KR20120077529A - Installation structure of continuance type steel box girderbridges - Google Patents

Abstract

The present invention relates to an installation structure of a continuous steel box bridge.
To this end, the present invention is installed to support the lower portion of the continuous steel box portion in the upper portion of the alternating bridge and the bridge is arranged longer than the side span, the bottom plate is installed on the top of the steel box portion of the installation structure of the continuous steel box-shaped bridge In the steel box part, the lower part of the abdominal plate is joined to both sides of the upper flange of the lower flange to weld the joint, the lower part of the upper flange is welded to the upper part of the abdominal plate to form a space having a longitudinal direction therein, The upper flange has a main opening formed at a portion at which a static moment intermediate between the alternating bridge and the bridge and the bridge and the bridge acts as a maximum value, and sub-opening portions spaced at regular intervals are formed on both sides of the main opening. It is characterized in that the secondary reaction force suppression portion having a weight inside the two sides of the steel box.

Description

INSTALLATION STRUCTURE OF CONTINUANCE TYPE STEEL BOX GIRDERBRIDGES}

The present invention relates to an installation structure of a continuous steel box girder bridge, and in particular, the steel plate between the side spans in the process of being installed to support the lower portion of the steel box portion having a continuous form in the upper portion of the bridge and the alternating center arranged longer than the side spans The sub-reaction force suppressing portion having a predetermined weight is provided inside the magnetic part.

In general, bridges are constructed to allow roads, railroads, waterways and pipelines to cross rivers, lakes, straits and other traffic routes. The bridge is a road bridge constructed for transportation, a railroad bridge dedicated to orbiting, a waterway bridge through which water, irrigation water, power generation water, rivers, straits, lakes, wetlands, etc. It is constructed according to its purpose, such as overpasses applied to three-dimensional intersections.

These bridges have a low rigidity and thus have a large self-weight in the process of securing the cross-sectional height to secure the required rigidity.The concrete bridges constructed of concrete with less influence of live loads, and the rigidity are superior to the concrete, and have low overall weight. There are steel bridges (hereinafter referred to as "steel box bridges") in which steel boxes in which steel bulkheads, vertical stiffeners, horizontal stiffeners and lateral stiffeners are combined to be supported by alternating and pier bridges.

On the other hand, in order to overcome the emergence of obstacles in the three-dimensional crossroads of the downtown area, it is possible to land the foundation work by installing the pier in the land or coriander site without setting a pier at the center of the river, and land construction instead of a waterworks. Continuous steel box bridges with long spans have been used as a means to increase workability and improve safety.

1 is an exemplary view showing displacement and moment according to the installation of a continuous steel box bridge according to the prior art, the steel box bridge 60 is the pier 40 and the side bridge between the alternating 30 and the pier 40 In the state in which the center span length between the pier 40 is formed longer, the moment is increased as the parent moment increases from the alternating 30 at both ends toward the pier 40 as shown in the moment diagram. The maximum value is generated at 40, and the parent moment rapidly decreases toward the center between the piers 40 and the piers 40, and the maximum positive moment is generated at the center.

In addition, the amount of displacement generated in the steel box girder bridge according to the moment causes the floating phenomenon, which is a negative force, between the alternating 30 and the pier 40, and at the same time, the deflection occurs downward between the pier 40 and the pier 40. do.

Such continuous steel box girder bridges are generally formed with 1.3 to 1.7 longer lengths than the side spans, so that they are structurally stable and economical while preventing side reactions from occurring.

However, when the center span is 1.7 or more, the deflection increases in the center part. As a result, the vibration increases and at the same time, the lifting phenomenon due to the negative reaction is generated at the part supported by the shift, thereby lowering the safety of the entire bridge. That is, the longer the center span, the greater the moment in the central part, the larger cross section is required to cover the moment, the higher the bridge-type height, the poor aesthetics and the overall economical problems.

In addition, the stress is concentrated at the point of the steel box by the moment and the parent moment located between the alternating and pier, that is, the local buckling phenomenon and the deformation occurs at the same time.

In addition, vibration and deflection occur to give the user psychological anxiety, and at the same time, the behavior is very complicated, and there is a problem of low safety due to difficulty in controlling.

The present invention is to reduce the amount of deflection generated in the center span to reduce the lifting phenomena due to vibration and buoyancy force to increase the safety of the bridge, and at the same time at the point by the moment and parent moment generated in the side span By preventing stress from being concentrated, it is possible to prevent the occurrence of local buckling phenomenon and its deformation, and through this, the height of the bridge can be lowered so that it can be harmonized with the surroundings while giving the user psychological comfort.

The present invention is installed so that the lower portion of the continuous steel box portion 10 is supported in the upper portion of the alternating 30 and the piers 40 arranged longer than the side span, the bottom plate on the upper portion of the steel box portion 10 In the installation structure of the continuous steel box girder bridge 50 is provided, the steel box portion 10 is the lower portion of the abdominal plate 12 against the upper sides of the lower flange 11 is welded joint, the abdominal plate 12 The upper portion of the upper flange 13 is welded so that the lower portion of the upper flange 13 is formed in the space portion 14 having a longitudinal direction therein, the upper flange 13 is alternate 30 and the pier 40 and piers The main opening 131 is formed at a portion at which the static moment, which is intermediate between the 40 and the piers 40, acts as the maximum value, and the sub openings 132 spaced at regular intervals on both sides of the main opening 131. Is formed, the secondary reaction force suppressing portion 20 having a weight on both sides of the steel box portion 10 And in that the provided features.

In addition, the secondary reaction force suppressing unit 20 is filled with a filler (C) inside the steel box portion 10 supported by the alternating 30 and the pier 40 is hardened, the inside of the steel box portion 10 Stud (S) is provided is formed of a rigid structure, the negative reaction force suppressing unit 20 is characterized in that it is configured to have a length (L) to the inflection point is converted to the parent moment the positive moment.

In addition, the secondary reaction force suppressing unit 20 is the weight of the steel box 21 is inserted into the steel box portion 10 is supported by the alternating 30 and the piers 40, and the inside of the steel box portion 10 The filling material C is filled and cured in the first filling space 22 provided between the outside of the weight steel box 21, and the weight steel box 21 is an inflection point at which the positive moment is converted into a parent moment. Characterized in that configured to have a length (L) of.

In addition, the secondary reaction force suppressing unit 20 is filled with the filler (C) inside the steel box portion 10 supported by the alternating 30 and the piers 40 is cured, the inside of the steel box portion 10 Stud (S) is provided is formed of a rigid structure, the hollow weight 23 is coupled to the inner side of the negative reaction force suppressing portion 20, the hollow weight 23 is the piers that the parent moment acts at the inflection point 40 extends to another inflection point, the hollow weight 23 is a hollow weight steel box 231 is inserted into the steel box portion 10, the hollow box steel box and the hollow weight steel box Filler C is filled and cured in the second filling space portion 232 provided between the outside of the (231).

In addition, the side reaction force suppressing unit 20 is coupled to one end of each of the PC box 25 to the opposite ends of the steel box portion 10, the other side of the PC box 25 by the alternating (30) It is characterized by being supported.

According to the present invention, a negative reaction force suppressing part is installed at a portion where the negative reaction force is generated, so that it is seated on the upper end of each supporting part protruding to the upper part of the foundation part, thereby reducing the amount of deflection generated in the center span. It is possible to obtain an effect that can increase the safety of the bridge by reducing the lift.

In addition, it is possible to prevent the stress from being concentrated at the point by the constant moment and the parent moment generated in the side span, it is possible to further obtain the effect of preventing the occurrence of local buckling phenomenon and the resulting deformation.

And through this, the height of the bridge can be lowered, thereby providing more psychological comfort to the user and achieving harmony with the surroundings.

Figure 1 is an illustration showing the displacement and moment according to the installation of a continuous steel box girder bridge according to the prior art.
Figure 2 is an exemplary view showing the displacement and moment according to the installation of the continuous steel box girder bridge according to the present invention.
Figure 3 is a perspective view showing a continuous steel box girder bridge according to the present invention.
Figure 4 is an exploded perspective view showing a continuous steel box girder bridge according to the present invention.
5 is an enlarged sectional view taken along the line AA of FIG.
6 is an enlarged sectional view taken along line BB of FIG.
Figure 7 is an illustration showing the displacement and moment of the other installation of the continuous steel box girder bridge according to the present invention.
8 is an exploded perspective view showing another embodiment of the continuous steel box girder bridge according to the present invention.
9 is an enlarged sectional view taken along line CC of FIG. 8;
10 is an exploded perspective view showing another embodiment of the continuous steel box girder bridge according to the present invention.
FIG. 11 is an enlarged sectional view taken along the line DD of FIG. 10; FIG.

An embodiment of the present invention will be described with reference to the accompanying drawings.

As shown in Figures 2 to 6, the structure of the continuous steel box girder bridge according to the present invention, the steel box portion 10, the negative reaction force suppressing portion 20, the alternating 30, the pier 40 and the bottom plate 50 The lower portion of the steel box portion 10 having a continuous shape is installed on the upper portion of the alternating portion 30 and the pier 40 arranged longer than the side span, and the steel box portion 10 Bottom plate 50 is configured to be installed on the top of

Here, the steel box portion 10 is a steel plate cut along the length direction while having a predetermined thickness is coupled to the lower portion of the abdominal plate 12 having the same length on both sides of the lower flange 11 vertically butted In the state is coupled to the welded joint, the lower portion of the upper flange 13 to the upper portion of the abdominal plate 12 is joined to the welded joint, the space portion 14 having a longitudinal direction therein is provided integrally It is composed of fork.

In addition, the upper flange 13 has a main opening portion 131 is formed in the portion where the alternating 30 and the pier 40 and the constant moment between the pier 40 and the pier 40 to the maximum value to act The sub-openings 132 spaced apart at regular intervals are formed on both sides of the main opening 131 to reduce the amount of steel used to reduce the weight of the superstructure.

The main opening 131 formed in the upper flange 13 is preferably larger than the area of the western opening 132. This is because only the compressive stress acts on the upper flange 13 by the positive moment acting on the side span and the center span can not be found that the strength is reduced even if the amount of steel used. In other words, it is configured to facilitate the reduction of rigidity and shape management.

And both sides of the steel box portion 10 is configured to be provided with the negative reaction force suppressing portion 20 having a function to generate a negative reaction force due to the lifting phenomenon. The negative reaction force suppressing part 20 is configured to have a predetermined weight and to be cured in a state in which the filler C is filled into the steel box part 10 supported by the shift 30 and the pier 40. . In this case, a plurality of studs (S) are provided in the steel box part 10 so that the filler C and the steel grain structure are formed. The length of the negative reaction force suppressing part 20 is a positive moment as a parent moment. It is comprised so that it may have length L to the inflection point to be switched.

The shift 30 and the pier 40 have a function of dispersing loads of the steel box 10 and the bottom plate 50 installed above the steel box 10 so as to be stably supported. 31 and 41, the support parts 32 and 42 are formed to protrude, and the seating parts 33 and 43 having a horizontal direction are integrally formed on the support parts 32 and 42. It is composed of fork.

In order to support the continuous bridge, the shift 30 and the pier 40 have a longer length of the center span between the pier 40 and the pier 40 than the side span, which is an interval between the alternate 30 and the pier 40. It is widely equipped.

The bottom plate 50 is to be installed on the upper portion of the steel box portion 10 provided to support the alternating 30 and the pier 40 is not shown provided in the upper portion of the upper flange 13 It is constructed to be constructed in the state where reinforcing bars are arranged in a plurality of studs.

In the present invention, the sub-reaction force suppressing unit 20 provided on both sides of the steel box portion 10 has a length L to the inflection point at which the positive moment is converted into the parent moment, but is shown in FIGS. 7 and 8. As such, in addition to this form, both ends of the steel box portion 10 supported by the shift 30 may be further drawn or extended to a predetermined length. In this case, the portion supported by the alternating 30 preferably has a hollow shape so that the load is applied only to the portion extending outward from the portion supported by the alternating 30. At this time, the filling material (C) is all filled in the inside of the extended portion or the separate (box) having a hollow shape is inserted between the inside of the extended portion and the outside of the steel box 21 in the state is inserted ) Is preferably filled, and a plurality of studs are pre-coupled to each contact surface or filling surface in contact with the inside and the outside of the portion to be filled, so that the concrete and the steel or the steel and the filler and the concrete It is possible to construct rational and economic bridges through the complex structure of.

On the other hand, in the present invention has been described a structure having a form of a single row of the steel box unit 10, in addition to such a line may be provided with a double layer or more than two rows. In this case, it is preferable that the cross beams 70 are coupled at appropriate intervals between the respective steel box portions 10.

In the installation of the continuous steel box girder bridge, first, the support portions 32 and 42 having a predetermined height protrude in the state where the foundation portions 31 and 41 of the alternation 30 or the pier 40 are embedded. After the lower portion of the steel box 10 is to be supported in a state seated on the seating portion (33) (43) provided on the upper portion of the support (32) (42).

Next, the main opening 131 and the western opening 132 are formed to have a shape in which the shift 30 and the pier 40 and the upper flange 13 positioned between the pier 40 and the pier 40 are penetrated. do.

Next, to the inside of the end portion of the steel box portion 10 supported by the alternating 30 and the pier 40, that is, to a place having a length L to the inflection point at which the static moment is converted into the parent moment ( Allow C) to harden by charge.

Next, the bottom plate 50 is installed by placing concrete in a state where reinforcing bars are not placed on the upper flange 13 constituting the steel box part 10 while the filler C is filled and cured. The continuous steel box bridge will be constructed.

As shown in FIG. 2, the continuous steel box girder bridge constructed through such a process is a point A1 (P1) (P2) (A2) supported by the shift 30 and the pier 40 as compared to the conventional art. As shown in the moment diagram, the amount of displacement generated in the) decreases the positive moment in the center span, while the parent moment decreases in the side span, and at the same time, the displacement amount of the puncture point in the center span decreases as the static moment is generated. In the sag of the pressing down form occurs.

In the present invention, the filler (C) is to be filled and cured so as to have a simple shape inside the end of the steel box portion 10 located in the side span between the alternating 30 to the piers 40, in addition to these forms Figure 7 to Figure As illustrated in FIG. 9, the sub-reaction force suppressing unit 20 allows the weight steel box 21 to be inserted into the steel box unit 10 supported by the shift 30 and the pier 40, and the steel plate The filler C may be filled and cured in the first filling space 22 provided between the inside of the magnetic part 10 and the outside of the weight steel box 21. In this case, it is preferable that the weight steel box 21 has a length L up to the inflection point at which the static moment is converted into the parent moment.

In this case, as shown in the displacement diagram and the moment diagram shown in FIG. 7, the displacement amount generated at the points A1, P1, P2 and A2 supported by the alternating 30 and the pier 40 is centered. In the middle between the center of the span and the points P1 and P2, the moment of the static moment decreases significantly, and the parent moment increases at the points P1 and P2 on both sides of the center span. In (P1) and (A2) and (P2), since the positive moment and the parent moment are generated, it is possible to prevent the lifting phenomenon due to the negative reaction force.

On the other hand, in the present invention, the filler (C) is to be filled and cured so as to have a simple form inside the end of the steel box portion 10 located in the side span between the alternating 30 to the piers 40, in addition to this form Figure 10 As shown in FIG. 11, the side reaction force suppressing unit 20 is coupled to one end of each of the PC box 25 to each end of the steel box part 10, and the side of the PC box 25. The other side is comprised so that it may be supported by the alternate 30. At this time, it is preferable to be coupled between the PC box 25 and the shift 30 by a separate insert joint or the like. Such inserts may use anchor bolts embedded in the PC box 25 at a predetermined depth, and do not require drilling, that is, the head of the foundation bolt in the process of constructing the PC box 25. It is desirable to have a form in which is embedded therein.

10: Strong box part 11: Lower flange
12: abdomen 13: upper flange
14: space part 20: buoyancy suppression unit
30: Shift 40: Pier
50: bottom plate 131: main opening
132: sub-opening

Claims (5)

The lower portion of the continuous steel box portion 10 is installed to be supported at the upper portion of the alternating 30 and the bridge 40 arranged longer than the side span, and the bottom plate 50 on the upper portion of the steel box portion 10. In the installation structure of the installed continuous steel box bridge,
The steel box part 10 is welded by welding the lower part of the abdominal plate 12 to the upper both sides of the lower flange 11, the lower part of the upper flange 13 to the upper part of the abdominal plate 12 is welded And a space portion 14 having a longitudinal direction therein is formed, and the upper flange 13 has an alternating moment 30 between the alternating 30 and the piers 40 and between the piers 40 and the piers 40. The main opening portion 131 is formed at a portion serving as a maximum value, and sub-opening portions 132 spaced at regular intervals are formed on both sides of the main opening portion 131, and inside both sides of the steel box portion 10. The installation structure of the continuous steel box girder bridge, characterized in that provided with a negative force suppressing portion 20 having a weight. The method of claim 1,
The secondary reaction force suppressing unit 20 is filled with a filler (C) inside the steel box portion 10 supported by the alternating 30 and the piers 40 is hardened, but the studs inside the steel box portion 10 ( S) is provided is formed of a steel structure, the secondary reaction force suppressing unit 20 is installed of the continuous steel box-shaped bridge, characterized in that it is configured to have a length (L) to the inflection point at which the constant moment is converted to the parent moment rescue. The method of claim 1,
The secondary reaction force suppressing unit 20 is a weight steel box 21 is inserted into the steel box portion 10 supported by the alternating 30 and the piers 40, the inside of the steel box portion 10 and the weight steel The filling material C is filled and cured in the first filling space 22 provided between the outside of the box 21, and the weight steel box 21 has a length to an inflection point at which the positive moment is converted into a parent moment. Installation structure of the continuous steel box girder bridge characterized in that it is configured to have (L). The method of claim 1,
The secondary reaction force suppressing unit 20 is filled with the filler (C) inside the steel box portion 10 supported by the alternating 30 and the piers 40 is cured, the stud () inside the steel box portion (10) S) is provided to be formed in a rigid structure, the hollow weight 23 is coupled to the inner side of the negative reaction force suppressing portion 20, the hollow weight 23 is a piers 40 in which the parent moment acts at the inflection point ) And extends to another inflection point, the hollow weight 23 is a hollow weight steel box 231 is inserted into the steel box portion 10, and the hollow weight steel box 231 inside the steel box portion 10 The structure of the continuous steel box girder bridge, characterized in that the filler (C) is filled and cured in the second filling space portion 232 provided between the outside. The method of claim 1,
The side reaction force suppressing unit 20 is coupled to each side of the PC box 25 to each end of the strong box portion 10, the other side of the PC box 25 is supported by the shift (30) Installation structure of the continuous steel box girder bridge characterized in that.

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