KR200436478Y1 - Continuous prestressed concrete structure without baseplate concrete - Google Patents

Abstract

The present invention is a prestressed concrete girder with shear keys formed on the upper flange and the lower flange side, the flange and the side of the flange is formed in the transverse direction, and in the longitudinal direction in the continuous structure of two or more spans, the upper flange and It is connected by connecting steel plate installed on the lower flange, and the inside of the shear key is filled with mortar or epoxy, and the horizontal plate steel wire is installed in the longitudinal direction of the bridge and the prestress is introduced. A prestressed concrete structure.

The continuous prestressed concrete structure without the bottom plate concrete presented in the present invention is the structure without the bottom plate concrete in the bridge structure, so that the overall height of the bridge structure can be lowered, and the prestress can be introduced in the connection part. It can be possible. In addition, I-shaped prestressed concrete girder fabricated on the site can be integrated as a bridge structure that can replace the existing steel box bridge because the entire structure has great torsional rigidity.

Transverse PC Liner

Description

Continuous Prestressed Concrete Structure without Bottom Plate Concrete {.}

FIG. 1 is a perspective view showing a structure of the prior art, FIG. 1A shows a box girder structure, and FIG. 1B shows a prestressed concrete girder structure.

FIG. 2 is a cross-sectional view of each prestressed concrete girder fabricated for the formation of the structure in the continuous prestressed concrete structure in which the bottom plate concrete of the present invention is omitted, and FIG. The cross section is shown.

FIG. 3 is a front view and a perspective view of a continuous prestressed concrete structure in which the bottom plate concrete of the first design is omitted, and FIG. 3A is a front view, and FIG. 3B is a transverse prestress. Figure 3c shows a perspective view of the structure after the completed structure.

FIG. 4 is a front view and a perspective view of a continuous prestressed concrete structure in which the bottom plate concrete of the second design is omitted. FIG. 4A is a front view, and FIG. 4B is a transverse prestress. Figure 4c shows a perspective view of the structure after the completed structure.

5 is a sequential method of the continuous prestressed concrete structure in which the bottom plate concrete is omitted according to the first design of the present invention [FIG. 5A] is a front view of the connection part for the connection method detailed view [FIG. 5B] 5A is a plan view of FIG. 5A, and FIG. 5C is a detailed diagram for illustrating a theoretical explanation of the sequencing method of the present invention.

[FIG. 6] is a sequential method of the continuous prestressed concrete structure in which the bottom plate concrete according to the second design of the present invention is omitted. [FIG. 6A] is a detailed view of the connection part for the connection method. 6A is a plan view of FIG. 6A, and FIG. 6C is a detailed diagram for illustrating a theoretical explanation of the sequencing method of the present invention.

    <Description of Main Parts of Drawing>

DESCRIPTION OF SYMBOLS 10 Steel plate 20 Bottom plate concrete 30 PC steel wire anchorage 40 Prestressed concrete girder 70 Longitudinal PC steel wire 90 Shear key 100 Lateral PC steel wire 110 Freestress concrete girder 130 without bottom plate concrete 130 Outside Prestressed concrete girder 140 with shear keys installed on the sides of the upper and lower flanges for the girder Prestressed concrete girder 150: mortar or epoxy 160 with shear keys installed on the sides of the upper and lower flanges for the inner girder

The present invention relates to a continuous prestressed concrete structure in which the bottom plate concrete is omitted, and the prior art includes a box girder structure and a general prestressed concrete girder structure.

Referring to the structure of the prior art shown in Figure 1 as follows.

1A shows a conventional box girder 10 structure. The box girder structure is not installed on the bottom of the slab, but the girder and the slab are manufactured integrally and installed on the lower structure of the bridge, and the bridge construction is performed by installing a paving layer on the upper surface of the slab, that is, the upper flange of the girder. Is done. Figure 1b shows a prestressed concrete girder 40 structure having an I-shape installed on the bottom surface of a very common slab 20. Normally, the length of prestressed concrete girders of type I cross section is about 2.5m, but it is simple to manufacture, which is advantageous in terms of economical efficiency, but in order to install the number of girders to be installed and the long distance between them, usually increase the height of the mold or install PC steel wire inside or outside. However, there is a limit to this, but there is a limit. To reduce the number of girders installed in the transverse direction, the girder spacing should be increased, and the slab thickness should be increased when the mold height is increased, and the slab formwork supporting club is always needed. There is a problem that the workability and workability is very poor. In addition, its resistance to torsion is low, and its applicability is significantly lowered for bridge structures between long legs.

The present invention seeks to maximize the applicability of the method by developing a new structure that can compensate for the disadvantages of the prior art described above and constructing a bridge using the same.

The present invention has been devised for the purpose of solving the above-mentioned disadvantages of the prior art, the prior art is because the bottom plate concrete is additionally generated in the bridge, not only the height of the overall structure is high but also manufactures the structure without the bottom plate concrete Nevertheless, no attempt was made to continue teaching.

2 to 6 is for the continuous prestressed concrete structure without the bottom plate concrete of the present invention.

This will be described with reference to the drawings.

Figure 2 shows a continuous prestressed concrete structure 110, the bottom plate concrete of the present invention is omitted, Figure 2a is manufactured in the production site of the site for the configuration of the continuous prestressed concrete structure is omitted the bottom plate concrete of the present invention The cross sectional view of the prestressed concrete girders 130 and 140 having shear keys 90 installed on the side surfaces of the upper and lower flanges for the outer girder and the inner girder, showing an example in which four prestressed girders are used in one bridge. will be. Figure 2b shows a cross section of the continuous prestressed concrete structure 110, the bottom plate concrete of the present invention is omitted. The present invention omitting the bottom plate concrete is to form a pavement layer directly on the upper flange of the prestressed concrete girder, respectively, as shown in Figure 2a and to allow the live load to act directly. Mount the width of the bridge to be in direct contact with the flange, and the shear key 90 is filled with mortar or epoxy 150 so that the girder does not sag when the live load is applied, and then transverse PC steel wire in the longitudinal direction of the bridge Install 100 and introduce transverse prestress (see FIG. 2B). 3B, 3C, 4B, and 4C show perspective views thereof.

3 and 4 illustrate a continuous prestressed concrete structure in which the bottom plate concrete of the present invention is omitted. FIG. 3 shows an embodiment of the first design and FIG. 4 shows an embodiment of the second design.

Figure 3a shows a front view of the structure of the present invention applied to the two-span continuous bridge for the first design. After mounting the prestressed concrete girders 130 and 140 to the alternating and pier at the production site of the field in the alternating and pier, and after weaving each girder laterally by the transverse PC steel wire 100, the inventors Publication 10-2004-0072147 is also used to connect the girders to each other longitudinally. In the next process, the space between the girder and the girder 160 is filled with mortar or epoxy, and additionally, a transverse PC steel wire 100 is installed to introduce prestress. 3B shows a perspective view of the structure, and a structure completed by installing a packaging layer on the upper flange of the connected girder is shown in FIG. 3C.

Figure 4a shows a front view of the structure of the present invention applied to the two-span continuous bridge for the second design. After mounting the prestressed concrete girders 130 and 140 to the alternating and pier at the production site of the field in the alternating and pier, and after weaving each girder laterally by the transverse PC steel wire 100, the inventors The girder of each other is also longitudinally connected using the publication 10-2004-0072147. In the next process, the space of the connecting portion 160 between the girder and the girder is filled with expansion cement, and in the case of the second design, no transverse PC steel wire is installed there. That is, the prestress is introduced using only expansion of the expansion cement. 4B is a perspective view illustrating the structure completed by installing a packaging layer on the upper flange of the connected girder.

The following describes in detail the theoretical construction of sequencing, which is the core of the present invention.

5 is an explanatory view of a theoretical principle in the case of applying a prestress by installing a transverse PC steel wire to the connection part for continuity which is the first design of the present invention.

만큼의 변형률이 발생한다. 이렇게 발생한 횡방향 변형률은 종방향으로 횡방향의 변형률

에 포아송비(

)를 곱한 수치인

만큼의 변형률을 유발시킨다. 도 5c의 ②는 도 5a의 연결부 상세도에서 "A"부분만을 확대한 그림이며 도 5c의 ①에서 발생한 종방향 변형률은 도 5c의 ②에서 나타낸 바와 같이 몰타르 또는 에폭시의 변형률

와 같다. 이때에 상부 연결 강판도 변형을 하는데 강판은 몰타르 또는 에폭시의 재질과 다르기 때문에 강판은

의 변형률을 가진다. 이로서 강판과 몰타르 또는 에폭시는 그 변형률 차이 (

)에 몰타르 또는 에폭시의 탄성계수

을 곱한 수치만큼 응력(

)이 발생하여 결국 종방향으로 부모멘트에 대응하는 프리스트레스를 가할 수 있는 것이다. Figure 5a is a detailed view showing a connection portion 160 for continuity of the continuous prestressed concrete structure in which the bottom plate concrete of the present invention is omitted. The connection method of the connection part shown in the figure used the technology of the Republic of Korea Patent Publication No. 10-2004-0072147 as it is, and detailed connection method thereof will be omitted. However, the epoxy injection portion between the prestressed concrete girders 130 and 140 increases the width so that one anchorage can be installed in the transverse direction, and the filling is performed twice in total. Only the top of the neutral shaft of the section is carried out, and the rest of the filling is carried out after tensioning the transverse PC steel wire. 5B is a plan view illustrating only a part corresponding to one girder of the connection part of FIG. 5A. When the lateral prestressing force P acts on the connecting portion and the parent section of one girder, FIG. 5C shows only the connecting portion as an example to explain the theoretical configuration of the present invention. As shown in ① of FIG. 5C, the mortar or epoxy filled in the connecting portion is in the transverse direction by the stiffness in the transverse direction.

As much strain occurs. The transverse strain thus generated is the transverse strain in the longitudinal direction.

Poisson's ratio to

) Multiplied by

Cause as much strain. ② of FIG. 5C is an enlarged view of part “A” in the detailed view of the connecting part of FIG. 5A, and the longitudinal strain generated in ① of FIG. 5C is a strain of mortar or epoxy as shown in ② of FIG. 5C.

Same as At this time, the upper connection steel sheet is also deformed. The steel plate is different from the material of mortar or epoxy.

Has a strain of. This allows the steel plate and the mortar or epoxy to differ in its strain rate (

Modulus of elasticity of mortar or epoxy

Stress by the product of

) And eventually prestress corresponding to the parent in the longitudinal direction.

6 is an explanatory diagram for achieving continuity, which is the second design of the present invention, and is an explanatory diagram for explaining the theoretical principle when the prestress is introduced in the longitudinal direction by filling only the expansion cement without installing the transverse PC steel wire in the connecting portion. .

만큼의 변형률이 발생한다. 도 6c는 도 6a의 연결부 상세도에서 "A"부분만을 확대한 그림이다. 이때에 상부 연결 강판은 변형이 발생하지 않고 팽창시멘트의 종방향 팽창을 억제하기 때문에 자연스럽게 종방향으로 압축응력 (

)이 발생하여 부모멘트에 대응하는 프리스트레스를 가할 수 있는 것이다. Figure 6a is a detailed view showing a connection portion 160 for continuity of the continuous prestressed concrete structure in which the bottom plate concrete of the present invention is omitted. The connection method of the connection part shown in the figure used the technology of the Republic of Korea Patent Publication No. 10-2004-0072147 as it is, and detailed connection method thereof will be omitted. However, the filling of the connecting portion is performed twice in total. First, the first filling is performed only to the upper end of the neutral axis of the cross section in which the tensile force is generated, and the remaining filling is performed after the expansion cement is sufficiently expanded. FIG. 6B illustrates only the connection part as an example to explain the theoretical configuration of the present invention when the expansion cement is filled in the connection part of FIG. 6A. As shown in FIG. 6C, the expansion cement filled in the connecting portion expands both in the transverse direction and in the longitudinal direction, and considering expansion in only the longitudinal direction, which is the point of issue of the present invention.

As much strain occurs. FIG. 6C is an enlarged view of part "A" in the detailed view of the connecting part of FIG. 6A. At this time, the upper connecting steel plate naturally suppresses the compressive stress in the longitudinal direction because it suppresses the longitudinal expansion of the expanded cement without deformation.

) Can be applied to prestress corresponding to the parent.

In order to maximize the effect of prestress, the above two methods may be used in combination.

The continuous prestressed concrete structure without the bottom plate concrete presented in the present invention is the structure without the bottom plate concrete in the bridge structure, so the overall height of the bridge structure can be lowered, and the prestress can be introduced to the connection, so the behavior of the continuous bridge It can also be possible. In addition, I-shaped prestressed concrete girder fabricated on the site can be integrated as a bridge structure that can replace the existing steel box bridge because the entire structure has great torsional rigidity.

Claims (4)

Prestressed concrete girders with shear keys formed on the upper and lower flange sides are formed with the flange and the flange side facing each other in the transverse direction. Continuous prestressed concrete without bottom plate concrete, which is connected by installed connecting steel plate, and inside the shear key is filled with mortar or epoxy, and a transverse PC steel wire is installed in the longitudinal direction of the bridge to introduce prestress. structure According to claim 1 The gap of the prestressed concrete structure connected in the longitudinal direction by the connecting steel plate is filled with mortar or epoxy or expansion cement, and the bottom part concrete is omitted, characterized in that the prestress is introduced by the transverse PC steel wire is also installed in the filling part. Prestressed concrete structures In claim 1 Continuous prestressed concrete structure without bottom plate concrete, characterized in that expansion cement is filled at the upper end of the neutral shaft of the gap section of the prestressed concrete structure connected by the connecting steel plate, and mortar or epoxy is filled at the lower end of the neutral shaft. In claim 1 PC steel wire formed in the longitudinal direction of the bridge and installed in the parent moment section is a continuous prestressed concrete structure with the bottom plate concrete omitted, characterized in that formed at a narrower interval than the PC steel wire installed in the constant moment section

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