KR101879828B1 - Steel-concrete composite hybrid integral continuous bridging system using cast steel node and precast slab and construction method thereof - Google Patents

Abstract

The present invention relates to a steel-concrete composite hybrid integrated continuous bridge system using a cast steel node, capable of realizing a load-saving maintenance structure for a bridge, and a precast slab, and a construction method thereof. According to the present invention, a method to construct an integrated continuous bridge comprises: a step of installing an abutment on both sides and installing a plurality of piers between the abutments, wherein a cast steel node structure is installed in each pier; a step of mounting a girder connecting the abutment and the pier on the cast steel node structure, wherein the girder is temporarily fixed in the cast steel node structure by using a buffering member installed in the girder; a step of welding and attaching the temporarily fixed girder to the cast steel node structure; a step of mounting the precast slab on the girder and using a connection member to couple the precast slab to the girder; and a step of depositing concrete between the abutment and the precast slab, and between the pier and the precast slab.

Description

TECHNICAL FIELD [0001] The present invention relates to a steel-concrete composite hybrid continuous casting system using a primary forcing point and a precast slab, and a steel-concrete composite hybrid continuous casting system using the same,

The present invention relates to a steel-concrete composite hybrid continuous casting system using a primary forcing point and a precast slab and a construction method thereof, and more particularly to a steel-concrete composite hybrid continuous casting system using a main casting point and a precast slab, Concrete composite hybrid continuous casting system using the applied primary forcing points and precast slabs, and its construction method.

Vertical and horizontal loads are applied to bridges. Vertical load can be caused by bridge load or vehicle load. Horizontal loads can be caused by the effects of different behaviors in structures due to temperature changes, the effects of braking and starting of the vehicle, or the effects of bridge bending due to vertical loads.

For this reason, in designing a continuous bridge system, it is required to design not only the vertical load caused by the main structure but also the horizontal load caused by various influences.

On the other hand, precast slabs are preformed with fixed facilities at the factory and applied to the site.

Precast slabs are more advantageous in terms of strength and strength than on-site workpieces. Therefore, the application of precast slabs to a continuous bridge system is advantageous in terms of shortening of air, reduction of construction cost, and ease of quality control.

Accordingly, the inventor of the present invention has long studied a bridge pier capable of applying a precast slab more efficiently to a rational coping structure for horizontal loads, and completed the present invention after trial and error.

The embodiment of the present invention provides a steel-concrete composite hybrid continuous bridge system and a construction method thereof using a primary forcing point and a precast slab capable of implementing a full maintenance and management bridging structure of a bridge.

On the other hand, other unspecified purposes of the present invention will be further considered within the scope of the following detailed description and easily deduced from the effects thereof.

The construction method of a steel-concrete composite hybrid continuous bridge system using a primary forcing point and a precast slab according to an embodiment of the present invention includes a step of installing a plurality of bridge bridges alternately on both sides and between the bridges, Each having a primary force mating structure; Placing the girder connecting the alternating and piercing angles in the main force mating structure, wherein the girder is fixed to the main force mating structure using a cushioning member provided on the girder; Welding the temporarily fixed girder to the primary fork core structure; Placing a precast slab on the girder and joining the precast slab to the girder using a connecting member; And pouring concrete between the alternation and the precast slab and between the bridge and the precast slab.

Wherein the plurality of piers includes at least one transverse resistance pier and at least one longitudinal resistance pier, wherein the primary forcible point structure includes a first main force mating structure and a second main mating structure having a different shape from the first main mating structure Wherein the transverse resistance bridge pier includes the first main force point structure and the longitudinal resistance pier may include the second main force point structure.

Wherein the first main force mating point structure and the second main force mating point structure each have a hollow cylindrical body portion extending in the same direction as the extending direction of the bridge pier, A first circular protrusion of a well structure projecting from the body portion; A second circular protrusion of a well structure protruding from the body portion on the opposite side of the first circular protrusion; And a fin portion protruded from the body portion and connected to a support member for mutual connection with an adjacent pier.

Wherein a pin portion of the first primary force mating structure protrudes from the body portion between the first circular protrusion and the second circular protrusion and a pin portion of the second primary force mating structure protrudes from the first circular protrusion or the second circular protrusion, And protrude from the body portion under the protrusion.

The hollow structure has a slimming area where the width of the cylinder becomes narrower toward the center, and the thickness of the primary force mating structure may have a maximum thickness in a section from the bottom surface of the well structure to the slimming area of the hollow structure.

Wherein the circular protrusion is attached to an end of the girder at an end thereof, the end of the circular protrusion is provided with a flat portion, a stepped portion extending further in the extending direction of the circular protrusion portion, a stepped portion with respect to the flat portion, A chamfered portion for receiving an end portion of the girder is formed on an incline, and the buffer member is a ring-shaped rubber packing, and the rubber packing can be disposed between the end portion of the girder and the step portion.

The joining may include joining the precast slab to the girder using a stud as the connecting member, and filling the stud connecting portion with a non-shrinkage mortar.

The precast slab includes a pair of first slab segments disposed on both sides of the girder; And a pair of second slab segments disposed on both sides of the girder inside the first slab segment pair, wherein each of the first slab segment and the second slab segment includes a first slab segment A first recessed portion recessed in the first direction on the side opposite to the first recessed portion; And a second concave portion protruding in a second direction facing the first direction and a second concave portion recessed in the second direction opposite to the second convex portion.

The first recess of the first slab segment may receive a first convex portion of the second slab segment and the second recess of the first slab segment may be received by a second recess of the second slab segment.

The steel-concrete composite hybrid continuous bridge system using the main forcing point and the precast slab according to the embodiment of the present invention can be a continuous continuous bridge without the need of rail expansion joint when applied to a railway bridge.

This technology can provide a steel-concrete composite hybrid continuous bridge system and its construction method using a main forcing point and a precast slab capable of implementing a full maintenance bridging structure of a bridge.

In addition, this technology can support various types of bridge construction by providing a modular system that can increase or decrease the number of modules as needed.

Also, when applied to a bridge, it is possible to implement a continuous bridge without the need for rail extension joints.

BRIEF DESCRIPTION OF THE DRAWINGS FIG. 1 is a view showing a steel-concrete composite hybrid continuous casting system using a main cast steel point and a precast slab constructed by a method according to an embodiment of the present invention.
FIG. 2A is a cross-sectional view taken along line AA in FIG. 1, and FIG. 2B is a cross-sectional view taken along line BB in FIG. 1, respectively.
Fig. 3 is a diagram showing a detailed structure of a first main force jerk structure according to an embodiment of the present invention, in which Fig. 3a is a sectional view in the x direction, Fig. 3b is a sectional view in the y direction, Respectively.
4A is a cross-sectional view in the x direction, FIG. 4B is a cross-sectional view in the y direction, and FIG. 4C is a cross- Respectively.
5 is a view for explaining the connection relation between the main force mooring structure and the girder according to the embodiment of the present invention in more detail.
6 is a side view for explaining a precast slab according to an embodiment of the present invention in more detail.
7 is a plan view for explaining a precast slab according to an embodiment of the present invention in more detail.
Fig. 8 is a view for explaining a more detailed structure of the precast segment according to the embodiment of the present invention, in which Fig. 8A is a plan view and Fig. 8B is a sectional view in the y direction.
FIGS. 9A to 9F are diagrams showing the overall flow of a construction method of a steel-concrete composite hybrid continuous bridge system using a primary forcing point and a precast slab according to an embodiment of the present invention.
10 is a view showing several bridges constructed by a method according to an embodiment of the present invention.
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 appended claims.

Hereinafter, the most preferred embodiment of the present invention will be described. In the drawings, the thickness and the spacing are expressed for convenience of explanation, and can be exaggerated relative to the actual physical thickness. In describing the present invention, known configurations irrespective of the gist of the present invention may be omitted. It should be noted that, in the case of adding the reference numerals to the constituent elements of the drawings, the same constituent elements have the same number as much as possible even if they are displayed on different drawings.

BRIEF DESCRIPTION OF THE DRAWINGS FIG. 1 is a view showing a steel-concrete composite hybrid continuous casting system using a main cast steel point and a precast slab constructed by a method according to an embodiment of the present invention.

FIG. 2A is a sectional view taken along line AA in FIG. 1, and FIG. 2B is a sectional view taken along line BB in FIG. 1, respectively.

1, a steel-concrete composite hybrid continuous bridge system using a main forcing point and a precast slab according to an embodiment of the present invention (hereinafter, referred to as a " continuous bridge system "Quot;) includes alternations 10A and 10B installed on both sides and a plurality of bridgeheads 20A through 20C installed between the alternations.

The alternations 10A and 10B and the piers 20A to 20C are installed on the ground through bases and columns.

The plurality of bridge columns 20A to 20C include transverse resistance bridge columns 20A and 20C and longitudinal resistance bridge columns 20B. The transverse resistance bridge columns 20A and 20C resist horizontal loads acting in the lateral direction (y direction) acting on the bridge and the longitudinal resistance bridge columns 20B resist the horizontal loads acting in the longitudinal direction (x direction) do.

The transverse resistance piers 20A and 20C are located behind the piers 21 and 27 shown in Fig. 1 and behind the piers 21 and 27 (not shown in Fig. 1) Adjacent) bridges (not shown). The bridge bridge 21 and bridge bridge 22 existing behind it are shown in Fig.

The longitudinal resistance pier 20B is located behind the piers 23 and 25 shown in FIG. 1 and the piers 23 and 25 (not shown in FIG. 1) ) Bridge bridges (not shown). The bridge bridge 23 and the bridge bridge 24 existing behind the bridge bridge are shown in FIG. 2B.

The continuous bridge system includes girders 30A to 30E connecting alternations 10A and 10B and bridge columns 20A to 20C.

As shown in the figure, a total of five girders 30A to 30E are arranged. Specifically, the first girder 30A connecting the left shift 10A and the transverse resistance bridge 20A, the second girder 30B connecting the transverse resistance bridge 20A and the longitudinal resistance bridge 20B, A fourth girder 30D connecting the longitudinal resistance bridge bridge 20A and the transverse bridge bridge 20A and a fourth girder 30D connecting the longitudinal bridge bridge 20A and the right bridge 10B, Th girder 30E. The third girder 30C can have a shorter length than the other four girders 30A, 30B, 30D, and 30E.

The alternations 10A and 10B, the bridge piers 20A to 20C and the girders 30A to 30E form a steel structure of the bridge.

The piers 20A to 20C and the girders 30A to 30E are connected through the primary forcible point structures 100A to 100C according to the embodiment of the present invention. As shown in the figure, the main forcing structures 100A to 100C are connected between bridge columns 20A to 20C and girders 30A to 30E.

For the connection between the transverse resistance bridge pier 20A and the girders 30A and 30B, the primary forcing point structure 100A is applied. Since the transverse resistance pier 20A includes two piers 21 and 22, the primary constrained point structure 100A applied here also includes two primary critical point structures 101 and 102. [

For the connection between the longitudinal resisting bridge pier 20B and the girders 30B, 30C and 30D, the primary forefront point structure 100B is applied. Because the longitudinal resisting bridge 20B includes four bridge columns 23, 24, 25 and not shown, the main constrained point structure 100B applied here also includes four main constrained point structures 103, 104, (Not shown).

For the connection between the transverse resistance pier 20C and the girders 30D and 30E, the primary forcing point structure 100C is applied. Since the transverse resistance bridge 20C includes two bridgeheads 27 and not shown, the primary mandatory point structure 100C applied here also includes two main mandatory point structures (not shown).

The primary forcible point structures 100A and 100C applied to the transverse resistance bridge columns 20A and 20C may have the same structure.

On the other hand, the main mandatory point structure 100B applied to the longitudinal resisting bridge bridge 20B may have a different structure from the upper mandatory point structure 100A and 100C.

For the sake of convenience of explanation, the primary forcible point structures 100A and 100C will be referred to as a 'first main force point structure, and the primary force point structure 100B will be referred to as a' second main force point structure. '

The positions of the first main force mating structures 100A and 100C and the second main force mating structure 100B are different from each other. The pin portion is a component connected to each support member. The support member supports a horizontal resistance.

The first primary mandatory point structure 100A is shown in Fig. The first primary hammerhead structure 100A includes the main hammerhead structures 101, 102 adjacent in the y direction. The primary collision point structures 101 and 102 have the same structure.

The main critical point structures 101 and 102 are arranged so that the respective pin portions 141 and 142 face each other. The pin portions 141 and 142 are connected to the X-shaped support member 60A to support a horizontal load resistance in the lateral direction (y).

The same description can be applied to the first main force mating structure 100C having the same structure as that of the first main force mating structure 100A.

A second main force mating structure 100B is shown in FIG. 2B. The second primary collision point structure 100B also includes the main collision primary structures 103, 104 adjacent in the y direction. However, since the positions of the first main force mating structure 100A and the pin are different from each other in the second main force mating structure 100B, as shown in FIG. 2B, The pin portion of the structure 100B is not shown. Referring to FIG. 1, the second main critical point structure 100B applied to the longitudinal resisting bridge bridge 20B includes the main force core structures adjacent to each other in the x direction, and the support member 60B is connected thereto. It can be confirmed that horizontal load resistance in the direction (x) is supported.

In other words, the first main force mating structure 100A supports the lateral resistance by connecting the support members 60A to the pin portions of the main force mating structures adjacent to each other in the y direction, and the second main force mating structure 100B supports x The support members 60B are connected to the pin portions of the main force mating structures adjacent to each other in the direction of the arrow A to support the longitudinal resistance.

These primary forcing point structures 100A to 100C have a reasonable countermeasure against horizontal loads. A more detailed structure of the primary mandatory point structure will be described later.

The continuous bridge system includes concrete slabs 40A to 40E disposed on the girders 30A to 30E.

As shown in the figure, a total of five concrete slabs are disposed. Specifically, a first slab 40A is disposed on the first girder 30A, a second slab 40B is placed on the second girder 30B, a third slab 40C is placed on the third girder 30C, A fourth slab 40D on the fourth girder 30D and a fifth slab 40E on the fifth girder 30E, respectively. The third slab 40C may have a shorter length than the other four slabs 40A, 40B, 40D, and 40E.

The concrete slabs 40A to 40E are precast slabs.

As will be described later, the slabs 40A to 40E are all pre-cast segments, and the same precast segments can be utilized to construct the slabs 40A to 40E. This will be described later.

And a concrete pavement 50 disposed on the concrete slabs 40A to 40E in the case of a continuous bridge system. The concrete slabs 40A to 40E and the concrete pavement 50 are disposed on the bridge steel structure, thereby completing the bridge.

The continuous casting system construction method according to the embodiment of the present invention is characterized in that in the construction of the steel-concrete composite hybrid continuous casting system by using the primary forcing structure 100A to 100C and the precast slabs 40A to 40E, It is possible to realize the whole maintenance and management structure of bridges when steel or high durability painting is applied.

Also, in the continuous bridge system construction method according to the embodiment of the present invention, since the concrete slab is a precast segment, there is no influence of the drying shrinkage and creep on the structural system. The precast segment can be made into a variable mold to improve the economical efficiency.

3 is a view showing a detailed structure of a first primary force manger structure 100A according to an embodiment of the present invention. Fig. 3A shows a sectional view in the x direction, Fig. 3B shows a sectional view in the y direction, and Fig. 3C shows a perspective view. In the present invention, the description will be made with reference to the primary force majeure structure 101 of the first primary melee point structure 100A. The same description can be applied to the primary force mating structure 102 as well.

3A to 3C, the main force jerk structure 101 includes a cylindrical body portion 111 of a hollow structure H extending in the z direction, a cylindrical body portion 111 of a well structure W protruding from the body portion, 1 circular protrusion 121 a second circular protrusion 131 of the well structure W protruding from the body portion on the opposite side of the first circular protrusion and a support member for protruding from the body portion for interconnecting with the adjacent pier And a pin portion 141 connected thereto.

The main force-point structure is a product casting steel and is a structure that firmly forms a point at the connection between the bridge pier and the girder. The body portion, the circular protrusions, and the pin portion, which will be described later, can be integrally formed through the casting process.

The extending direction of the body portion 111 is the same as the extending direction of the pierce 21.

The body portion 110 may form an outer surface of the pier. For example, the body portion may be formed to have the same width as the pier to form the outer surface of the pier.

The first circular protrusion 121 and the second circular protrusion 131 are connected to the girders 30A and 30B.

The first circular protrusion 121 and the second circular protrusion 131 extend outward from the body part on opposite sides and extend upward in the upper right direction and in the upper left direction to advantageously support the loads of the structures.

The fin portion 141 protrudes from the body portion 111 between the first circular protrusion 121 and the second circular protrusion 131.

The first circular protrusion 121 is connected to the girder 30A and the second circular protrusion 131 is connected to the girder 30B when the main critical point structure 101 is applied to the transverse resistance bridge 20A. And the fin 141 can be connected to the support member 60A.

As shown in the figure, the hollow structure H of the body has a slimming area in which the width of the cylinder becomes narrower toward the center.

Further, the well structure W of the circular protrusions has a round bottom shape.

Thus, the thickness of the primary critical point structure 101 may have a maximum thickness in a section from the bottom surface of the well structure W to the slimming area of the hollow structure H. As a result, the load of the structures can be firmly supported.

4 is a view showing a detailed structure of a second main force mating structure 100B according to an embodiment of the present invention. FIG. 4A is a sectional view in the x direction, FIG. 4B is a sectional view in the y direction, and FIG. 4C is a perspective view. In the present invention, the description will be made with reference to the main force mating point structure 103 among the second main mating point structures 100B. The same description can be applied to the primary foremost point structure 104 as well.

The main hammer structure 103 has a cylindrical body portion 113 of a hollow structure H and a first circular protrusion portion 123 of a well structure W in the same manner as the main hammer structure 101 described above with reference to FIG. A second circular protrusion 133 of the well structure W, and a fin portion 143. [

However, there is a difference in the protruding position of the fin 143. The fin portion 143 protrudes from the body portion 113 below the first circular protrusion 123 or the second circular protrusion 133. [

The figure shows a case in which the fin portion 143 protrudes from the body portion under the second circular protrusion 133.

The first circular protrusion 123 is connected to the girder 30B and the second circular protrusion 133 is connected to the girder 30C when the main constraining point structure 103 is applied to the longitudinal resisting bridge bridge 20B. And the pin portion 143 can be connected to the support member 60B.

The thickness of the primary collateral structure 103 may have a maximum thickness in a section from the bottom surface of the well structure W to the slimming area of the hollow structure H as described above.

5 is a view for explaining the coupling relationship between the main force mall structure 100A, 100B, or 100C and the girders 30A, 30B, 30C, 30D, or 30E according to the embodiment of the present invention in more detail. In the present invention, for convenience of description, one of the first main force majestic structures 101 and the girder 30B coupled thereto will be mainly described.

As shown in Fig. 5, the second circular protrusion 131 is attached to the end of the girder 30B at its end.

A stepped portion 1314 extending further in the extending direction of the second circular protruding portion and inclined with respect to the flat portion is formed on the end of the second circular protruding portion 131 and a stepped portion 1314 inclined with respect to the flat portion is formed on the end of the girder 30B A chamfering portion 1316 for receiving the end portion is formed.

At the end of the girder 30B, a buffer member 1318 is provided. The buffer member may be a rubber packing of a ring structure.

The cushioning member 1318 is placed over the flat portion 1312, the step portion 1314 and the chamfering portion 1316 of the end of the second circular protruding portion 131 when the girder is placed on the main force mating structure in the field.

Since the rubber packing 1318 is provided at the end portion of the girder 30B, it is possible to temporarily fix the girder at the site when the girder is placed on the main forcing point structure. After that, it can be fixed by welding or the like. According to the embodiment of the present invention, in the field, the girder 30B is fixed to the end of the second circular protrusion 131 via the rubber packing 1318, and then the temporarily fixed girder is fixed to the second circular protrusion 131, To be welded to the end portion of the base plate.

When the girder is mounted on the main force mating structure, the end of the girder is strongly fitted to the end of the second circular protrusion by the elastic restoring force of the rubber packing 1318, so that it can be temporarily fixed. To this end, the rubber packing may be formed larger than the space between the end of the girder 30B and the step portion 1314. [

As such, the rubber packing 1318 is disposed between the end of the girder 30B and the step portion 1314 to enable temporary fixation, which greatly facilitates field welding.

6 is a side view for explaining the precast slabs 40A to 40E according to the embodiment of the present invention in more detail.

7 is a plan view for explaining the precast slabs 40A to 40E according to the embodiment of the present invention in more detail.

As shown in Figs. 6 and 7, each precast slab is configured utilizing the same precast segment.

Specifically, the first slab 40A, the second slab 40B, the fourth slab 40D and the fifth slab 40E are configured using the same precast segments 41 to 46, respectively. A third slab 40C located in the middle is also constructed utilizing a portion 41 of the preceding precast segments 41-46.

For convenience of explanation, the first slab 40A is taken as a center. The same explanation is possible for the remaining slabs 40B to 40E.

Slab 40A includes a total of 11 precast segments 41-46. At this time, a total of two first segments 41 are disposed on both sides of the first segment 41, and two second segments 42 are disposed on both sides of the first segment 41 adjacent to the first segment 41, A total of two third segments 43 are disposed adjacent to the segment 42 and a fourth segment 44 adjacent to the third segment 43 is disposed on both sides of the third segment 43, A total of two fifth segments 45 are disposed on both sides of the fourth segment 44 adjacent to the fourth segment 44 and finally a sixth segment 46 is disposed between the fifth segments 45. [

As shown in Figs. 6 and 7, the first segment 41 disposed on the left side and the first segment 41 disposed on the right side have the same structure. The first segment 41 can be arranged on the left side and rotated 180 degrees so that the first segment 41 can be arranged on the right side. Other segments 42 to 45 may be similarly arranged. Only one center segment 46 may be disposed.

Therefore, in laying a total of 11 precast segments in one slab, according to the embodiment of the present invention, one slab can be constituted by six kinds of segments.

Further, since the six kinds of segments 41 to 46 also differ only in height in the z direction, they can be made of a variable mold, which improves the economical efficiency.

8 is a diagram for explaining a more detailed structure of a precast segment according to an embodiment of the present invention. Fig. 8A shows a plan view, and Fig. 8B shows a sectional view in the y direction. For convenience of explanation, the first segment 41 will be mainly described. The same description can be applied to the remaining segments 42 to 46 as well.

8A and 8B, the first segment 41 includes a first convex portion 411 protruding in the first direction and a first concave portion 411 which is recessed in the first direction from the opposite side of the first convex portion 412), and a second convex portion 413 protruding in a second direction facing the first direction, and a second recessed portion 414 recessed in the second direction opposite to the second convex portion.

As described above, one slab (that is, a total of 11 precast segments) can be constituted by six kinds of segments as described above. For example, the first segment 41 may be disposed on the left side, and the first segment 41 may be disposed on the right side by rotating 180 degrees.

When the first segment 41 and the second segment 42 adjacent thereto are arranged, the first recess portion 412 of the first segment 41 receives the first convex portion of the second segment 42, The second convex portion 413 of the first segment 41 is received in the second recess of the second segment 42. [ In the same manner, the third segment 43 adjacent to the second segment 42 may be disposed.

On the other hand, since the slab 40C is formed to be shorter than other slabs, it can be constituted by disposing two first segments 41 on both sides.

Therefore, the five concrete slabs 40A to 40E arranged on the five girders 30A to 30E can be composed of six kinds of segments, thereby improving the economical efficiency.

It may proceed sequentially from left to right of the segment, or from right to left. That is, a segment is sequentially mounted on the upper bridge of one side and the upper side of the other bridge. When the segments are sequentially moved, it is possible to mount the next segment while moving to the upper portion of the previously mounted segment, so that no additional equipment, bridge, or the like is required for the segment mounting.

8A and 8B, the slab segment 41 can be joined to the girder 30A by using the connecting member C. [0053] The connecting member C may be a stud.

The connection between the segment 41 and the girder 30A corresponds to a concrete-steel connection.

The slab segment and the steel girder can be integrated by filling the joint portion of the stud (C) without shrinkage mortar (M).

FIGS. 9A to 9F are diagrams showing the overall flow of a construction method of a steel-concrete composite hybrid continuous bridge system using a primary forcing point and a precast slab according to an embodiment of the present invention.

In a broad sense, the steel structure construction of the continuous bridge system is completed through the steps of Figs. 9A to 9C, and the final bridge construction is completed through the steps of Figs. 9D to 9F.

First, referring to FIG. 9A, foundation installation and pillar installation are performed. That is, a pile is installed on the ground, and the piers 20A, 20B and 20C are mounted on the pile. The bridge piers include the main forcing point structures 100A, 100B, and 100C described above.

Referring to Fig. 9B, the upper girders 30A to 30E are mounted by a crane.

At the time of installation, the girder is fixed by using the rubber packing of the main forcing structure described above, and then the welding is carried out.

As a result, as shown in Fig. 9C, the steel structure construction of the bridge is completed.

On the other hand, for more rigid support of the structures, the main constraint can also be applied between piles and piers. Also, the main force is applied to the girder itself, so that the strength of the relatively long girder can be reinforced.

Next, referring to FIG. 9D, pre-cast slab segments manufactured in advance are placed on the upper part of the steel structure, and the stud connection parts are mortar filled.

The first segment 41, the second segment 42, the third segment 42, and the third segment 42 are mounted on the first segment 41 and the second segment 42, respectively. 43), eight fourth segments (44), eight fifth segments (45), and six seventh segments (46). The six kinds of segments are also made of a variable mold, so that the economical efficiency can be improved.

Because the concrete slabs are all precast segments, there is no effect of drying shrinkage and creep on the structural system.

Referring to FIG. 9E, concrete spotting is performed at alternating and pierced angles.

Concretely, between the shift 10A and the first slab 40A, between the first slab 40A and the second slab 40B (i.e., above the bridge 20A), between the second slab 40B and the third slab 40B (I.e., the upper part of the bridge 20B), between the third slab 40C and the fourth slab 40D (i.e., the upper part of the bridge 20B), between the fourth slab 40D and the fifth slab 40E (I.e., the upper part of the bridge 20C), and between the fifth slab 40E and the alternation 10B.

Thereafter, in the case of a highway bridge, as shown in FIG. 9F, the bridge is completed by alternately pivoting the bridge, the pier and the upper slab.

10 is a view showing several bridges constructed by a method according to an embodiment of the present invention.

1 to 9, the continuous bridge system according to the embodiment of the present invention includes the modular transverse resistance bridge columns 20A and 20C, the longitudinal resistance bridge 20B and the precast segments 41 to 46, , It can support various types of bridge construction. It provides a modular system that can increase or decrease the number of modules as needed.

Referring to FIG. 10A, a super long bridge can be constructed by arranging two modularized pit resistance bridges and nine transverse pier bridges.

Referring to FIG. 10B, a super long bridge can be constructed by arranging one moderate longitudinal resistance pier and eight lateral pier bridges.

Referring to FIG. 10C, by arranging eleven transverse resistance piers without longitudinal resistance piers, a long continuous railway bridge that does not require rail expansion / contraction joints can be constructed. In a long continuous railway bridge, a high rigidity shift directly resists the horizontal load, and by controlling the displacement of the upper structure, it is possible to suppress the additional stress generated in the long rail by the temperature change, thereby eliminating the rail expansion joint. Since the horizontal load acting on the superstructure is directly borne by the high-rigidity alternation, the additional stress generated in the rod rail is insignificant due to the prototype dynamic load. Since it is the entire continuous bridge, the angle of bending caused by the vertical load is small and the additional stress generated in the pole rail is small.

As described above, the continuous bridge bridge system and the construction method thereof according to the embodiment of the present invention can provide a bridge maintenance bridge structure by providing a modular system using the main forcing point and the precast slab.

It is to be noted that the technical spirit of the present invention has been specifically described in accordance with the above-described preferred embodiments, but it is to be understood that the above-described embodiments are intended to be illustrative and not restrictive. In addition, it will be understood by those of ordinary skill in the art that various embodiments are possible within the technical scope of the present invention.

10A, 10B: Shift
20A, 20C: transverse resistance pier
20B: Species resistance pier
30A, 30B, 30C, 30D, 30E: girders
40A, 40B, 40C, 40D, 40E: Concrete slabs
50: Concrete pavement
100A, 100C: 1st main forcing point structure
100B: 2nd week forcing point structure
111, 113: Cylindrical body part
121, 123: a first circular protrusion
131, 133: a second circular protrusion
141, 143:
1312:
1314:
1316: chamfering portion
1318: buffer member

Claims (10)

Providing a plurality of piers between alternating and alternating sides on each side, each of said plurality of piers being provided with a main force mating structure;
Placing the girder connecting the alternating and piercing angles in the main force mating structure, wherein the girder is fixed to the main force mating structure using a cushioning member provided on the girder;
Welding the temporarily fixed girder to the primary fork core structure;
Placing a precast slab on the girder and joining the precast slab to the girder using a connecting member; And
Casting the concrete between the alternation and the precast slab and between the bridge and the precast slab,
Wherein the primary force point structure includes a hollow cylindrical body portion extending in the same direction as the extending direction of the bridge pier,
Wherein the hollow structure comprises a main steel fork point having a slimming area forming a maximum thickness section in the primary steel juncture structure, the slimming area having a narrower width toward the center, and a steel-concrete composite hybrid continuous Construction method of bridge. The method according to claim 1,
Wherein the plurality of piers include at least one transverse resistance pier and at least one longitudinal resistance pier,
Wherein the primary forcing primary structure comprises a first primary forcing primary structure and a second primary forcing structure having a different shape from the first primary forcing primary structure,
Wherein the transverse resistance pier is provided with the first primary force point structure,
Wherein the longitudinal resistance pier is provided with the second main force point structure and the pre-cast slab is used as the primary strength point and the steel-concrete composite hybrid continuous bridge construction method. 3. The method of claim 2,
Wherein the first primary force mating structure and the second primary force mating structure each comprise:
The body portion;
A first circular protrusion of a well structure projecting from the body portion;
A second circular protrusion of a well structure protruding from the body portion on the opposite side of the first circular protrusion; And
And a fin portion protruding from the body portion and connected to a support member for interconnecting to an adjacent pier. The steel-concrete composite hybrid continuous bridge construction method using the primary forcing point and the precast slab. The method of claim 3,
Wherein a pin portion of the first primary force mating structure protrudes from the body portion between the first circular protrusion and the second circular protrusion,
Wherein the fin portion of the second main force juncture structure uses a primary forcing point and a precast slab protruding from the body portion below the first circular protrusion or the second circular protrusion and a steel-concrete composite hybrid continuous bridge. Providing a plurality of piers between alternating and alternating sides on each side, each of said plurality of piers being provided with a main force mating structure;
Placing the girder connecting the alternating and piercing angles in the main force mating structure, wherein the girder is fixed to the main force mating structure using a cushioning member provided on the girder;
Welding the temporarily fixed girder to the primary fork core structure;
Placing a precast slab on the girder and joining the precast slab to the girder using a connecting member; And
Casting the concrete between the alternation and the precast slab and between the bridge pier and the precast slab,
Wherein the plurality of piers include at least one transverse resistance pier and at least one longitudinal resistance pier,
Wherein the primary forcing primary structure comprises a first primary forcing primary structure and a second primary forcing structure having a different shape from the first primary forcing primary structure,
Wherein the transverse resistance pier is provided with the first primary force point structure,
Wherein the longitudinal resistance pier is provided with the second main force point structure,
Wherein the first primary force mating structure and the second primary force mating structure each comprise:
A hollow cylindrical body extending in the same direction as the extending direction of the bridge pier;
A first circular protrusion of a well structure projecting from the body portion;
A second circular protrusion of a well structure protruding from the body portion on the opposite side of the first circular protrusion; And
And a fin portion projecting from the body portion and connected to a support member for mutual connection with an adjacent pier,
The hollow structure has a slimming area in which the width of the cylinder becomes narrower toward the center,
The method of claim 1, wherein the thickness of the primary steel juncture structure is a steel-concrete composite hybrid continuous bridge using a main steel fork having a maximum thickness in a section from the bottom surface of the well structure to the slimming area of the hollow structure and the precast slab. Providing a plurality of piers between alternating and alternating sides on each side, each of said plurality of piers being provided with a main force mating structure;
Placing the girder connecting the alternating and piercing angles in the main force mating structure, wherein the girder is fixed to the main force mating structure using a cushioning member provided on the girder;
Welding the temporarily fixed girder to the primary fork core structure;
Placing a precast slab on the girder and joining the precast slab to the girder using a connecting member; And
Casting the concrete between the alternation and the precast slab and between the bridge pier and the precast slab,
Wherein the plurality of piers include at least one transverse resistance pier and at least one longitudinal resistance pier,
Wherein the primary forcing primary structure comprises a first primary forcing primary structure and a second primary forcing structure having a different shape from the first primary forcing primary structure,
Wherein the transverse resistance pier is provided with the first primary force point structure,
Wherein the longitudinal resistance pier is provided with the second main force point structure,
Wherein the first primary force mating structure and the second primary force mating structure each comprise:
A hollow cylindrical body extending in the same direction as the extending direction of the bridge pier;
A first circular protrusion of a well structure projecting from the body portion;
A second circular protrusion of a well structure protruding from the body portion on the opposite side of the first circular protrusion; And
And a fin portion projecting from the body portion and connected to a support member for mutual connection with an adjacent pier,
The circular protrusion is attached at its end to the end of the girder,
And a chamfered portion extending to the extending direction of the circular protrusion and having a stepped step with respect to the flat portion and an end portion of the girder inclined with respect to the flat portion is formed at an end of the circular protruded portion,
The cushioning member is a rubber packing having a ring structure, and the rubber packing is a pre-cast slab and a primary forcing point disposed between the end portion of the girder and the step portion. The method according to claim 1,
Wherein the combining comprises:
The connecting member is coupled to the pre-cast slab by means of a stud,
And a step of filling the stud connection part with a non-shrinkage mortar, and a steel-concrete composite hybrid continuous bridge construction method using a pre-cast slab and a primary forcing point. The method according to claim 1,
The precast slab may include:
A pair of first slab segments disposed on both sides of the girder; And
And a pair of second slab segments disposed on both sides of the girder inside the first slab segment pair,
Wherein each of the first slab segment and the second slab segment comprises:
A first recessed portion protruding in a first direction and a first recessed portion recessed in the first direction opposite to the first recessed portion; And
A second convex portion projecting in a second direction facing the first direction and a second concave portion recessed in the second direction opposite to the second convex portion; Composite Hybrid Integrated Continuous Bridge Construction Method. 9. The method of claim 8,
A first prong of the first slab segment is received in a first prong of the first slab segment,
And a second steel portion of the first slab segment is received in a second recess of the second slab segment, and a pre-cast slab, and a steel-concrete composite hybrid continuous bridge construction using the pre-cast slab. 9. A steel-concrete composite hybrid continuous bridge system using a primary forcing point and a precast slab, which are constructed by the method according to any one of claims 1 to 9,

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