KR101684252B1 - Method of reinforcing continous portion in continuous bridge and its structure - Google Patents

Method of reinforcing continous portion in continuous bridge and its structure Download PDF

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Publication number
KR101684252B1
KR101684252B1 KR1020160028728A KR20160028728A KR101684252B1 KR 101684252 B1 KR101684252 B1 KR 101684252B1 KR 1020160028728 A KR1020160028728 A KR 1020160028728A KR 20160028728 A KR20160028728 A KR 20160028728A KR 101684252 B1 KR101684252 B1 KR 101684252B1
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South Korea
Prior art keywords
continuous
lower flange
precast
steel girder
precast block
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KR1020160028728A
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Korean (ko)
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장정환
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주식회사 티엠이앤씨
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    • E—FIXED CONSTRUCTIONS
    • E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
    • E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
    • E01D22/00—Methods or apparatus for repairing or strengthening existing bridges ; Methods or apparatus for dismantling bridges
    • E—FIXED CONSTRUCTIONS
    • E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
    • E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
    • E01D2/00—Bridges characterised by the cross-section of their bearing spanning structure
    • E01D2/04—Bridges characterised by the cross-section of their bearing spanning structure of the box-girder type
    • E—FIXED CONSTRUCTIONS
    • E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
    • E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
    • E01D2101/00—Material constitution of bridges
    • E01D2101/20—Concrete, stone or stone-like material
    • E01D2101/24—Concrete
    • E01D2101/26—Concrete reinforced
    • E01D2101/268—Composite concrete-metal

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  • Engineering & Computer Science (AREA)
  • Architecture (AREA)
  • Civil Engineering (AREA)
  • Structural Engineering (AREA)
  • Bridges Or Land Bridges (AREA)

Abstract

The present invention relates to a method to reinforce a continuous part of a continuous bridge, and a reinforcement structure thereof. More specifically, the method to reinforce a continuous part of a continuous bridge includes: a protrusion installation step of combining and forming protrusions, separated from each other, in a lower flange of a steel girder placed in the continuous part; a precast block placement step of placing at least two precast blocks between the protrusions placed in the continuous part; and a horizontal tension employing step of receiving power from the protrusions, pushing each other, by applying power, making the precast blocks get away from each other, in a convergence direction, and then employing horizontal tension for the lower flange of the steel girder through the protrusions. Therefore, the present invention is capable of forming a high load carrying capacity by effectively resisting compressive stress generated by negative moment from the lower edge of the continuous part of the continuous bridge.

Description

TECHNICAL FIELD [0001] The present invention relates to a method for reinforcing continuous sections of continuous bridges,

The present invention relates to a method for reinforcing a continuous portion of a continuous bridge and a reinforcing structure thereof, and more particularly, to a method for reinforcing a continuous portion of a continuous bridge by using a continuous bridge that prevents buckling from occurring in the lower portion of the neutral axis of the steel girder And a reinforcement structure thereof.

The steel box girder 30 is formed by the lower flange 30a and the upper flange 30b and the abdomen portion 30c which are spaced apart from each other and widely applied to the long span bridge 1 because of its large section modulus.

Recently, as shown in FIG. 1, a girder adjacent to the longitudinal direction of the bridge pier 20 from the upper side of the pier 20 so as to reduce the size of the momentum acting on the lower edge of the neutral axis of the bridge, 30 are connected by a connection plate 30x or the like.

As shown in the lower moment diagram of Fig. 1, the continuous bridge 1 has the smaller moment moments M2 and M2 'acting between the alternation 10 and the bridge 20 smaller than the simple bridge, The large moment M 1 acts on the continuous portion on the upper side of the pier 20 where the girder 30 is connected. Accordingly, tensile stress acts largely on the upper part of the girder of the continuous part, and compressive stress acts largely on the lower part of the girder of the continuous part.

However, in the case where the girder 30 supporting the upper plate 40 of the continuous bridge 9 is formed of a steel box girder composed of the upper and lower flanges 30a and 30b and the two abdomen portions 30c connecting them, It is necessary to install a large number of reinforcing ribs 35 in the longitudinal direction and the transverse direction in order to suppress buckling due to the compressive stress acting on the lower core of the neutral shaft. So that the workability and economical efficiency are lowered.

Reference numerals 10a and 20a denote reference numerals denoted by reference numerals 10a and 20a, respectively. Reference numerals 37 denote longitudinal ribs provided on the upper side of the girder.

In order to solve such a problem, according to Korean Patent Registration No. 10-0970247 proposed by Lee, Sung-Chul, a plurality of point spacers spaced longitudinally and laterally are protruded from the upper flange of the girder on which compressive stress acts, And a point spacing member is buried by the site-cast concrete to thereby resist the compressive stress acting on the bottom portion of the continuous portion by the concrete having high resistance to compressive stress.

However, the diaphragm, the lateral ribs and the vertical ribs are inevitably installed in the inside of the steel box girder in order to maintain the shape of the closed cross-section, and a reinforcing bar for placing the cast concrete in the state where the point spacing member is fixed to the lower flange Placing the reinforced concrete and the unhardened concrete caused very troublesome construction problems.

In addition, the point spacing in the above configuration only serves to integrate the concrete and the lower flange, so that the point spacing re-assembly in the pre-synthesis stage before the concrete is synthesized suppresses the buckling due to the compressive stress generated by its own weight And only the concrete having a high resistance to compressive stress can be relied on to limit the compressive stress.

Above all, when the concrete is put into the lower flange of the girder by the casting in the above construction, the ability to withstand the compressive stress gradually decreases due to the creep drying shrinkage of the concrete, It also caused serious problems.

In order to solve the above-mentioned problems, the present invention provides a continuous reinforcing method for a continuous bridge which realizes a high load carrying capacity by effectively resisting compressive stress generated by the momentum at the bottom of the continuous portion of the continuous bridge, The purpose is to provide.

That is, the object of the present invention is to suppress the buckling occurring in the lower shaft of the neutral shaft by simple construction while supporting the compressive stress acting on the lower portion of the continuous portion of the continuous bridge by the concrete having high resistance to compressive stress.

Further, the present invention aims at allowing a horizontal tensile force to be introduced into a lower flange of a steel girder on which a compressive stress acts, to withstand a higher compressive stress.

It is another object of the present invention to provide a resisting ability against a certain compressive stress irrespective of the installation period.

According to another aspect of the present invention, there is provided a method of reinforcing a continuous portion of a continuous bridge, the method comprising: providing a protruding member to the lower flange of the steel girder located at the continuous portion; A horizontal and a horizontal tension applying step of applying a horizontal tension force to the lower flange of the steel girder by the projecting member by applying a force in a direction in which the projecting members are moved away from each other; The present invention also provides a method for reinforcing continuous sections of continuous bridges.

This is achieved by joining the projecting members to the lower flange of the steel girder so as to be spaced apart from each other in the throttling direction and introducing a horizontal tensile force to the lower flange of the steel girder, The compressive stress acting on the lower edge of the neutral axis of the continuous portion can be canceled by the horizontal tensile force while the compression stress acting on the lower edge portion of the continuous portion can be canceled by the precast block at the same time, So as to minimize the occurrence of buckling.

Among other things, a precast block arrangement step of arranging two or more precast blocks between the protruding members positioned in the continuous section; Wherein the step of pressing the protruding members is performed by applying a force to move the two or more precast blocks away from each other in a throttling direction and receiving a force pushing the protruding members apart from each other in a direction away from each other, A horizontal tensile force can be introduced to the lower flange of the steel girder by the projecting member.

Through this, a force is introduced into the precast block so that the precast blocks are spaced apart from each other, with the projecting members being spaced apart from each other in the lower flange of the steel girder and with the precast blocks being in contact with the respective projecting members , The lower flange of the steel girder is engaged with the projecting member and a force is applied to the projecting members spaced apart from each other so that a horizontal tension is applied to the lower flange of the steel girder and a compressive force acting on the lower edge of the continuous portion is applied to the compression stress It is possible to support the pre-cast block having the capability.

In addition, since the precast block has already been pre-manufactured and cured in the factory, there is a problem in that when the concrete is combined with the steel girder by the cast concrete in situ, the resistance ability is lowered due to the creep loss in the curing process The advantage of solving the problem is also obtained.

In addition, since tensile stress is introduced into the lower flange of the steel girder at the lower part of the continuous section by using the precast block, reinforcing bars are omitted compared with the prior art in which the concrete is synthesized by field casting, Can be obtained.

The horizontal and vertical tensioning step may include a step of applying a force to push the protruding member by the hydraulic jack by the hydraulic jack in a state where a hydraulic jack is inserted between precast blocks spaced in the longitudinal direction of the steel girder . As described above, since the tensile prestress is introduced into the lower flange of the steel girder through the precast block, even if there is no steel bar or a tension member used for introducing the prestress, the compressive prestress It is possible to introduce a tensile prestress that cancels the tensile stress of the steel girder, and at the same time, it is possible to synthesize a concrete having a high resistance to compressive stress in the lower flange of the steel girder.

A block fixing step of fixing the state in which the precast block pushes out the protruding member to maintain a horizontal tensile force introduced into the lower flange of the steel girder; And the like.

Here, the block fixing step may be performed by filling and filling the filler in the interval of the precast block. Herein, the filler can be applied to the cast concrete, but it is more preferable to apply the non-shrinkage mortar or the like whose deformation is limited by the compressive force.

When the filler is cured in the cavity of the precast block, the force introduced into the precast block is retained, and the pre-cast block and the lower flange of the steel girder are combined, It is possible to permanently retain the state where the tensile prestress is introduced into the continuous girder lower flange. In addition, since the pre-cast block is combined with the lower flange of the steel girder by the filler, the pre-cast block including the concrete material having high resistance to compressive stress can be installed on the lower flange more easily without installing another formwork .

At this time, a spacing member may be inserted between the pre-cast blocks spaced apart in the horizontal and vertical tensile force introduction step, and the cavity of the pre-cast block may be filled with a filler. The hydraulic jack having the pushing force applied to the precast block can be separated and reused without being buried if a pressing member is inserted into the precast block with a force for pushing the protruding member.

Further, the lower flange of the steel girder may be provided with a mounting member for mounting the precast block so as to be spaced from the lower flange, and the filling material may be filled between the precast block and the lower flange . Thus, when a force is applied to the precast block, the force applied to the precast block along the smooth surface of the mounting member minimizes the force lost by the friction as the precast block is formed in the stationary member Almost all of the tensile stress can be transmitted to the lower flange of the steel girder, thereby increasing the efficiency of introducing the tensile prestress. Since the filler is introduced between the bottom surface of the pre-cast block and the lower flange of the steel girder from the lower flange, the pre-cast block is more tightly coupled with the lower flange So that it becomes possible to integrally move with the lower flange of the steel girder.

The pre-cast block is provided with a front end pocket for receiving the front end connection material. After the horizontal and horizontal tension introduction step is performed, the front end pocket is filled with a filler The pre-cast block and the lower flange of the steel girder can be integrally joined and moved.

Above all, the continuous bridges are formed of multi-segment segments, and the horizontal-horizontal tensile force introduction step and the block-securing step may be performed on the ground with respect to the continuous segment for the continuous part. That is, although the above method may be carried out while the girder is mounted on the substructure such as a pier or the like, when the continuous bridge is formed into a multi-segment segment and the girder is mounted while being joined to the temporary pier, The process of introducing the tensile prestress into the continuous portion lower flange by the cast block is performed on the ground and pulled up to be connected to other segments to be easily applied to the completed continuous bridge.

According to another aspect of the present invention, there is provided a girder structure provided on a continuous portion of a continuous bridge, comprising: a steel girder located in the continuous portion; A protruding member which is coupled to the lower flange of the steel girder so as to be spaced apart from each other; A precast block arranged to be spaced apart from and spaced apart from each other between the projecting members so as to act in a throttling direction to introduce a horizontal tensile force to the lower flange of the steel girder through the projecting member; A continuous portion reinforcing structure of continuous bridges is provided.

In this case, a gap may be interposed between the precast blocks so that the precast block pushes the protrusions may be fixed.

The horizontal tensile force introduced by the precast block can be maintained by filling and filling the filler in the interval of the precast block.

In addition, the lower flange of the steel girder may be provided with a mounting member for mounting the precast block so as to be spaced apart from the lower flange, and a filler may be filled between the precast block and the lower flange.

The steel girder includes a steel box girder.

Wherein the shear connection member protrudes from the lower flange of the steel girder and the precast block is provided with a front end pocket for receiving the shear connection member so that the shear pocket is filled with the filler after the step of introducing the horizontal and / So that the lower flange of the steel girder and the precast block can be integrated.

The continuous bridge is formed of a multi-segmented segment, and the continuous portion reinforcing structure is constructed on the ground and then pulled up and mounted on the bridge bottom structure to constitute a part of the continuous bridge.

The term " steel box girder " and similar terms used in this specification and claims includes not only a construction to form a closed cross-section with steel only, but also a combination of a concrete bottom plate (or top plate) And the like. Therefore, even if the cross section of the steel girder is U-shaped, it is included in the 'steel box girder' if a hollow section in which the cross section is closed by the concrete bottom plate synthesized on the upper side is formed.

The 'precast block' described in the present specification and claims is defined as a block previously manufactured and transported to a site in the factory, and mainly refers to a block including a concrete material. For example, a precast block refers to a block previously made of reinforced concrete material.

The term " continuous portion " and similar terms used in this specification and claims are defined to refer to a portion of the bridge substructure, such as a pier, where the girders are connected to each other. Therefore, due to the fixed load of the bridge, the momentum acts on the continuous part.

As described above, according to the present invention, in a state in which a projecting member is coupled to a lower flange of a steel girder such as a steel box girder so as to be spaced apart from each other in a throttling direction and the precast block is in contact with the projecting member, The lower flange of the steel girder is engaged with the projecting member and a force is applied to the projecting members spaced apart from each other so that a horizontal tensile force is applied to the lower flange of the steel girder by tensile prestress It is possible to cancel out at least a part of the compressive force acting on the lower neutral axis of the continuous portion in the common use and at the same time to support the compressive stress acting on the lower portion of the continuous portion even by the precast block, To obtain an advantageous effect of minimizing the occurrence of buckling Lt; / RTI >

In addition, since the present invention is applied to a precast block which is pre-fabricated and cured in the factory in advance, the concrete synthesized at the lower portion of the continuous portion of the continuous bridge is used as a precast block in which the resistance is not lowered by the creep loss during the curing process, It is possible to realize a constant resistance capability and an advantageous effect that the construction becomes much easier because the formwork construction is omitted.

In addition, since the tension prestress is introduced into the lower flange of the steel girder through the precast block, it is not necessary to additionally provide a steel bar or a tension member used for introducing the prestress. Therefore, It is possible to simplify the construction in the steel girder and to combine the concrete having a high resistance to the compressive stress in the lower flange of the steel girder and to introduce the horizontal tensile force as one operation, .

In the present invention, since the filler such as non-shrinkage mortar or the like is filled in the gap of the precast block to harden it, the lower flange of the steel girder is synthesized while holding the force introduced into the precast block, The tensile prestress introduced into the lower flange of the steel girder of the continuous portion can be permanently retained through the projecting member of the steel girder even if there is no complicated process of fixing the steel girder.

In the present invention, a gap member is inserted between pre-cast blocks into which a pushing force is introduced, and the space in the precast block is filled with a filler to reuse the hydraulic jack that has exerted a pushing force on the precast block Can be obtained.

Further, in the present invention, the lower flange of the steel girder is provided with a mounting member for supporting the precast block, so that when introducing a horizontal tensile force to the lower flange of the steel girder, the frictional force between the precast block and the lower flange can be minimized In addition, since the pre-cast block and the lower flange are filled with the filler, the pre-cast block and the lower flange can be more firmly integrated with each other.

Further, in the present invention, the reinforcement structure provided on the continuous portion of the continuous bridge is previously prepared and installed on the ground, pulled up, and combined with other segments, thereby making it possible to simplify the construction.

As described above, according to the present invention, it is possible to obtain an effect of simplifying construction while more reliably suppressing occurrence of buckling in the lower flange of the steel girder due to the compressive force acting on the lower portion of the continuous portion of the continuous bridge.

1 is a view showing a general continuous bridge and a bending moment diagram,
Fig. 2 is a sectional view taken along the line II-II in Fig. 1,
3 is a view showing a continuous bridge to which a continuous section reinforcing structure according to an embodiment of the present invention is applied,
4 is a flowchart sequentially illustrating a method of reinforcing continuous portions of continuous bridges according to an embodiment of the present invention,
5 is a cross-sectional view of the portion 'A' of FIG. 3,
6A to 6H are diagrams showing a configuration according to the continuous section reinforcement method of FIG. 4,
7 is an enlarged cross-sectional view of the continuous portion of Fig.

Hereinafter, the present invention will be described in detail with reference to the accompanying drawings. In the following description, well-known functions or constructions are not described in detail to avoid obscuring the subject matter of the present invention.

A continuous bridge 9 to which continuous web reinforcement structure 100 according to an embodiment of the present invention is applied to a continuous portion is shown in Fig. 3, 5, and 6F, the continuous portion reinforcing structure 100 includes a steel girder 110 installed on a continuous portion of a continuous bridge, a lower flange 110a of the steel girder 110, A protrusion 120 protruding from a lower flange 110a at a position spaced apart from each other in a throttling direction and a force F1 spaced apart from and spaced apart from each other between the protruding members 120, A precast block 130 installed in a state where the precast block 130 is installed in a state where the precast block 130 is installed in a state where the precast block 130 is installed, And a filler (140) for maintaining the state.

The steel girder 110 includes all types of steel girders such as a steel box girder and an I-shaped girder in which a lower flange 110a is formed on the lower edge of the girder neutral axis while forming a continuous portion of the continuous bridge.

Particularly, as shown in the figure, the steel girder 110 of the continuous part reinforcing structure 100 according to the present invention includes a lower flange 110a and an upper portion 110c extending from the lower flange 110a, 110c of the lower flange 110a. Here, the steel box girder is composed of a girder having an upper flange 110b formed on the upper side of the abdomen portion 110c and having a closed end portion formed therein by a steel material, and a girder having a U- And a girder in which a closed end face is formed in a state in which construction is completed.

The lower flange 110a of the steel girder 110 is formed with two to five rows of mounting members 111 for mounting the precast block 130 along the longitudinal direction (throttling direction). The upper surface of the stationary member 111 is formed as a smooth surface so that the frictional force between the bottom surface of the precast block 130 and the upper surface of the stationary member 111 . However, according to another embodiment of the present invention, the mounting member 111 may not be provided.

A shear connector 115 protrudes from the lower flange 110a of the steel girder 110. [ The shear connection member 115 protrudes only at an alignment position where the precast block 130 is inserted into the penetration portion 130a of the precast block 130 in a state where the precast block 130 is mounted on the lower flange 110a. The connecting member 115 may be formed in the form of a stud illustrated in the drawing and may be formed in various shapes as long as the inserted state can be maintained in the penetrating portion 130a while a force is introduced into the precast block 130. [

6B, the projecting members 120 are engaged with upper surfaces of both ends of the lower flange 110a of the steel girder 110 of the continuous portion. The protruding member 120 is integrally connected to the lower flange 110a by welding or bolting or the like and is installed between the abdomen portions 110c of the steel girder 110 in a block form. The vertical flange 110a of the steel girder 110 is subjected to a horizontal tensile force in the longitudinal direction by the projecting member 120 when the protruding members 120 spaced apart from each other act in a direction away from each other .

Although the drawing shows a structure in which the projecting members 120 are coupled to one steel block arranged long in the lateral direction (perpendicular to the throttling axis), a plurality of steel blocks are arranged in the lateral direction, .

The height of the protruding member 120 is set to a height enough to receive the push force F1 of the precast block 130 while being in contact with the outer surface 130s1 of the precast block 130. [ For example, the height of the precast block 130 may be about 1/3 to 5/3 of the height of the precast block 130.

The precast block 130 is reinforced with concrete as its main material and is conveyed to the site in a state where sufficient strength is exhibited by the curing process in the factory. Therefore, the compressive strength of the precast block 130 does not decrease due to the creep loss with the passage of the service life, and the compressive strength of the pre-cast block 130 in a state of being transported to the site can be kept constant during the use.

The outer surface 130s1 of the precast block 130 is formed as a surface that is in close contact with the protruding member 120 so that the force F1 acting on the precast block 130 can be directly transmitted to the protruding member 120 do. The outer surface 130s1 of the precast block 130 and the protruding member 120 are shown as flat surfaces, but the outer surface 130s1 of the precast block 130 and the protruding member 120 are shown as flat surfaces. May be formed as a surface in which the abutting surfaces of the abutting portions abut each other.

The precast block 130 may be configured such that two portions thereof are spaced from each other by a length indicated by x such that the outer surface 130s1 contacts the protruding member 120, The cast block 130 may be formed of two or more as indicated by a dotted line. Both sides of the precast block 130 are preferably in contact with the abdomen 110c of the steel girder 110 but may be filled with the filler 140 even if they are spaced apart for convenience of construction.

At this time, as shown in FIG. 6C, the precast blocks 130 are arranged in two or more spaced apart from each other and in a state where the tension hydraulic jacks 90 are disposed between the precast blocks 130 As the force F1 in the direction in which the precast blocks 130 are moved away from each other is introduced into the precast block 130 from the hydraulic jack 90, the force F1 is transmitted to the precast block 130 in the direction away from each other by the force F1 pushing the inner surface 130s2. The compressive displacement is generated in the precast block 130 and the force F2 applied by the projecting member 120 integrally coupled to the lower flange 110a is acted by the force F1, Causing the lower flange 110a to act as a horizontal tensile force Fg away from each other.

The filler 140 is supplied to fill the short space 77 of the precast blocks 130 spaced apart from each other and to be hardened in a state in which the precast blocks 130 are introduced with a force F1 in a direction away from each other Thereby fixing the displacement of the precast block 130. The filler 140 may be selected from a variety of materials capable of fixing the displacement of the precast block 130 but may be selected as a non-shrinkage mortar to ensure a displacement in accordance with the force F1 introduced into the precast block 130 It is preferable to fix it.

The filler 140 not only fills the space 77 between the precast blocks 130 but also the precast block 130 and the steel girder 130, The gap between the preform block 130 and the lower flange 110a is filled with the void space between the preform block 130 and the abdomen 110c of the precast block 130 and the penetration part 130a of the precast block 130 and the gap between the precast block 130 and the lower flange 110a. Therefore, the pre-cast block 130, the lower flange 110a, and the belly portion 110c are integrated, and the precast block 130 and the steel girder 110 are integrally moved with respect to external force.

Above all, as the displacement of the precast block 130 is constrained by the filler 140, the precast block 130 is permanently fixed in a state where the force F1 in the direction away from each other acts, The horizontal tensile force Fg introduced into the lower flange 110a of the steel girder 110 via the projecting member 120 is also maintained in the introduced state.

On the other hand, before the filler 140 is filled around the precast block 130, a gap material 80 (see FIG. 6E) is formed around the hydraulic jack 90 that applies a pushing force F1 to the precast block 130. [ And the hydraulic jack 90 may be pulled out of the short space 77 of the precast block 130 to fill the filler 140. [ Thereby, it is possible to reuse the hydraulic jack 90. As a result, the state in which the pushing force F1 is introduced by the hydraulic jack 90 is maintained by the spacing member 80 so that the force for returning the precast block 130 to its original shape is transmitted to the spacer 80 The force F 1 introduced into the precast block 130 is retained by the spacer 80 while acting as the compressive force Fc.

The continuous reinforcement structure 100 constructed as described above according to the embodiment of the present invention is applied to the continuous portion of the continuous bridge 9 shown in FIG.

1, the continuous section reinforcement structure 100 individually pulls the precast block 130 and the like in a state where the girders 110 of the continuous bridge are mounted on the bridge substructures 10 and 20 It can also be constructed in the air. However, it is inconvenient for a worker to work in the air and there is a risk that the construction of a continuous bridge is risky.

3, when a plurality of segmented segment girders 110s are connected to each other, the continuous segment reinforcing structure 100 is formed by the steel segment girders 110 disposed in the continuous portion, The pulled continuous reinforcing structure 100 is pulled up and the pulled continuous reinforcing structure 100 is folded over the other segmented segments 110s and the connecting plate 55 as shown in Figure 6H, The continuous portion of the continuous bridge 9 can be constructed. This has the advantage of making the construction of the continuous part easier and safer.

Hereinafter, a continuous portion reinforcement method (S100) of the continuous bridge 9 according to an embodiment of the present invention will be described in detail with reference to FIGS. 4 and 6A to 6H attached hereto. Hereinafter, a structure for constructing the continuous section reinforcement structure 100 on the ground and using the continuous section reinforcement structure 100 as an example will be described as an example.

Step 1 : First, as shown in FIG. 6A, a steel segment girder 110 (hereinafter simply referred to as "steel girder") corresponding to a continuous portion of the continuous bridge 9 is prepared. The steel girder 110 may be formed in various cross-sectional shapes, but it may include a lower flange 110a, two abdomen portions 110c spaced from each other, and an upper flange 110b on the upper side, .

In the lower flange 110a of the steel girder 110, the shear connection member 115 protrudes upward at a position where it is inserted into the penetration portion 130a of the precast block 130 supporting the compressive force, 130) are fixed on the both sides and the central portion in the direction of the throttling axis (longitudinal direction) so as to be spaced apart from the upper surface of the lower flange 110a.

The protruding member 120 is coupled to the upper surface of the lower flange 110a of the steel girder 110 so as to be spaced apart in the direction of the throttle. The protruding member 120 may be formed of a rod-shaped block made of a steel material. The protruding member 120 is joined to the lower flange 110a by welding or the like so as to integrally move with the lower flange 110a (S110). The protruding member 120 may be coupled to the lower flange 110a of the steel girder 110 in the field but may be already coupled to the steel girder 110 that is pre- have.

Step 2 : Then, as shown in FIG. 6B, the precast block 130 is placed in the space of the abdomen 110c (S120).

In the state where the precast block 130 is positioned on the lower flange 110a of the steel girder 110, as shown in the plan view of FIG. 6C, the penetrating portion 130a of the precast block 130 is provided with a steel girder The outer surface 130s1 of the precast block 130 is in a state of being in tight contact with the protruding member 120. [

Accordingly, a short space 77 is provided between the precast blocks 130 by a length indicated by 'x'.

Step 3 : Then, as shown in Fig. 6D, a tension hydraulic jack 90 is installed in the short space 77, and a tensile force F1 of a predetermined size is applied to the tension hydraulic jack 90 to the precast block 130 On the inner surface 130s2 (S130).

Although two precast blocks 130 separated by a dotted line are in contact with the protruding members 120 so that two hydraulic jacks 90 for tensioning are provided in the figure, One precast block 130 may be in contact with and one tension hydraulic jack 90 may be installed. Further, two or more tension hydraulic jacks 90 may be provided even if one precast block 130 is provided in contact with each other.

The precast block 130 is compressed and the force F2 pushing the protruding member 120 outward is applied when the tension hydraulic jack 90 exerts a force F1 for pushing the precast block 130 in the outward direction. . Accordingly, the length of the short space 77 of the precast block 130 is increased from 'x' to 'x'. At this time, since the precast block 130 is a reinforced concrete structure including a concrete material having a high resistance to compressive force, cracks and breakage are not generated due to the force F1 exerted by the hydraulic jack 90. The lower flange 110a of the steel girder 110 integrated with the projecting member 120 is also subjected to a horizontal pulling force Fg ) Is introduced.

That is, the horizontal tensile force Fg acts on the lower flange 110a of the steel girder 110 by the force F1 pushing the precast block 130 outward by the tensioning hydraulic jack 90.

Step 4 : Thereafter, the non-shrinkage mortar is filled in the short space 77 of the precast block 130 with the filler material 140 and hardened to permanently fix the state in which the force acts on the precast block 130. [ (S140). As a result, a horizontal tensile force is introduced into the lower flange 110a of the steel girder 110.

In order to achieve this, according to one embodiment of the present invention, the non-shrinkage mortar is filled with the filler 140 in a state where the tension hydraulic jack 90 is located in the cavity, and the displacement and deformation state of the precast block 130 are fixed .

According to a preferred embodiment of the present invention, a length adjustable spacing member 80 is prepared in advance and a predetermined pressing force F1 is introduced by the tension hydraulic jack 90, The hydraulic jack 90 is inserted between the precast blocks 130 so that both ends of the ash 80 adhere closely to the inner surface 130s2 of the precast block 130, It is possible to maintain the state in which the pressing force F1 is introduced into the precast block 130 by removing it from the short space 77 of the precast block 130 and filling the short space 77 with the filling material 140 to harden it. A predetermined pressing force F1 is applied by the tension hydraulic jack 90 when adjusting the length of the spacer 80 so that the predetermined pressing force F1 is introduced into the precast block 130 by the length of the spacer 80 It is also possible to introduce a slightly larger pressing force than the pressing force F1. The spacing member 80 supports the horizontal tensile force introduced into the lower flange 110a of the steel girder 110 and is formed of a material having a high compressive strength (mainly steel) .

As described above, by holding the force F1 introduced into the precast block 130 by using the spacing member 80, the hydraulic jack 90 (see FIG. 1) for introducing a horizontal tensile force to the lower flange 110a of the steel girder 110 ) Can be reused.

The filling material 140 is filled in the short space 77 of the precast block 130 and the gap between the precast block 130 and the abdomen portion 110c is filled with the filling material 140, 130 are filled with the filler 140. The through- 7, the filler 140 penetrates into the gap between the precast block 130 and the lower flange 110a of the steel girder 110, so that the filler 140, which is a non-shrinkage mortar, The precast block 130 is in complete contact with the steel girder 110 by the non-shrinkage mortar and moves together.

Step 5 : The production of the continuous-portion reinforcing structure 100 is completed by the steps 1 to 4. [ As shown in FIG. 6G, since the continuous section reinforcement structure 100 is disposed in the continuous portion of the continuous bridge 9, the steel segment girders 110s installed in the region other than the continuous portion are lifted and fixed to the temporary bridge pier 9 And the connecting plate 55 is connected.

6h, the continuous part reinforcing structure 100 manufactured on the upper side of the pier 20 forming the continuous part is pulled up and connected to the adjacent steel segment girders 110s by the connecting plate 55. As shown in Fig. Then, a bottom plate concrete is placed on the bridge girder made up of the segment girder 110s and the continuous section reinforcement structure 100, and then a temporary pier is removed to form a packing surface on the bottom plate concrete. The construction of the continuous bridge 9 shown in Fig. 3 is completed.

In the present invention having the above-described structure, the protruding member 120 is coupled to the lower flange 110a of the steel girder 110 such as a steel box girder so that the protruding member 120 is spaced apart in the throttling direction, The force F1 is applied to the precast block 130 so that the precast blocks 130 are spaced apart from each other and the force F1 is applied to the precast blocks 130 by the force of the protrusions 120, By introducing a horizontal tensile force Fg into the lower flange 110a as a tensile prestress, it is possible to offset at least some of the compressive force acting on the lower edge of the neutral axis of the continuous portion in common, and at the same time, It is possible to more effectively resist the compressive stress acting on the lower portion of the continuous portion to reliably suppress the occurrence of buckling due to the compressive force in the lower portion of the continuous portion, The can get.

In addition, since the concrete synthesized in the lower part of the continuous part of the continuous bridge 9 is applied to the cured precast block 130 manufactured in advance in the factory, the resistance of the cured part is lowered by the creep loss And a horizontal tensile force Fg is applied to the lower flange 110a of the steel girder 110 by the precast block 130 supporting the compressive force without installing a strand or steel bar The process of synthesizing concrete having a high resistance to compressive force in the lower flange of the steel girder and the process of introducing the horizontal tensile force are performed in a single operation, so that the workability and economical efficiency are improved.

In addition, according to the present invention, since the reinforcing structure 100 provided on the continuous portion of the continuous bridge is previously prepared and installed on the ground, it is possible to eliminate the inconvenience of construction in a narrow closing cross section, An advantage that can be enjoyed is obtained.

While the present invention has been particularly shown and described with reference to exemplary embodiments thereof, it is to be understood that the invention is not limited to the disclosed embodiments, but, on the contrary, is intended to cover various modifications and equivalent arrangements included within the spirit and scope of the invention.

9: continuous bridge 100: continuous section reinforcing structure
110: Steel girder 110a: Lower flange
110c: abdomen 111:
115: shear connection member 120: projecting member
130: precast block 140: filler

Claims (19)

A method for reinforcing a continuous portion of a continuous bridge in which a steel girder is continuous on the upper side of a bridge pier,
A protruding member mounting step of forming a protruding member on the lower flange of the steel girder so as to be spaced apart from each other in the throttle direction with the continuous portion interposed therebetween;
A precast block disposing step of disposing two or more precast blocks in a throttling direction between the protruding members;
A pushing force is applied to the precast blocks so that the precast blocks spaced apart in the direction of the throttle axes are spaced apart from each other in the throttling direction so that the protrusions move in a direction away from the continuous portions by the precast blocks, A horizontal tensile force introducing step of introducing a horizontal tensile force to the lower flange of the steel girder on the upper side of the continuous portion;
A block fixing step of fixing a state in which the precast block pushes the protruding member to maintain a horizontal tensile force introduced into a lower flange of the steel girder;
Wherein the reinforcing member is made of reinforced concrete.
The method according to claim 1,
The block fixing step includes:
And filling the filled spaces with the spacing of the precast blocks to cure the continuous spaces.
2. The method of claim 1,
Wherein the filling material is filled after the spacers are inserted between the precast blocks spaced apart in the horizontal tensioning step.
The method of claim 3,
Characterized in that the lower flange of the steel girder is provided with a mounting member for mounting the precast block so as to be spaced from the lower flange and the filling material is also filled between the precast block and the lower flange. Of the continuous portion.
The method according to claim 1,
The prefabricated block is provided with a front end pocket for receiving the front end connection material so that the front end pockets are filled with the filler and hardened after the horizontal pulling force introduction step is performed Wherein the reinforcing member is a continuous reinforcing member of continuous bridges.
The method according to claim 1,
Wherein the horizontal tensile force introducing step includes the step of installing a hydraulic jack between the precast blocks and applying a pushing force to the precast blocks by a force generated by the hydraulic jack.
The method according to claim 2 or 3 or 5,
Wherein the filler is a non-shrinkage mortar.
7. The method according to any one of claims 1 to 6,
Wherein the steel girder is a steel box girder.
9. The method of claim 8,
Wherein the continuous bridge is formed of a plurality of segment segments, and the horizontal tensile force introduction step and the block fixing step are performed on the ground with respect to the continuous segment with respect to the continuous portion.
A girder structure provided on a continuous portion of a continuous bridge,
A steel girder disposed so as to be connected to the continuous portion on the upper side of the pier;
A protruding member formed on the lower flange of the steel girder so as to be spaced apart from each other in the throttle direction with the continuous portion therebetween;
At least two precast blocks spaced apart from each other in the throttling direction between the projecting members;
A force is exerted such that the precast blocks spaced apart in the throttling direction are spaced apart from each other in the throttling direction so that a force acts in a direction in which the projecting member moves away from the continuous portion, A fixing means for holding the introduced horizontal tensile force by fixing the precast block in a state in which a tensile force is introduced;
The continuous bridge reinforcing structure of continuous bridges
11. The method of claim 10,
Wherein the fixing means is an interval member sandwiched between the precast blocks and fixing the state in which the precast block pushes the projecting members.
11. The method of claim 10,
Wherein the securing means is a filler that is filled and cured at the diaphragm spacing of the precast block.
13. The method of claim 12,
A mounting member for positioning the precast block in the lower flange of the steel girder so as to be spaced apart from the lower flange;
Wherein the filler is filled between the precast block and the lower flange. ≪ RTI ID = 0.0 > 11. < / RTI >
11. The method of claim 10,
Wherein the steel girder is a steel box girder.
15. The method of claim 14,
Wherein the shear connection member protrudes into the lower flange of the steel girder and the precast block is provided with a front end pocket for receiving the shear connection member so that after the horizontal tension is introduced into the lower flange of the steel girder, And the lower flange of the steel girder is integrated with the precast block. ≪ RTI ID = 0.0 > 18. < / RTI >
16. The method according to any one of claims 10 to 15,
Characterized in that the continuous bridge is formed of a multi-segment segment, and the continuous portion reinforcing structure is formed on the ground and then pulled up and mounted on the bridge bottom structure to constitute a part of the continuous bridge. Reinforced structure.
16. A continuous bridge having continuous reinforcing structures according to any one of claims 10 to 15.

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KR1020160028728A 2016-03-10 2016-03-10 Method of reinforcing continous portion in continuous bridge and its structure KR101684252B1 (en)

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Publication number Priority date Publication date Assignee Title
CN108221709A (en) * 2018-01-08 2018-06-29 清华大学 A kind of corollary equipment and construction method for overbridge incremental launching construction

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Publication number Priority date Publication date Assignee Title
JP2007270600A (en) * 2006-03-08 2007-10-18 Ps Mitsubishi Construction Co Ltd Prestress introducing method to filling part between precast concrete members
KR101084397B1 (en) * 2011-06-09 2011-11-18 주식회사 인터컨스텍 A composite steel box girder using precast concrete for continuous bridges and thereof manufacturing method
KR101181232B1 (en) * 2011-05-18 2012-09-10 주식회사 디에스글로벌이엔씨 Upper structure of bicycle and sidewalk brdige using cable and construction method thereof
KR101219788B1 (en) * 2012-08-13 2013-01-09 (주)대우건설 Method for constructing precast concrete floor plate for bridge with introducing compressive force using hydraulic jack

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Publication number Priority date Publication date Assignee Title
JP2007270600A (en) * 2006-03-08 2007-10-18 Ps Mitsubishi Construction Co Ltd Prestress introducing method to filling part between precast concrete members
KR101181232B1 (en) * 2011-05-18 2012-09-10 주식회사 디에스글로벌이엔씨 Upper structure of bicycle and sidewalk brdige using cable and construction method thereof
KR101084397B1 (en) * 2011-06-09 2011-11-18 주식회사 인터컨스텍 A composite steel box girder using precast concrete for continuous bridges and thereof manufacturing method
KR101219788B1 (en) * 2012-08-13 2013-01-09 (주)대우건설 Method for constructing precast concrete floor plate for bridge with introducing compressive force using hydraulic jack

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* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN108221709A (en) * 2018-01-08 2018-06-29 清华大学 A kind of corollary equipment and construction method for overbridge incremental launching construction
CN108221709B (en) * 2018-01-08 2019-10-29 清华大学 A kind of corollary equipment and construction method for overbridge incremental launching construction

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