限公司 Anchoring method of girder suspender of continuous camber composite bridge
CN103205930B (en) * 2013-04-25 2015-06-03 福州大学 Structure for continuous transformation of existing simply supported hollow slab girder bridge and construction method of structure
CN104480858A (en) * 2014-10-20 2015-04-01 中建三局第二建设工程有限责任公司 Construction method for sealing anchorage of pre-stress concrete box girder and cross girder anchored troughs
CN104612056B (en) * 2014-12-10 2016-06-29 中铁第四勘察设计院集团有限公司 The overall quickly pushing tow method for traversing of a kind of frame bridge
CN104594194B (en) * 2015-02-04 2016-08-24 河南省交通规划设计研究院股份有限公司 It is applied to the combined bridge deck in Large Span Bridges and Urban Bridge
KR101586320B1 (en) * 2015-09-10 2016-01-18 오종훈 Psc girder rahmen bridge and construction method thereof
CN105926423B (en) * 2016-04-15 2018-06-12 浙江大学 It is a kind of applied to the combination beam type bridge floor continuation apparatus of Hollow Slab Beam Bridge and bridge floor continuation method
CN106284046A (en) * 2016-10-09 2017-01-04 北京市市政工程设计研究总院有限公司 Bridge steel concrete equals curved combination beam manufacture method
PH12017000177A1 (en) * 2017-06-16 2019-02-04 Wookyung Tech Co Ltd Method for manufacturing steel i beam segment of positive moment and negative moment and method for constructing simple bridge and continuous bridge

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JP2002004224A (en) 2002-01-09
KR20030014686A (en) 2003-02-19
CN1494628A (en) 2004-05-05
KR100522170B1 (en) 2005-10-18
CN1252354C (en) 2006-04-19
AU2233201A (en) 2001-12-24

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