KR100638674B1 - Connection detail and its construction method between abutment and steel girder in integral abutment bridge - Google Patents

Abstract

The present invention is a steel girder of the integral shift bridge to remove the expansion joint and the bridge support and integrally construct the alternating bridge and the alternating junction structure to transfer based on the load from the superstructure, which is embedded in the shift Both ends of the upper and / or lower flanges of the steel girders are welded with plates, T-shaped steels or L-shaped steels having a plurality of holes formed in parallel with the upper and lower flanges.

Integrated shift bridge, shift, steel girder, plate, T-beam, L-beam, stirrup rebar

Description

Connection detail and its construction method between abutment and steel girder in integral abutment bridge}

1 is a cross-sectional perspective view showing the junction structure of the shift and the steel girder according to the present invention.

Figure 2 is a perspective view showing a modification of the plate welded to the flange of the steel girder of the present invention.

Figure 3 is a perspective view showing the T-shaped steel welded to the flange of the steel girder of the present invention.

Figure 4 is a perspective view showing a modification of the T-shaped steel welded to the flange of the steel girder of the present invention.

5 is a perspective view showing the L-shaped steel welded to the flange of the steel girder of the present invention.

6 is a perspective view illustrating a state in which a stirrup reinforcement and a bridge deck reinforcing bar are placed in a T-shaped steel welded to a flange of a steel girder of the present invention;

Figure 7 is a cross-sectional perspective view showing a junction structure of the alternating steel bridge girders of the conventional integral bridge bridge.

8 is a cross-sectional view showing the junction of the alternating steel bridge girders of the conventional integral bridge bridge.

<< Code description of main part of drawing >>

10: H pile 20: plate

22: hole 24: staggered parts

25: T section steel 26: Flange of T section steel

27: one side opening hole 28: L-shaped steel

30: shift 40: steel girder

42, 42 ': Flange of steel girder 60: Stirrup rebar

70: bridge deck rebar

The present invention relates to a junction structure of alternating bridges and steel girders and a construction method thereof.

Integral shift bridge is a kind of non-joint bridge that removes new joints and bridge supports and constructs superstructure and shift integrally. Since the integral bridge bridge of such a structure absorbs the deformation caused by the temperature generated in the superstructure through the flexibility of the pile installed in the alternating foundation, the connection between the alternator and the steel girder is the load and deformation received from the superstructure. Structural stability should be ensured to resist

In particular, in the case of integral shift bridges, the constant moment and the parent moment are alternately generated at the junction of the alternating steel girder as the ambient temperature increases or decreases, and the repeated action of the positive and negative moments causes fatigue.

In general, in a joint bridge, the end of the bridge has a smaller cross-sectional coefficient than the central portion. Therefore, if the cross section of the girder applied to the existing joint bridge is applied to the integral bridge bridge as it is, the cross section coefficient of the junction of the bridge and the steel girder may be small and cracks may occur in the bridge deck.

7 is a cross-sectional view showing the junction of the alternating and steel girders in the conventional jointless bridge, Figure 8 is a cross-sectional view showing the end structure of the steel girder applied to the conventional joint structure.

7, 8, the joint structure of the alternating 30 and the steel girder 40, the end of the steel girder 40 is mounted on the upper surface of the capping concrete 32 and the alternating wall concrete 34 is poured It is a structure connected integrally.

At this time, the steel girders 40 embedded in the alternating wall concrete 34 should form a steel joint so as to transmit the horizontal force, the vertical force, and the bending moment acting on the superstructure to the alternating force 30. Therefore, a plurality of shear connectors (not shown) are welded to the steel girder 40 such that the alternating 30 and the steel girder 40 behave integrally with respect to the horizontal force.

On the other hand, with respect to the vertical force it is supported by the acupressure strength of the concrete 30 alternately in contact with the steel girder 40. In addition, the bending moment is generated in the upper and lower flanges of the steel girders 40, the same size and opposite direction to generate a right force to thereby resist the acting moment as the right moment.

Therefore, the acupressure stress distribution area of the steel girders 40 in contact with the alternating concrete 30 is widened, the momentum force by the upper and lower flanges of the steel girders 40 is increased, and the alternating 30 and the steel girders 40 are It is necessary to increase the cross-sectional coefficient of the steel girder 40 in order to effectively resist the parent moment generated in the joint portion of.

The present invention has been made in view of the above-mentioned needs, and increases the attachment and friction area of steel girders in contact with alternating concrete to increase the attachment and friction effect with alternating concrete and to reduce the acupressure stress at the end of steel girders due to horizontal force. In addition, it is an object of the present invention to provide a joint structure of alternating and steel girders that can effectively resist the bending moment (sub-moment) generated in the joint portion of the alternating and steel girders.

In addition, the present invention provides a junction structure of the shift and the steel girder to allow the shift and the steel girder to be integrally operated without the need to install a separate shear connector installed on the steel girder so that the shift and the steel girder integrally behaves. It aims to do it.

Other objects, specific advantages and novel features of the present invention will become more apparent from the following detailed description and the preferred embodiments associated with the accompanying drawings.

The present invention basically increases the attachment and friction area of the steel girder in contact with the alternating concrete to increase the attachment and friction effect with the alternating concrete, and to reduce the pressure stress at the end of the steel girder due to the horizontal force, and at the same time the junction of the alternating and steel girder This is to effectively resist the bending moment occurring in the

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

1 is a cross-sectional view showing the junction structure of the shift 30 and the steel girder 940 according to the present invention. As shown, the joint structure of the alternating 30 and the steel girder 40 according to the present invention is parallel to the upper and lower flanges 42 and 42 'on the end side upper and / or lower flanges 42 and 42'. The steel girder 40 to which the plate 20 on which the plurality of holes 22 are formed is welded is embedded in the alternating 30, in detail, the alternating wall concrete 34 and integrated.

At this time, the plate 20 can be torn apart to cross the opposite ends of the side welded to the steel girders 40, as shown in Figure 2 to increase the frictional force and mechanical attachment force with the alternating wall concrete (34).

In addition, as shown in FIG. 3, a plurality of holes 22 in the end side upper and / or lower flanges 42, 42 ′ of the steel girder 40 are parallel to the upper and lower flanges 42, 42 ′. ) T-shaped steel 25 can be welded. At this time, as shown in Figure 4, the flange 26 of both sides of the T-shaped steel 25 may be further formed with a plurality of holes 27, one side is open.

 In addition, as shown in Fig. 5, the end side upper and / or lower flanges 42 and 42 'of the steel girder 40 are drilled in parallel with the upper and lower flanges 42 and 42'. The L-shaped steel 28 can be welded.

As described above, in the case of the junction of the conventional alternating 30 and the steel girder 40, the steel girder 30 has several shears so that the alternating 30 and the steel girder 40 behave integrally with respect to the horizontal force. Although the connecting material was welded, in the present invention, the plate 20, T-shaped steel 25 or L-shaped steel 28 having a plurality of holes formed in parallel with the upper and lower flanges 42 and 42 'of the steel girder 40 is formed. It acts as a shear connector.

In addition, the vertical force is supported by the acupressure strength of the alternating concrete 30 in contact with the steel girder 40, a plurality of holes welded in parallel with the upper, lower flanges (42, 42 ') of the steel girder (40). The area of the steel girder 40 in contact with the alternating concrete 30 is increased by the formed plate 20, T-shaped steel 25 or L-shaped steel 28.

In addition, the steel girders 40 embedded in the alternating 30 should exhibit a fixing effect against bending, which is the upper and lower surfaces of the upper flange 42 of the steel girders 40 embedded in the alternating 30. This occurs due to the pressure restraint of the concrete acting on the lower surface of the flange 42 ', which does not occur on the same straight line and is exerted by the magnitude of the same force and opposite direction. Therefore, the steel girders 40 are welded to the plate 20, T-shaped steel 25 or L-shaped steel 28 in parallel with the upper and lower flanges 42 and 42 "of the steel girders 40 embedded in the alternating 30. Increasing the width of the upper and lower flanges (42, 42 ') increases the acupressure area with the concrete for the above-mentioned superior force, thereby reducing the magnitude of the acupressure stress. By increasing the magnitude of the generated generating force can be improved the bending resistance capacity of the steel girders 40 bonded to the alternating (30).

Further, the flange width of the steel girder 40 is increased by the plate 20, the T-shaped steel 25, or the L-shaped steel 28 welded to the lower flanges 42 and 42 'on the end side of the steel girder 40. Therefore, the cross section coefficient becomes large, so that it is possible to effectively resist the parent moment occurring at the junction between the alternating 30 and the steel girder 40.

On the other hand, as shown in Figure 6, when the stirrup reinforcement 60 is placed through the hole 22 formed in the plate 20, T-shaped steel 25 or L-shaped steel 28, the stirrup reinforcement 60 By increasing the cohesive action and adhesion of the alternating concrete and frictional force can increase the composite effect between the steel girder 40 and the alternating concrete (30). In addition, because the stirrup reinforcement 60 serves as a shear key, it can exhibit excellent performance against vibration and fatigue.

Looking at the joint construction method, first install a plurality of H piles 10 in a row on the ground, and the capping concrete 32 and H piles alternately by pouring capping concrete 32 on the head side of the H pile 10. Connect (10) integrally.

Next, the steel girder 40 is mounted on the capping concrete 32 and the plate 20, the T-shaped steel 25 or the L-shaped steel 28 are welded to the steel girder 40, and then the welded plate 20 ), The stirrup reinforcement 60 and the bridge bottom plate reinforcement (70) through the hole of the T-shaped steel (25) or L-shaped steel (28). Here, the plate 20, T-shaped steel 25 or L-shaped steel 28 may be welded at the factory when manufacturing the steel girders 40.

Thereafter, the bridge deck concrete 36 is poured from the center to the side span, and finally, the alternate wall concrete 34 is poured to integrate the steel girder 40 and the shift 30 so that the construction of the bridge shift and the bottom plate concrete is completed. Is done.

As described above, according to the present invention, by increasing the area of the steel girders in contact with the alternating concrete to increase the adhesion and frictional force with the concrete, integral shift that can effectively resist the parent moment generated in the joint of the steel girders and the alternating The joint structure of the alternating bridge and steel girder and its construction method are provided.

In addition, there is provided a joint structure of the alternating bridge bridge and the steel girder and construction method thereof so that the shift and the steel girder can be integrated integrally without the need to separately install the shear connector in the steel girder.

Although the present invention has been described in connection with the above-mentioned preferred embodiments, various modifications and variations are possible without departing from the spirit and scope of the invention. Thus, the claims will cover any modifications or variations that fall within the spirit of the invention.

Claims (6)

In the joint structure of the steel girder 40 of the integral shift bridge that removes the expansion joint and the bridge support and integrally constructs the superstructure and the alternating bridge, and the shift 30 that transfers the load based on the load from the superstructure, On both sides of the upper and / or lower flanges 42 and 42 'of the end side of the steel girder 40 embedded in the alternating 30, a plurality of holes 22 are arranged in parallel with the upper and lower flanges 42 and 42'. The joint structure of the alternating bridge bridge and steel girders, characterized in that the formed plate 20 is welded. The method of claim 1, One side of the plate 20 is a joint structure of the alternating bridge bridge and the steel girder, characterized in that the staggered open apart. In the joint structure of the steel girder 40 of the integral shift bridge that removes the expansion joint and the bridge support and integrally constructs the superstructure and the alternating bridge, and the shift 30 that transfers the load based on the load from the superstructure, On both sides of the upper and / or lower flanges 42 and 42 'of the end side of the steel girder 40 embedded in the alternating 30, a plurality of holes 22 are arranged in parallel with the upper and lower flanges 42 and 42'. The joint structure of the alternating bridge bridge and steel girders, characterized in that the formed T-shaped steel (25) is welded. The method of claim 3, wherein The joint structure of the alternating bridge bridge and the steel girder, characterized in that formed on the two sides of the flange (26) of the T-shaped steel (25) a plurality of open holes (27). In the joint structure of the steel girder 40 of the integral shift bridge which removes the expansion joint and the bridge support and integrally constructs the superstructure and the alternating bridge and the shift 30 that transfers the load based on the load from the superstructure, On both sides of the upper and / or lower flanges 42 and 42 'of the end side of the steel girder 40 embedded in the alternating 30, a plurality of holes 22 are arranged in parallel with the upper and lower flanges 42 and 42'. The joint structure of the alternating bridge bridge and steel girders, characterized in that the formed L-shaped steel (28) is welded. In the joint construction method of the shift joint which removes the expansion joint and the bridge support and transfers the steel girder of the integral shift bridge integrally constructed with the superstructure and the shift based on the load from the superstructure, Installing a plurality of H piles 10 in a row on the ground; Connecting the alternating 30 and the H pile 10 integrally by pouring capping concrete 32 on the head side of the H pile 10; Mounting the steel girders 40 on top of the capping concrete 32; After welding the plate 20, T-shaped steel 25 or L-shaped steel 28 to the upper and / or lower flanges of the end portions of the steel girders 40, the plate 20, T-shaped steel 25 or L Reinforcing the stirrup reinforcement 60 through the hole in the section steel 28 and reinforcing the bridge bottom plate reinforcement 70; Integrating the shift and the steel girder by pouring bridge deck concrete and alternating wall concrete; Method of construction of the junction of the alternating bridge bridge and the steel girder comprising a.

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