KR101228107B1 - A integral abutment continuous composite bridge using precast girder and the construction method thereof - Google Patents

Abstract

The present invention relates to an alternate integral continuous composite bridge using a precast girder and a construction method thereof. In the continuous composite bridge of two or more spans, the parent force generated at the inner point of the pier is subjected to a compression force by the first rise and fall of the inner point. It is structurally safe because the compressive force can be introduced to the alternating upper slab concrete, which could not be introduced in the conventional construction method by introducing the compressive force by introducing the compressive force by partially raising the inner point again for the parent moment generated at the alternate outer point. As the bridge can be built, the moment distribution effect can be increased to improve the vibration reduction effect and the seismic resistance due to the live load. In addition, since the moment generated by the external force is distributed to the integrated shift, the burden on the external force of the precast girder is reduced, so that a reduction or extension effect of about 20% can be expected in terms of the height and the length of the precast girder, respectively. Economical bridge construction can be achieved. In addition, the prestressing (compression and tensile force) introduced to the upper slab of the alternating part and the concrete of the lower part of the foundation by the second rising process generates moments that are opposite to the parent and static moments occurring in the alternation of the general ramen structure. The design and construction of the shift structure can be planned.

Description

A integral abutment continuous composite bridge using precast girder and the construction method

BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to alternating integrated continuous composite bridges using precast girders and construction methods thereof, and more particularly to construction methods for constructing bridges and bridges that are structurally safe and excellent in usability.

Since the conventional reinforced concrete ramen bridge is composed of only the slab 10 and the pillar 11 as shown in FIG. 1, the external force acting on the bridge itself at the point 12 where the slab 10 and the pillar 11 are connected to each other. Increase the cross section to resist. However, if the cross section is increased, problems such as increase of fixed load and reduction of the die space of the bridge occur. Therefore, the slab type ramen bridge is used only for bridges with short spans, and precast girders are used for bridges requiring long spans. The general form using is used.

As an example for solving the long-term applicability problem of the ramen bridge, the Republic of Korea Patent Publication No. 10-0543969 describes the "synthesis installed by installing the prestressed composite beam in the center of the slab of the ramen bridge and connected to the steel installed on the top of the column Type Ramen Bridge and its construction method "(hereinafter referred to as 'quoting invention') are disclosed.

2 to 5 show the construction method of the two-span continuous composite bridge of the cited invention. Referring to the drawings, the construction method of the cited invention, after installing the outer branch connecting steel 15 and the inner branch connecting steel 16 on the upper ends of some of the shift 13 and the pier 14 (see Fig. 2) , Connect the prefabricated prestressed composite beam (precast girder) 17 with the outer branch connecting steel 15 and the inner branch connecting steel 16 (see FIG. 3), and then the connecting steel 15, 16 and the pre The slab concrete 19 is poured to cover the cast girder 17 to complete the bridge (see FIG. 4).

However, in the above-mentioned cited invention, the positive moment Mp and the parent moments Mn1 and Mn2 are generated by the action of the fixed load and the live load, and the positive moment Mp cancels the prestress introduced into the precast girder made in advance. Although it can be made, the parental moments (Mn1, Mn2) generated at the outer and inner points have no offset method, which can cause cracks in the slab concrete at each point, which can greatly affect the usability of the bridge. There was a drawback to having to maintain.

Therefore, the present invention is to propose a new construction method that can supplement the above-mentioned disadvantages of the general ramen bridge and the invention.

 The present invention has been made in view of the above-described prior art, and an object of the present invention is to introduce a compressive force capable of canceling parent moments occurring at the outer and inner points of the prior art, thereby using a structurally safe precast girder. An integrated continuous composite bridge and its construction method are provided.

In order to achieve the above object, the alternate integral continuous composite bridge using the precast girder according to the present invention is provided at the upper end of the alternate point and the pier and the outer point temporary construction material and the pier provided at the top of the alternate bridge in the continuous composite bridge of at least two spans. A precast girder, which is installed on the outer branch temporary member and the inner branch temporary member to abut on the inner branch temporary member, the precast girder having a compression force introduced in advance, and a precast girder which is provided to maintain the rising state of the precast girder on the inner branch temporary member. Inner point of pier including retaining slabs, slab concrete placed on precast girders, alternating connecting concrete integrating alternating and precast girder and slab concrete, and bridge arrangements installed between piers and precast girders The parent moment occurs at the medial point hypothesis Connect the two precast girders that are in contact with each other, install and maintain the slab concrete in the state where the inner point of the precast girders connected to each other is first raised by installing the rising retaining material, and then the first raised precast girders are It is offset by the corresponding compressive force introduced by lowering, and the parent and static moments generated in the alternating upper slab and the lower foundation are offset by the corresponding prestressing which is introduced again by raising the inner point again.

In addition, the slab concrete is poured after the precast girder is first raised by using the rising holding material from the inner point temporary construction material, the alternating connection concrete is poured after the precast girder is lowered.

In addition, the secondary lift amount of the precast girder is smaller than the primary lift amount.

In addition, the unit precast girders independently produced by the span includes any one of prestressed concrete girder, preflex girder, steel box girder.

According to another aspect of the invention, each of the shift and the top of the pedestal concrete of the bridge where the shift device is not installed Installing an outer branch temporary member and an inner branch temporary member; Mounting unit precast girders independently manufactured by spans on the outer branch temporary members and the inner branch temporary members; Connecting each of the mounted precast girders to each other on the medial point provisional member; Firstly raising the connected precast girder at the medial point provisional member; Placing and curing slab concrete; Lowering the first raised precast girder; Placing and curing alternating connecting concrete integrating the shift with the precast girder and the slab concrete; And a second step of raising the precast girder, which is lowered after the first rise, and installing a stabilization device. The construction method of the alternate continuous continuous composite bridge using the precast girder is provided.

In addition, in the connection between the shift portion and the precast girder, which is the outer point, the precast girder is installed on the side of the end of the precast girder and the connecting plate is installed on the temporary construction material on the alternating surface, and the connection plate and the pull-out prevention Install connecting bars that connect the plates through each other, connect the alternating connecting bars exposed at the shift and the exposed girder bars at the sides of the precast girder end, and at the alternating end connecting bars and slab concrete exposed at the alternating ends. After connecting the exposed slab concrete connecting bars to each other, the connecting concrete covering all of the above to be cast to integrate the shift and the girder.

In addition, construct a composite composite bridge of four or more spans in the form of a continuous composite bridge between two or three spans, and when the ends of the continuous composite bridges are located on the bridges, the bridges and beams are not integrated, and the two bridges located on the bridges. Alternatively, the end of the three span continuous composite bridge is installed on the bridge device.

The alternate integral continuous composite bridge and its construction method using the precast girder according to the present invention can introduce a compressive force, which could not be introduced in any conventional method, to the alternating upper slab concrete, thereby achieving the construction of a structurally safe bridge. Through the integration of the lower structure shift and the precast girder, it is possible to achieve a structure having a larger degree of indefinite order, thereby increasing the moment distribution effect and improving the vibration reduction effect and the seismic resistance due to the live load. In addition, since the moment generated by the external force is distributed to the integrated shift, the burden on the external force of the precast girder is reduced, so that a reduction or extension effect of about 20% can be expected in terms of the height and the length of the precast girder, respectively. Economical bridge construction can be achieved. In addition, the compressive force introduced to the alternating upper slab concrete by the second ascending process and the tensile force introduced to the lower alternating foundation generate moments opposite to the parent and static moments occurring in the alternation of the general ramen structure, making it safer and more economical. The design and construction of the shift structure can be planned.

1 is a view schematically showing a conventional reinforced concrete ramen bridge.
2 to 5 are views showing a construction method of a conventional two-span continuous ramen bridge.
6 to 14 are views showing a continuous composite bridge using a two-span precast girder and a construction method thereof according to an embodiment of the present invention.
15 to 23 are views illustrating a continuous composite bridge using a three-span precast girder and a construction method thereof according to another embodiment of the present invention.
24 to 28 are views showing a method of connecting the alternating portion and the precast girder in the continuous composite bridge using the precast girder and the construction method thereof according to the present invention.
29 to 33 show another embodiment of an alternate integral continuous composite bridge using the precast girder of the present invention and a construction method thereof.

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

6 to 14 and 15 to 23 show alternately integrated two-span and three-span continuous composite bridges using precast girders and construction methods thereof according to an embodiment of the present invention, respectively.

Referring to the drawings, in order to construct a continuous composite bridge using a two-span precast girder as an embodiment, as shown in FIG. The outside of a certain height in consideration of the design rise and fall amount to mount and connect the precast girder 33, which is produced by compressive force in advance on the top of the bridge bearing concrete 21, and to introduce the compressive force into the slab concrete. After mounting the point temporary member 31 and the inner point temporary member 32, the two precast girders 33 abutting on the inner point temporary member 32 is connected to each other (see Fig. 7). Here, alternate end 13 reinforces the alternate end connecting reinforcement 38 to be integrated with the precast girder and the slab concrete, which are later structures as shown in FIG. 11.

Subsequently, as shown in FIG. 8, the precast girders 33 connected to each other are first raised by ΔH1 at the inner point and a rising holding stub 35 is provided to maintain the lift amount on the inner point temporary member 32. As shown in 9, the slab concrete 36 is poured. At this time, the slab concrete to be poured is placed so that the slab concrete connection reinforcing bar 37 at both ends of the alternating part 13 is partially exposed, so that the alternating 13 and the precast girder 33 and the slab concrete 36 are integrated later. to be.

When the poured slab concrete is cured, the precast girder 33 is first raised to introduce the compressive force corresponding to the parent moment Mn2 generated at the inner branch portion into the pier upper slab concrete 36 as shown in FIG. 5. Is lowered (see FIG. 10). The fall at this time is ΔH1 + ΔH2 which is an amount in consideration of the first rising amount ΔH1 and the second rising amount ΔH2 for introducing a compressive force corresponding to Mn1 shown in FIG. 5. Here, ΔH2 is 15 to 30% of ΔH1. The reason is that in the continuous composite girder bridge under live load, the parent moment occurring at the alternating part of the outer point is smaller than the parent moment occurring at the inner part of the pier, and ΔH2 is negative because the alternating part of the outer point is integrated with the superstructure. This is because the effect of the compression force is increased in the alternating slab concrete even with a small rise because the order is carried out in two orders of magnitude. The rise is small but the rise is large.

Subsequently, as shown in FIG. 11, after connecting the alternating end connecting bars 38 protruding from the end of the alternating 13 and the slab concrete connecting bars 37 protruding from the alternating end side slab concrete, the process diagram as shown in FIG. In accordance with the alternating 13 and precast girder 33 and the slab concrete (36) in order to integrate all of the alternating connection concrete 39 is integrated.

When the alternating alternate concrete 39 is cured, the precast girders 33, which have been lowered by ΔH1 + ΔH2, are secondly raised by ΔH2 on the inner side of the pier 14 by using a normal hydraulic jack (not shown). (See Figure 13). Then, the moment as shown in FIG. 14 is generated, and the compressive force corresponding to Mn1 in the moment diagram of FIG. The parent part opposite to the moment generated during the working load is also introduced in the shift base part.

Then, when the bridge device 22 is provided between the raised precast girder and the bridge support concrete, the alternate integral continuous composite bridge using the precast girder of the present invention and the two-span continuous composite bridge of the construction method are completed.

15 to 23 illustrate a method of constructing a three-span continuous composite bridge using a precast girder according to another embodiment of the present invention.

Stepwise description of the construction method is the same as the embodiment showing the construction method of the two-span continuous composite bridge according to the process. The continuous composite bridge using the precast girder of the present embodiment and the construction method of the three-span continuous composite bridge in the construction method are constructed of a bridge with an additional one and the inner point temporary construction installed in the bridge, such as a general two-span bridge and a three-span bridge configuration difference. The only difference is that there is one additional uphill retaining material, and that the first ascending and descending, and the second ascending process at the inner point are simultaneously performed in two piers.

The summary of the integral integral continuous composite bridge using the precast girder according to the present invention as follows.

In the present invention, in the continuous bridge of two spans or more, the parent moment generated at the inner side of the pier is introduced into the compressive force by the first rise and fall of the inner side, and the moment generated at the alternating upper slab and the lower base of the outer side is the inner side. Alternate integral continuous composite bridges using precast girders that introduce a prestressing (compression and tensile force) with a second rise, ie horizontal or slightly higher.

In addition, the shift integrated continuous composite bridge using the precast girder of the present invention and the precast girder applied in the construction method can be applied to prestressed concrete girder, preflex composite girder, steel box girder and the like.

The following is an alternate integrated continuous composite bridge using the precast girder of the present invention and a method of connecting the shift and the precast girder, which are outer point portions, in the construction method thereof.

24 to 28 show an example of an alternate integral continuous composite bridge using the precast girder of the present invention and a method of connecting the shift and the precast girder, which are outer points in the construction method thereof.

24 is a perspective view showing the connection plate 52 and the girder exposed reinforcing bar 53 in which rebar temporary holes 51 are drilled at predetermined intervals at the lower end portions connected to the alternation of the precast girder 33. The connecting plate 52 serves to connect the connecting reinforcing bar 54 and the precast girder 33 necessary for connecting the alternating 13 and the precast girder 33 later, as shown in FIG. 27. Reference numeral 53 is for connecting with the alternating connecting reinforcement 65, which is placed at the time of construction of the shift 13 as shown in FIG. 26 and exposed on the surface of the shift. FIG. 25 shows the shifts exposed to the surface of the shifts when the prefabricated girders 33 are mounted on the shifts 13 and the outer point temporary material 31 and shifts 13 installed on the shifts 13 are mounted on the shifts 13. It is a perspective view which shows the connecting bar 65. Here, in the case of the shift 13, the alternate end connecting bars 66 for connecting with the slab concrete connecting bars 37 exposed in the slab concrete 36 on the girder toward the end of the precast girder are further exposed. .

When the precast girder 33 manufactured as shown in FIG. 23 is mounted on the outer point temporary member 31 on the alternating state as shown in FIG. 25, the state as shown in FIG. Here, in order to increase the recognition of the drawings, the display of the alternating connecting bars 65 and the alternating end connecting bars 66, which are arranged when the shift 13 shown in FIG. 25 is exposed and exposed on the surface of the shift, will be omitted. .

After the precast girder 33 is mounted as shown in FIG. 26, the rebar temporary holes 51 provided in the connecting plate 52 are connected to the reinforcing bar 54 necessary for connecting the shift 13 and the precast girder 33. The connecting reinforcing rods 54 installed and installed through the connecting rods are connected at one time, and a pull-out prevention plate 56 is installed to prevent the pulling out of the precast girder 33 when the upper load is loaded (see FIG. 27). Alternating connecting bars exposed on the surface of the alternating rods during construction of the shifts 13 to connect the precast girders 33, which are the upper structures, and the shifts 13, which are the lower structures, to form a fully integrated structure as shown in FIG. (65) and the girder exposed rebar (53) exposed and installed in the precast girder (33), and the slab concrete connecting reinforcement (37) exposed in the cured slab concrete (36) after pouring and alternating end connecting reinforcement ( 66) . Here, in FIG. 28, in order to increase the recognition of the drawings, the markings of the connecting bar 54 and the pull-out plate 56 shown in FIG. 27 are omitted.

Subsequently, as shown in FIGS. 12 and 21, alternating concrete 39 surrounding all parts described in the processes of FIGS. 24 to 28 is poured to alternate the precast girder 33 as the upper structure and the lower structure as the lower structure. 13) are fully integrated.

29 to 33 show another embodiment of an alternate integral continuous composite bridge using the precast girder of the present invention and a construction method thereof.

For example, FIG. 29 is a diagram showing a case where the above-described two-span alternate integral continuous composite bridge is continuously applied to the four-span continuous composite bridge. If the two-span alternating integral continuous composite bridge of FIGS. 6 to 14 is carried out in succession, the pier instead of the alternating pier exists in the joint portion 70 of the long-span composite bridge which is the end of the two spans. Construction method to be integrated into the Therefore, as shown in FIG. 30, only one shift 13 may be integrated with the upper structure to implement another embodiment of the present invention utilizing the characteristics of the shift integrated composite bridge.

FIG. 31 is a diagram showing a case where the above-described three-span alternate integral continuous composite bridge is applied to the six-span continuous composite bridge. If two continuous three-stage integral composite composite bridges of Figs. 15 to 23 are carried out in succession, instead of alternating piers exist in the portion 70 at the end of the three spans, the construction method of integrating to the alternation can be performed at this position. There will be no. Accordingly, as shown in FIG. 32, only one shift 13 may be integrated with the upper structure to implement another embodiment of the present invention utilizing the characteristics of the shift integrated composite bridge.

In addition, when the embodiment of FIG. 30 and the embodiment of FIG. 32 are combined, the present invention may also be applied to a five-span continuous composite bridge as shown in FIG. 33.

10: slab
11: pillar
13: shift
14: pier
15: outside point connecting steel
16: inner point connecting steel
17: Precast Girder
19: slab concrete
21: pedestal concrete
22: teaching device
31: Outer point temporary construction
32: medial point temporary material
33: Precast Girder
35: rising holding
36: slab concrete
37: slab concrete connecting bar
38: alternate end connecting rebar
39: alternating connection concrete
40: pier connecting concrete
51: rebar temporary hole
52: connecting plate
53: girder exposed rebar
54: connecting rebar
55: pier connecting bars
56: pull out plate
65: alternate connecting rebar
66: alternate end connecting rebar
70: Joint part in long span composite girder bridge

Claims (8)

In continuous composite bridges with two or more spans,
Alternating and pier, an outer point temporary member provided at the upper end of the shift and an inner point temporary member provided at the upper end of the pier, and installed on the outer point temporary member and the inner branch temporary member to abut on the inner branch temporary member, the compressive force is introduced in advance The precast girder, a rising holding solid material provided to maintain the precast girder on the inner point temporary member, the slab concrete placed on the precast girder, the shift, the precast girder and the slab concrete. Including alternate connection concrete to integrate and a bridge device installed between the pier and the precast girder,
The parent cement generated at the inner point of the pier connects two precast girders contacted with each other on the inner point temporary member and the slab in the state where the inner point of the connected precast girders is first elevated by installing the rising holding material. After pouring and maintaining concrete, the first raised precast girder is lowered and offset by the corresponding compressive force introduced, and the parent and static moments generated in the alternating upper slab and lower foundation raise the inner point second again. Alternating-integrated continuous composite bridge using precast girders offset by the corresponding prestressing introduced. The method of claim 1,
The slab concrete is poured after the precast girder is first raised by using the rising holding material from the inner point temporary construction material,
The alternating connection concrete alternately integrated continuous composite bridge using a precast girder that is poured after the precast girder is lowered. The method of claim 2,
The second ascending amount of the precast girder is alternately integrated using the precast girder smaller than the first ascending amount. Continuous composite bridge. 4. The method according to any one of claims 1 to 3,
Unit precast girders independently manufactured by span are alternate integral continuous composite bridges using precast girders including any one of prestressed concrete girders, preflex girders, and steel box girders. On the top of the bridge bearing concrete of the bridges and bridges without bridges Installing an outer branch temporary member and an inner branch temporary member;
Mounting unit precast girders independently manufactured by spans on the outer branch temporary members and the inner branch temporary members;
Connecting each of the mounted precast girders to each other on the medial point provisional member;
Firstly raising the connected precast girder at the medial point provisional member;
Placing and curing slab concrete;
Lowering the first raised precast girder;
Placing and curing alternating connecting concrete integrating the shift with the precast girder and the slab concrete; And
Constructing a shift integrated continuous composite bridge using a precast girder; 6. The method of claim 5,
In the connection of the shift part of the outer branch and the precast girder,
On the side of the end of the precast girder, when the girder exposed rebar is mounted, the precast girder on which the connecting plate is installed is mounted on the temporary placing material on the shift, and then the connecting rebar is connected to each other through the connecting plate and the pull-out plate, and is exposed from the shift. Connect the exposed girder bar and the exposed girder bar on the side of the precast girder end, connect the exposed end bar and the slab concrete bar in slab concrete. Construction method of continuous integral composite bridges using alternating precast girders, incorporating alternating wrap concrete to integrate shifts and girders. 6. The method of claim 5,
Alternating continuous continuous bridge using precast girders to construct continuous composite bridges of four or more spans in the form of two or three spans of continuous composite bridges. Construction method of composite bridge. 8. The method of claim 7,
The end of the two-span or three-span continuous composite bridge is located on the bridge piers construction method of the alternate integral continuous composite bridge using a precast girder installed on the bridge device.

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