KR101046940B1 - Continuous bridge construction method using PS girder and steel plate girder - Google Patents

Continuous bridge construction method using PS girder and steel plate girder Download PDF

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Publication number
KR101046940B1
KR101046940B1 KR1020080114272A KR20080114272A KR101046940B1 KR 101046940 B1 KR101046940 B1 KR 101046940B1 KR 1020080114272 A KR1020080114272 A KR 1020080114272A KR 20080114272 A KR20080114272 A KR 20080114272A KR 101046940 B1 KR101046940 B1 KR 101046940B1
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South Korea
Prior art keywords
girder
pier
psc
alternating
steel plate
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KR1020080114272A
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Korean (ko)
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KR20100055276A (en
Inventor
김상효
김성재
김현수
서정우
이윤수
이찬구
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삼표이앤씨 주식회사
연세대학교 산학협력단
지에스건설 주식회사
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Application filed by 삼표이앤씨 주식회사, 연세대학교 산학협력단, 지에스건설 주식회사 filed Critical 삼표이앤씨 주식회사
Priority to KR1020080114272A priority Critical patent/KR101046940B1/en
Publication of KR20100055276A publication Critical patent/KR20100055276A/en
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    • EFIXED CONSTRUCTIONS
    • E01CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
    • E01DCONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
    • E01D2/00Bridges characterised by the cross-section of their bearing spanning structure
    • E01D2/02Bridges characterised by the cross-section of their bearing spanning structure of the I-girder type
    • 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
    • EFIXED CONSTRUCTIONS
    • E01CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
    • E01DCONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
    • E01D2101/00Material constitution of bridges
    • E01D2101/30Metal

Abstract

The present invention is a continuous bridge construction method using a PSC girder and steel plate girders, connecting the alternating side PSC girder and the pier side PSC girder at a position other than the point portion, the steel plate to the pier side PSC girder and the pier side PSC girder at the center of the span The present invention relates to a method of constructing a continuous bridge using a PS girder and a steel plate girder for connecting a girder using a steel connection part.
PSC girder, steel plate girder, steel connection

Description

CONTINUOUS BRIDGR CONSTRUCTION METHOD USING GIRDER BY PSC GIRDER AND STEEL PLATE GIRDER}

The present invention relates to a continuous bridge construction method using the PS girder and steel plate girder. More specifically, in the construction of a continuous bridge type bridge, the present invention relates to a continuous bridge construction method for constructing a continuous bridge more efficiently using a PSC girder and a steel plate girder.

1A and 1B, the conventional PSC girder 10 (Prestressed Concrete Girder) is installed by using the formwork 20, the sheath pipe 11 inside (post tensioning method) or in advance in the manufacturing table After placing the tension material (12, PS stranded wire) in the state of placing concrete (13) to cure (pre-tension method),

In the case of the post-tension method, by dismantling the formwork 20 and inserting the tension member into the sheath tube and then, after tensioning, the tension member end is fixed to the end of the PSC girder to introduce necessary prestress into the PSC girder,

In the case of the pre-tension method, after the formwork disassembly 20, the required prestress is introduced into the PSC girder by cutting the tension member.

Accordingly, as shown in FIG. 1B, the PSC girder 10 has an I-shaped cross section, which is composed of an upper flange 14, an abdomen 15, and a lower flange 16, so that a tension member 14 is formed therein. .

As described above, the PSC girder 10 manufactured as described above is mounted on the shift 30 so that both ends thereof are supported by a bridge support (SHOE).

Therefore, it can be seen that the PSC girder formwork 20 as shown in FIG. 1A should be manufactured to have a constant overall extension length L according to the distance (intersection, SPAN) between shifts (or piers).

In this case, since the formwork for the PSC girder 20 is made of steel, the formwork made once can be reused continuously, and as the number of such reuse increases, the manufacturing cost of the PSC girder can be reduced.

Therefore, it can be seen that the production cost of the PSC girder depends on how efficient the production and recycling management of the formwork 20 for the PSC girder becomes.

For example, the PSC girder 10, which should have an extension length of 20M or 30M, is manufactured in the case of manufacturing a PSC girder having a desired length using a standardized formwork for the PSC girder 20 having an extension length of 20M or 30M. Since it can be used as is, it can be seen that the manufacturing cost of the PSC girder can be considerably reduced.

If the total extension length (L) of the PSC girder to be manufactured is not 10m, 20m, but 20.5m, 32.5m, it is not possible to use the formwork for girders with standardized extension lengths (10m, 20m, 30m, etc.) To make the girder formwork (0.5m, 2.5m, etc.)

The production cost of the PSC girder was inevitably increased because it was necessary to manufacture a PSC girder of the desired length by connecting to a formwork having a standardized extension length.

In addition, since the PSC girders are made of concrete cross sections, the height of the cross sections increases, so the use of them is limited in long bridges. Therefore, composite girders (PF composite beams, etc.) in which steel and concrete are combined can be used. There was only one case.

However, the use of steel girders throughout the entire girder has recently led to a disadvantage in that it is burdensome in terms of cost.

In addition, the most common method for constructing a continuous bridge using PSC girders is to introduce a method of continuuming PSC girders with each other by forming a point concrete at the connecting end of the PSC girders that are in contact with each other at the same point as the piers. Bar,

The connecting end of the PSC girders is formed as a shear key to be bonded, and a method of using an adhesive such as epoxy has been introduced.

In addition, a method of installing an external tensioning material on both sides of the PSC girder and fixing it after tension has been introduced.

The method of connecting the PSC girders to the alternating and pier first and then compressing the girders using inner or outer tension members has been introduced. There was a need for the development of technology on the method of constructing a continuous bridge while connecting structurally and stably.

Accordingly, the present invention is to provide a continuous bridge construction method to be able to more flexibly respond to the extension length of the bridge, to compensate for the shortcomings of the PSC girder as its technical problem.

In order to achieve the above object, the present invention is configured as follows.

First, the PSC girders installed on the alternating and piers are not manufactured uniformly to have a constant unit length (10M, 20M, 30M), but to have a predetermined unit length using a conventional formwork for PSC girders,

When it is necessary to manufacture girders with extension lengths that cannot be matched with such unit lengths, steel plate girders that can be easily machined can be used.

Therefore, the girder installed in each span was used together with the PSC girder and the PSC girder, so that the manufacturing cost of the PSC girder for the continuous bridge construction could be lowered.

For example, the steel plate girders are connected to the ends of the pier side PSC girders between the piers, so that the steel plate girders are positioned at the position where the bending constant moment is large, thereby enabling a more efficient and reasonable girder cross section design.

Secondly, the construction of the PSC girder and the steel plate girder is more efficient and economical through the connection method of the PSC girder and the PSC girder and the connection method of the PSC girder and the steel plate girder. It was made possible.

The girder according to the present invention is a continuous bridge construction method in which a predetermined length is made of PSC girders, and a constant length is formed of a forced plate girders. Continuous bridge construction is possible.

An embodiment of the present invention described above and shown in the drawings should not be construed as limiting the technical idea of the present invention. The protection scope of the present invention is limited only by the matters described in the claims, and those skilled in the art can change and change the technical idea of the present invention in various forms. Accordingly, such improvements and modifications are within the scope of the present invention as long as they are obvious to those skilled in the art.

BRIEF DESCRIPTION OF THE DRAWINGS In order to describe the present invention more clearly and easily, the following describes the best embodiments of the present invention in detail with reference to the accompanying drawings. Is not limited to the embodiments described below.

Figures 2a to 2e in accordance with the present invention in particular illustrating the construction method of the continuous bridge construction three spans (two pier between two shifts),

First, as shown in FIG. 2A, the bridges must be constructed to alternately position 1, 2 (A1, A2). It can be seen that these shifts are set to face each other.

Between these shifts 1 and 2 (A1 and A2), bridges 1 and 2 (B1 and B2) are provided as shown in FIG. 2B. At this time, the distance between shift 1 (A1) and pier 1 (B1), pier 1 (B1) and pier 2 (B2) is commonly referred to as span (SPAN),

When the bridges 1 and 2 (B1 and B2) are three span continuous bridges, two bridges A1 and A2 may be installed.

The three-span bridge is alternately provided with alternating one (A1), pier one (B1), pier two (B2), and alternating two (A2).

Usually, the span between pier 1 (B1) and pier 2 (B2) is alternating between 1 (A1) and pier 1 (B1) or alternately for reasons such as an intermediate obstacle (in the case of a road crossing, the road becomes an intermediate obstacle). It is generally constructed to have a longer span than the span of 2 (B2) and pier 2 (A2).

As described above, the alternating side PSC girder 100 and the pier side PSC girder 200 according to the present invention are manufactured separately from the installation of alternating ones and two (A1, A2).

The alternating side PSC girder 100 is manufactured in a factory having a unit length by using a PSC girder formwork 20 as shown in FIG.

At this time, the connecting end surface (right end surface) of the alternating side PSC girder 100 may be connected to the connecting end surface (left end surface) of the piercing side PSC girder 200 which will be described later. 110 and the grout blockout portion 130 is formed in advance.

In addition, the pier side PSC girder 200 is also made of a conventional PSC girder and is manufactured in a factory having a unit length by using the PSC girder formwork already held.

Further, the connecting end face (left end face) of the pier PSC girder 200 may be connected to the connecting end face (right end face) of the alternate PSC girder 100 as illustrated in FIG. And the grout injection blockout portion 230 is formed in advance.

Further, the steel connection portion 240 according to the present invention is formed on the right end surface of the pier side PSC girder 200.

The steel connection portion 240 will have two functions in the present invention.

The first is to act as a fixing table so that the alternating side PSC girder 100 and the pier side PSC girder 200 can be pressed together by the tension member 250,

Secondly, the steel plate girders 300 installed between the pier PSC girder and the pier PSC girder have a function of connecting each other.

The steel connector 240 having this function includes an upper connection plate 241, a lower connection plate 242, a copper plate 243, and an intermediate vertical plate 244 on the right end surface of the pier PSC girder 200. It is set to be fixed.

First, the upper connecting plate 241 is a steel plate which extends from the upper surface of the pier-side PSC girder and protrudes through the right end surface of the pier-side PSC girder, as shown in FIG. The lower protrusion plate 245 is formed with a through hole through which the shear reinforcing bar can be secured.

The lower connecting plate 242 is a steel plate which also extends from the lower surface of the pier PSC girder and protrudes through the right end surface of the pier PSC girder, as shown in FIG. The lower protrusion plate 245 is formed with a through hole through which the shear reinforcing bar can be secured.

The copper plate 243 is in contact with the right connection end surface of the pier PSC girders, as shown in Figure 3b, the upper and lower ends of the steel plate is fixedly set in such a way that welded to the upper connecting plate and the lower connecting plate The tension member 250 described later at 243 is fixed after the tension.

In FIG. 3B, it can be seen that four tension members 250 are fixed to the copper plate 243.

The intermediate vertical plate 244 is a steel plate extending between the upper and lower connecting plates from the copper plate 243, as shown in Figure 3b it can be seen that is installed at right angles to the copper plate 243.

In this case, the upper and lower connection plates 241 and 242 and the intermediate vertical plate 244 have the same protruding extension length so that their respective end surfaces are formed in an I-shaped cross section so that the end surfaces of the steel connecting portion 240 are It can be formed into an I-shaped cross section.

Accordingly, it can be seen that the steel plate girder 300 having an I-shaped cross section corresponding to the I-shaped cross section as shown in FIG. 5 can be connected to the steel connecting portion 240.

Next, the alternating side PSC girder 100 is installed on the alternating beams A1 and A2 in the form of an inner beam, respectively, and the shear end 110 and the grouting injection blockout part 130 are formed in advance with a connection end surface. It is arranged to face the pier side.

This type of inner beam is a Gerber beam shape so that the left end is fixed to the alternating ends (A1, A2) and is supported, but the right end means a state without any supporting means. Use C2) to temporarily support the right end of the NIMBO by a temporary vent.

This hypothesis vent is necessary to secure a work space that can connect the left end of the pier PSC girder and the right end of the alternate PSC girder as described below.

Thus, it can be seen that the alternating side PSC girders 100 are temporarily supported by the temporary vents C1 and C2 in the shifts A1 and A2, respectively.

Next, as shown in FIG. 2B, the manufactured pier side PSC girders 200 are installed in each of the piers B1 and B2.

At this time, the pier side PSC girder 200 is installed so that the central portion is roughly supported on each of the pier (B1, B2) and both ends thereof are extended to both sides based on the pier (B1, B2).

This can be connected to the alternating side PSC girder 100 and the pier side PSC girder 200 at positions extending to both sides from the pier B1 and B2, which are point portions,

As a result, it can be seen that the girder connection, which can only be affected by the point bending parent, has the advantage of avoiding the point, and thus, it is much more advantageous to secure structural safety for the girder connection. Can be.

4A and 4B, the left end of the pier PSC girder 200 installed in the pier 1 (B1) should be connected to the right end of the alternate PSC girder 100. This connection method will be described.

First, as shown in FIG. 4A, the shear insert 110 formed on the right side connecting end surface of the alternating side PSC girder 100 and the left connecting end surface of the piercing side PSC girder 200 are formed. To be combined with each other.

This operation is performed in the hypothesis vent (C1, C2) described above, which is to set the initial position so that each connection end face of the alternating side PSC girder 100 and the pier side PSC girder 200 is exactly in contact with each other. Can be.

In such a state, the grouting injection blockout parts 130 and 230 formed on the connection end surfaces are also in contact with each other. Since the upper part of the grouting injection blockout part is opened, the grouting material 260 such as mortar is opened through this. It is charged as shown in Figure 4b.

In this process, the grouting material 260 is cured while curing, and it can be seen that the alternating side PSC girder 100 and the pier side PSC girder 200 are connected to each other while having integrity.

At this time, the tension material 250 should pass through the grout injection blockout parts 130 and 230. Since the tension material 250 generally uses a PC strand, the sheath pipe 271 is embedded in the PSC girders in advance. Tensions are arranged to penetrate.

Therefore, it is necessary to prevent the tension member 250 from directly contacting the grouting material 260 filled in the blockout parts 130 and 230 for grouting injection.

To this end, in the present invention, the auxiliary pipe is connected to the sheath pipe along the path of the tension member 250.

For example, first, the auxiliary pipe 1 (272) is connected to both sheath pipes 271, and the auxiliary pipes 1 are mutually connected to each other through the auxiliary pipes 2 (273) at roughly central positions of the blockout parts 130 and 230 for grouting injection. Will be connected.

The tension member 250 can be seen through the sheath pipe 271, the auxiliary pipes 1, 2 (272, 273) can penetrate the grout injection blockout portion (130, 230).

In this case, the auxiliary pipes 1 and 2 may be installed in a manner of tightening the sheath pipe and the auxiliary pipe 1 with bolts and nuts using a clamp-shaped semicircular auxiliary pipe.

At this time, in order to secure the connection performance of the grouting injection blockout portion 130,230 by the grouting material filling more securely installed so as to pass through the external tension material 400 around the grouting injection blockout portion (130,230) By fixing the tension member 400 after the tension using the fixing device 410, additional compression prestress may be introduced.

Next, the alternating side PSC girder 100 and the pier side PSC girder 200 are further prestressed together using the tension member 250.

The tension member 250 may be referred to as a secondary tension member in that the tension member 250 is settled after tension after being installed in shifts and piers, unlike the tension member used in the production of the PSC girder. 100) and through the sheath pipe 271 separately installed in the pier side PSC girder 200 through the sheath tube in the alternating and piers, and after tension in the steel connection portion installed on the right connection end of the pier PSC girder Allow it to settle.

That is, one end (left side) of the tension member 250 is alternating side PSC girder 100 and the grouting injection blockout parts 130 and 230 while the other end is fixed to the left end of the alternating side PSC girder 100. After extending to the steel connection portion 240 of the pier side PSC girder 200 via, the other end is to be tensioned and settled in the copper plate 243 constituting the steel connection portion.

2B and 5, the tension member 250 is disposed in a parabolic shape so as to pass through the upper edge (corresponding to the point portion) in the lower edge in the case of the alternating side PSC girder 100 and in the case of the pier side PSC girder 200 in the parabolic form. It can be seen that four tension members are installed and settled.

As such, after the alternating side PSC girder 100 and the pier side PSC girder 200 are connected to each other, the steel plate girder 300 is installed as shown in FIG. 2C.

Referring to FIG. 5, first, the steel plate girder 300 uses a steel girder having an I-type cross section including an upper flange, an abdomen, and a lower flange.

This is because of the ease of processing and the efficiency of the cross-sectional rigidity is not necessarily limited thereto, and may be determined in consideration of the connection cross-sectional shape of the steel connection portion.

The steel connection portion 240 and the steel plate girder 300 formed at the right end of the pier PSC girder 200 is connected to each other by a fastening connector 500 such as welding or adding plate, bolt and nut. Can be.

Therefore, the steel plate girders 300 are installed at the roughly central portions of the piers 1,2, in contrast to the use of the pier side PSC girders between the long spans in the mid spans with longer lengths than the other spans. It can be seen that it is advantageous to secure the rigidity of the mold height and bending static moment, and it is very efficient in the connection construction because its own weight is not large.

Although not shown, when the alternating and piercing PSC girders are connected to each other completely and continuously by the construction of such steel plate girders, the continuity work of the girders is completed, and these girders are installed in parallel to each other in the transverse direction. Can be.

Therefore, the horizontal girders are constrained to each other in the lateral direction so that the construction of the final girder can be closed.

Next, as shown in FIG. 2D, since the girders are connected to each other by restraint, temporary vents C1 and C2 are not necessary, and thus dismantled.

As shown in Figure 2g, to form a slab on top of the girder to finish the construction of the bridge.

1A and 1B show a formwork and a manufacturing example for manufacturing a conventional PSC girder.

Figure 1c shows an example of bridge construction using a conventional PSC girder.

Figures 2a to 2e shows a continuous bridge construction work according to the present invention in a schematic order.

3A and 3B illustrate alternating PSC girders and pier PSC girders of the present invention.

4A and 4B show an example of connecting constructions of alternating side PSC girders and pier side PSC girders according to the present invention.

Figure 5 shows a connection construction example of the pier side PSC girders and steel plate girders of the present invention.

<Description of the symbols for the main parts of the drawings>

100: alternate side PSC girder

110,210: Shear insert groove

130,230: blockout part for grouting injection

200: Pier side PSC girder

240: steel connecting portion 241: upper connecting plate

242: lower connecting plate 243: copper plate

244: middle vertical plate 300: steel plate girders

Claims (3)

  1. In the three-span continuous bridge construction method using girder and slab,
    Installing alternate side PS girder (100) from the shift in the form of an internal report; And
    The pier PS girder 200 having a separation distance L between the pier is installed to extend to both sides of the pier, but the pier side ends of both pier PS girder to form a steel connection portion, the pier side PS Alternating side ends of the seed girder with the alternate PS seed girders;
    Tensioning the tension material via the alternating side PS girder and the pier side PS girder after tensioning at a steel connection part; And
    Connecting steel plate girders having an extension length corresponding to the separation distance L between steel connection parts of the pier side PS girder; a continuous bridge using the PS girder and the steel plate girder 300 Construction method.
  2. The method of claim 1, wherein the alternate PS girder (100) is a continuous bridge construction method using the PS girder and the steel plate girder to be supported by the branch point portion using the temporary vent (C).
  3. 3. The method of claim 1 or 2, wherein connecting alternating ends of the pier side PS girder with alternating PS girder
    Forming a shear sleeve and a shear inserting portion formed on an outer side of a connection end surface of each of the alternating side PS girder and the pier side PS girder,
    In the state of forming a grouting injection block-out part formed in the same shape to each other in the inner side of the connection end surface of the alternating side PS girder and the pier side PS girder to be exposed to the outside,
    The inner sleeves and alternating PS girder of the pier side PS girder are set to an initial position by the shear sleeve and the shear inserting portion, and then the grouting material is filled with the grouting block block. Continuous bridge construction method using seed girder and steel plate girder.
KR1020080114272A 2008-11-17 2008-11-17 Continuous bridge construction method using PS girder and steel plate girder KR101046940B1 (en)

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Cited By (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
KR101211066B1 (en) 2011-10-21 2012-12-12 우경기술주식회사 Psc segment girder connection structure
WO2013081408A1 (en) * 2011-12-01 2013-06-06 Lee Hyun-Woo Prefabricated hybrid girder capable of applying prestress to girder using gap difference between contact surfaces of connective parts of blocks, method for applying prestress to prefabricated hybrid girder, continuation method for prefabricated hybrid girder, and manufacturing and assembling method thereof

Citations (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
WO2001096665A1 (en) * 2000-06-08 2001-12-20 Min Se Koo Method of constructing simple and continuous composite bridges

Patent Citations (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
WO2001096665A1 (en) * 2000-06-08 2001-12-20 Min Se Koo Method of constructing simple and continuous composite bridges

Cited By (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
KR101211066B1 (en) 2011-10-21 2012-12-12 우경기술주식회사 Psc segment girder connection structure
WO2013081408A1 (en) * 2011-12-01 2013-06-06 Lee Hyun-Woo Prefabricated hybrid girder capable of applying prestress to girder using gap difference between contact surfaces of connective parts of blocks, method for applying prestress to prefabricated hybrid girder, continuation method for prefabricated hybrid girder, and manufacturing and assembling method thereof

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