JP2011157720A - Method for constructing railway reinforced concrete rigid-frame structure viaduct - Google Patents

Abstract

<P>PROBLEM TO BE SOLVED: To provide a method for constructing a railway reinforced concrete rigid-frame structure viaduct, which is advantageous to the shortening of a construction period and a reduction in construction cost. <P>SOLUTION: The railway reinforced concrete rigid-frame structure viaduct 10 includes a footing beam 12, a plurality of column sections 14, and a floor slab 16, The column section 14 is erected from the footing beam 12. The floor slab 16 is laid between upper portions of the column sections 14 and coupled to the column sections 14. Supporting structures 20 are erected from foundation structure sections 12 in the state of facing both side surfaces of each of the column sections 14 in a bridge-axis direction, respectively. A plurality of pieces of first H-shaped steel 34 and a plurality of pieces of second H-shaped steel 36 are installed in such a manner as to be laid between the upper portions of the supporting structures 20. Supports 38 are mounted on the first H-shaped steel 34 and the second H-shaped steel 36, respectively. A form for the floor slab is mounted on the support 38. Reinforcements are assembled in the form for the floor slab; and concrete is poured into the form for the floor slab, so as to form the floor slab 16 coupled to the upper portion of the column section 14. <P>COPYRIGHT: (C)2011,JPO&amp;INPIT

Description

  The present invention relates to a method for constructing a railway RC rigid frame structure viaduct.

  Conventionally, as a method of constructing a railway RC rigid frame structure viaduct, a frame-type support is provided on the entire ground between the pillars that are erected from the underground beam and constitute the pier, and then the formwork for the floor slab is added to the frame-type support And then assemble the rebar in the floor slab formwork. And concrete is cast in the formwork for floor slabs, and the floor slab couple | bonded with each pillar part is formed. And after forming a floor slab, what dismantles and removes the form for a floor slab and a frame type support work is known (refer to Drawing 15 thru / or Drawing 17 of patent documents 1).

JP 2008-274637 A

Therefore, in the conventional method, it is necessary to perform the following process in advance over the entire ground between the pillars.
The process of backfilling underground beams.
A process to improve cement when the ground is soft.
The process of leveling the ground that is not horizontal (performing leveling).
The process of compacting the ground by rolling.
The process of installing an iron plate, sheet pile, or flooring on the ground.
Therefore, there is a disadvantage that it takes a lot of time and manpower to work on the ground where the frame-type support is installed.
In addition, since frame type support work is required over the entire ground located below the floor slab, the cost of parts required for the frame type support work is great, and further, it is great for assembly and dismantling of the frame type support work. There is a disadvantage that takes time and manpower.
This invention is made | formed in view of such a situation, The objective is to provide the construction method of a railway RC ramen structure viaduct advantageous in shortening a construction period and reducing construction cost.

In order to achieve the above-mentioned object, the present invention hangs between a foundation structure constructed in the ground, a plurality of pillars as bridge piers erected from the foundation structure, and an upper part of each pillar. A floor slab that is passed and coupled to each of the pillars and on which a track is laid, and a lower part of the floor swell is formed bulging downward at a location located above the pillar; and A method for constructing a railway RC rigid frame viaduct composed of a flat lower surface formed at a location other than the bulging portion, wherein each foundation structure portion is opposed to both side surfaces of each column portion in a bridge axis direction. The support structure is erected from the upper portion of the support structure, and the portion of the floor slab form that forms the lower surface of the floor slab is supported between the upper portion of the support structure in a direction orthogonal to the bridge axis direction. A plurality of first H-shaped steels that extend along the axis of the bridge are spaced and installed. And at an interval in the bridge axis direction so as to support the location of the floor slab form that forms the lower surface of the bulging portion of the floor slab between the upper parts of the support structure, and perpendicular to the bridge axis direction Spanning and installing a plurality of second H-shaped steels extending along the direction of mounting, mounting a support on the first H-shaped steel and the second H-shaped steel, and the support Attaching a floor slab form to the floor slab, and assembling a reinforcing bar in the floor slab form and placing concrete in the floor slab form to join the floor slab And a step of dismantling and removing the first and second H-shaped steel, the floor slab formwork, the support work, and the support structure after the concrete is solidified. .
Further, the present invention provides a foundation structure portion constructed in the ground, a plurality of pillar portions as piers erected from the foundation structure portion, and spanned between the upper portions of the pillar portions and the pillar portions. A floor slab coupled to the track, and a lower part of the floor slab is formed at a position above the pillar part and bulges downward, and a place other than the bulge part A method for constructing a railway RC rigid frame viaduct composed of a flat lower surface formed in the step of providing support brackets at locations near the upper part of the column part on both side surfaces of each column part in the bridge axis direction; The upper part of the support bracket extends along the bridge axis direction with an interval in a direction orthogonal to the bridge axis direction so as to support the place of the floor slab form forming the lower surface of the floor slab. A step of installing a plurality of first H-shaped steel members on the support bracket; In between, a plurality of portions extending along a direction orthogonal to the bridge axis direction with a gap in the bridge axis direction so as to support a portion of the floor slab form forming the lower surface of the bulge portion of the floor slab A step of overhanging and installing the second H-shaped steel, a step of attaching a supporting work on the first H-shaped steel and the second H-shaped steel, and a step of attaching a formwork for floor slab to the supporting work And assembling reinforcing bars in the floor slab form and forming concrete in the floor slab form to form the floor slab connected to the upper part of the column part; and A step of disassembling and removing the first and second H-shaped steel, the formwork for floor slab, the support work, and the support bracket after solidification.

According to the present invention, the plurality of first H-shaped steels, the second steels between the upper portions of the support structures standing from the foundation structure or between the support brackets of the pillars standing from the foundation structure. The H-shaped steel is installed and the first H-shaped steel and the second H-shaped steel are used to mount the support and floor slab formwork, and the concrete in the floor slab formwork where the reinforcing bars are assembled. A floor slab was formed by casting.
Therefore, compared with the conventional method using a frame-type support, various work to be performed on the ground to install the support is not required, and support is performed over the entire ground located below the slab. Since there is no need for installation, the cost of parts required for the support work can be reduced, which is advantageous in significantly reducing the time and manpower required to assemble and dismantle the frame-type support work.

It is a front view which shows the structure of the railway RC frame structure viaduct 10 in 1st Embodiment. It is a top view of FIG. It is a top view which shows arrangement | positioning of the pillar part corresponding to A part of FIG. 1, a support structure, and H-shaped steel. It is a top view which shows arrangement | positioning of the girder arrange | positioned on a foundation structure part. It is AA sectional view taken on the line of FIG. FIG. 4 is a sectional view taken along line BB in FIG. 3. It is a front view which shows the structure of the railway RC ramen structure viaduct in 2nd Embodiment. It is a top view which shows arrangement | positioning of the pillar part corresponding to A part of FIG. 7, a support structure, and H-shaped steel. It is AA sectional view taken on the line of FIG. It is BB sectional drawing of FIG.

(First embodiment)
Next, embodiments of the present invention will be described with reference to the drawings.
First, the construction of the railway RC rigid frame structure viaduct 10 constructed by the construction method of the present invention will be described, and then the construction method of the railway RC rigid frame structure viaduct 10 (hereinafter referred to as viaduct 10) will be described.
As shown in FIG. 1, the viaduct 10 includes an underground beam 12, a plurality of pillars 14, and a floor slab 16.

As shown in FIG. 4, the underground beam 12 constitutes a foundation structure portion, and includes two beam portions 1202 that are parallel to each other and a plurality of connecting portions 1204 that connect the two beam portions 1202.
The two beam portions 1202 extend in the bridge axis direction, and are provided at intervals in a direction orthogonal to the bridge axis direction.
The connecting portions 1204 are provided at substantially equal intervals in the bridge axis direction and extend in a direction perpendicular to the bridge axis direction.

The column portion 14 is erected from the underground beam 12, and in this embodiment, as shown in FIG. 4, the column portion 14 is erected from the portion of the underground beam 12 where the beam portion 1202 and the connecting portion 1204 intersect. ing.
Therefore, the pillar portions 14 are erected at substantially equal intervals in the bridge axis direction.
In the present embodiment, the pillar portion 14 has a rectangular cross section.
The underground beam 12 and the column portion 14 are constructed by various conventionally known construction methods such as placing concrete in a formwork assembled with reinforcing bars and solidifying the concrete.

As shown in FIG. 6, the floor slab 16 is spanned between the upper portions of the column portions 14 and is coupled to the column portions 14.
On the upper surface of the floor slab 16, a beam portion 1602 bulges out at an interval in the width direction, and this beam portion 1602 extends over the entire length of the floor slab 16. Tracks are laid on the upper surfaces of these beam portions 1602, respectively.
As shown in FIG. 1, the lower portion of the floor slab 16 has a bulging portion 1604 that bulges downward at a location located above the column portion 14 and a flat portion formed at a location other than the bulging portion 1604. It consists of a lower surface 1606.
5 and 6, reference numeral 1608 denotes a soundproof wall that is erected from both sides in the width direction of the floor slab 16 and extends over the entire length of the floor slab 16.

Next, a method for constructing the viaduct 10 will be described.
In the following description, it is assumed that the construction of the underground beam 12 and the plurality of column portions 14 has been completed.
As shown in FIGS. 1 and 4, the support structure 20 is erected from the foundation structure portion 12 so as to face both side surfaces of each column portion 14 in the bridge axis direction. In the present embodiment, as shown in FIG. 1, the support structures 20 on both side surfaces are connected by another support structure 21 to reinforce the support structure 20.
In the present embodiment, the support structure 20 is a pin coupling structure configured to include a roof girder 2002 and a support column 2004.
As shown in FIG. 1 and FIG. 4, the roof girder 2002 is hung between the two beam portions 1202 along the direction orthogonal to the bridge axis direction on both sides of each column part 14 in the bridge axis direction. It is made of steel.
A plurality of struts 2004 are erected from a place of a cross girder 2002 spaced in a direction orthogonal to the bridge axis direction, and the plurality of struts 2004 are connected to each other by a horizontal material or a diagonal material.
As the strut 2004, a conventionally known member such as a pipe strut, a steel strut, a square strut, or a vent material can be used.

Next, as shown in FIGS. 5 and 6, a jack 22 is attached to each support structure 20. In the present embodiment, a jack 22 is attached to the upper end portion of each support structure 20. The jack 22 adjusts the vertical position of a first H-shaped steel 34 and a second H-shaped steel 36, which will be described later, and the first H-shaped steel 34 and the second H-shaped steel 36 during disassembly work. Is to lower.
Note that the position where the jack 22 is attached is not limited to the upper end portion of the support structure 20, and may be an intermediate portion or a lower end portion of the support structure 20. In short, the first H-shaped steel 34, the second It suffices if the vertical position of the H-shaped steel 36 can be adjusted.
As a result, the jacks 22 are respectively provided between the support structure 20 and the first H-shaped steel 34 and the second H-shaped steel 36. The height of the jack 22 is adjusted in advance in a state where the jack 22 is attached to the upper end portion of the support structure 20.
As such a jack 22, various conventionally known jacks can be used.

Next, as shown in FIGS. 5 and 6, a jack 22 is attached to the upper end portion of each support structure 20. The jack 22 adjusts the vertical position of a first H-shaped steel 34 and a second H-shaped steel 36, which will be described later, and the first H-shaped steel 34 and the second H-shaped steel 36 during disassembly work. Is to lower.
As a result, the jacks 22 are respectively provided between the support structure 20 and the first H-shaped steel 34 and the second H-shaped steel 36. The height of the jack 22 is adjusted in advance in a state where the jack 22 is attached to the upper end portion of the support structure 20.
As such a jack 22, various conventionally known jacks can be used.

Next, as shown in FIG. 5, in a direction orthogonal to the bridge axis direction, a floor slab form (not shown) supports a portion where the lower surface 1606 of the floor slab 16 is formed between the upper parts of the support structure 20. A plurality of first H-shaped steels 34 extending along the bridge axis direction are spaced and installed. In other words, at a location that does not interfere with the bulging portion 1604, a plurality of first H-shaped steels 34 that are spaced in the direction orthogonal to the bridge axis direction and extend along the bridge axis direction are disposed between the upper portions of the support structure 20. Overhang and install.
In this embodiment, as shown in FIGS. 3 and 5, a plurality of pillow girders 26 extending in parallel with the bridge axis direction are hung on the upper portions of the jacks 22 at intervals in a direction perpendicular to the bridge axis direction. hand over.
Next, a spacer member 28 for height position adjustment is attached on each pillow girder 26.
Next, a plurality of receiving girders 30 extending along a direction orthogonal to the bridge axis direction are hung on the spacer members 28 at intervals in the bridge axis direction.
Then, a plurality of first H-shaped steels 34 as main girders are spanned on each receiving beam 30 with a spacing in a direction perpendicular to the bridge axis direction, and each first H-shaped steel 34 is extended in the bridge axis direction. Let it be.

Next, as shown in FIG. 6, between the upper parts of the support structure 20, the floor slab formwork is supported in the direction of the bridge axis so as to support the portion where the lower surface of the bulging portion 1604 of the floor slab 16 is formed. A plurality of second H-shaped steels 36 that extend along a direction orthogonal to the bridge axis direction are installed over the space.
In the present embodiment, as shown in FIGS. 3 and 6, a plurality of pillow girders 26 extending in parallel with the bridge axis direction are hung on the upper portions of the jacks 22 at intervals in a direction perpendicular to the bridge axis direction. hand over.
Next, a plurality of second H-shaped steels 36 as main girders are spanned on each pillow girder 26 at intervals in the bridge axis direction, and each second H-shaped steel 36 is arranged in a direction orthogonal to the bridge axis direction. Extend.

Next, a support work 38 is attached on the first H-shaped steel 34 and the second H-shaped steel 36. The support work is configured by using a conventionally known member such as a veneer plate 3802 and a joist 3804 (see FIG. 1).
Next, the floor slab form is attached to the support work 38.
Next, assembling the reinforcing bars in the above-mentioned floor slab formwork, placing concrete in the floor slab formwork, curing the concrete, thereby solidifying the concrete, and thereby connecting the top part of the column 14 16 is formed.

After the concrete is solidified, the first and second H-shaped steels 34 and 36, the formwork for floor slab, the support work, and the support structure 20 are dismantled and removed.
In this case, by lowering each jack 22, the floor slab formwork and the supporting work are simultaneously lowered together with the first and second H-shaped steels 34 and 36, and the lower surface 1606 of the floor slab 16 and the lower surface of the bulging portion 1604, A space is formed between the floor slab formwork.
And the formwork for floor slabs is dismantled and removed using this space, and then the support work is dismantled and removed.
Next, the first and second H-shaped steels 34 and 36 are removed by moving in the horizontal direction in a direction orthogonal to the bridge axis direction.
Next, the receiving girder 30 is removed by moving it horizontally in the direction perpendicular to the bridge axis direction, the spacer member 28 is removed and removed, and the pillow girder 26 is moved in the direction perpendicular to the bridge axis direction and removed. To do.
Next, the support structure 20 is disassembled and removed.
The backfilling of the underground beam 12 may be performed after the construction of the underground beam 12 and the plurality of column portions 14 is completed, or may be performed during the construction of the floor slab 16, or the floor It may be performed after the construction of the plate 16 is completed.

As described above, according to the present embodiment, a plurality of first H-shaped steel 34 and second H-shaped steel 36 are installed across the upper portion of the support structure 20 erected from the underground beam 12. Then, using the first H-shaped steel 34 and the second H-shaped steel 36, the support work 38 and the floor slab form are attached, and the concrete is placed in the floor slab form in which the reinforcing bars are assembled. A floor slab was formed.
Therefore, as compared with the conventional method using a frame-type support work, various operations to be performed on the ground to install the support work become unnecessary, which is advantageous in greatly reducing time and manpower.
In addition, compared to the conventional method using a frame-type support, it is not necessary to install a support over the entire ground located below the floor slab, so the parts cost required for the support can be reduced, and the frame-type support This is also advantageous for greatly reducing the time and labor required for assembly and dismantling of the work.
Therefore, it is advantageous in shortening the construction period and reducing the construction cost.

(Second Embodiment)
Next, a second embodiment will be described with reference to FIGS.
In the following embodiments, the same parts and members as those in the first embodiment are denoted by the same reference numerals, and the description thereof is omitted.
The viaduct 10 includes an underground beam 12, a plurality of pillars 14, and a floor slab 16, and has the same configuration as that of the first embodiment.

A method for constructing the viaduct 10 will be described.
In the following description, it is assumed that the construction of the underground beam 12 and the plurality of column portions 14 has been completed.
As shown in FIG. 7, support brackets 40 are provided at positions closer to the top of the column portion 14 on both side surfaces of each column portion 14 in the bridge axis direction.
Various attachment structures known in the art can be employed such as attaching the support bracket 40 to the pillar portion 14 using an anchor formed in advance on the pillar portion 14.
Next, as shown in FIGS. 9 and 10, the jack 22 is attached to the upper end of each support bracket 40. This jack 22 is similar to the first embodiment, and adjusts the vertical position of the first H-shaped steel 34 and the second H-shaped steel 36 as will be described later. The first H-shaped steel 34 and the second H-shaped steel 36 are lowered.
As a result, the jacks 22 are provided between the support bracket 40 and the first H-shaped steel 34 and the second H-shaped steel 36, respectively. Note that the height of the jack 22 is adjusted in advance with the jack 22 attached to the upper end of the support bracket 40.

Next, as shown in FIG. 9, a space between the upper portions of the support brackets 40 in a direction orthogonal to the bridge axis direction so that a floor slab form (not shown) forms a lower surface 1606 of the floor slab 16 is supported. And a plurality of first H-shaped steels 34 extending along the bridge axis direction are installed. In other words, a plurality of first H-shaped steels 34 that are spaced in the direction orthogonal to the bridge axis direction and extend along the bridge axis direction are hung between the upper portions of the support brackets 40 at locations that do not interfere with the bulging portion 1604. Hand over and install.
In this embodiment, as shown in FIGS. 8 and 9, a plurality of pillow girders 26 extending in parallel with the bridge axis direction are hung on the top of each jack 22 at intervals in a direction perpendicular to the bridge axis direction. hand over.
Next, a spacer member 28 for height position adjustment is attached on each pillow girder 26.
Next, a plurality of receiving girders 30 extending along a direction orthogonal to the bridge axis direction are hung on the spacer members 28 at intervals in the bridge axis direction.
Then, a plurality of first H-shaped steels 34 as main girders are spanned on each receiving beam 30 with a spacing in a direction perpendicular to the bridge axis direction, and each first H-shaped steel 34 is extended in the bridge axis direction. Let it be.

Next, as shown in FIG. 10, between the upper portions of the support brackets 40, the floor slab formwork is spaced in the bridge axis direction so as to support the portion forming the lower surface of the bulging portion 1604 of the floor slab 16. And a plurality of second H-shaped steels 36 extending along a direction orthogonal to the bridge axis direction are installed.
In this embodiment, as shown in FIGS. 8 and 10, a plurality of pillow girders 26 extending in parallel with the bridge axis direction are hung on the top of each jack 22 at intervals in a direction perpendicular to the bridge axis direction. hand over.
Next, a plurality of second H-shaped steels 36 as main girders are spanned on each pillow girder 26 at intervals in the bridge axis direction, and each second H-shaped steel 36 is arranged in a direction orthogonal to the bridge axis direction. Extend.

Next, a support work 38 is attached on the first H-shaped steel 34 and the second H-shaped steel 36. The supporting work is configured by using a conventionally known member such as a veneer plate 3802 and a joist 3804 (see FIG. 7).
Next, the floor slab form is attached to the support work 38.
Next, assembling the reinforcing bars in the above-mentioned floor slab formwork, placing concrete in the floor slab formwork, curing the concrete, thereby solidifying the concrete, and thereby connecting the top part of the column 14 16 is formed.

After the concrete is solidified, the first and second H-shaped steels 34 and 36, the formwork for floor slab, the support work, and the support bracket 40 are disassembled and removed.
In this case, by lowering each jack 22, the floor slab formwork and the supporting work are simultaneously lowered together with the first and second H-shaped steels 34 and 36, and the lower surface 1606 of the floor slab 16 and the lower surface of the bulging portion 1604, A space is formed between the floor slab formwork.
And the formwork for floor slabs is dismantled and removed using this space, and then the support work is dismantled and removed.
Next, the first and second H-shaped steels 34 and 36 are removed by moving in the horizontal direction in a direction orthogonal to the bridge axis direction.
Next, the receiving girder 30 is removed by moving it horizontally in the direction perpendicular to the bridge axis direction, the spacer member 28 is removed and removed, and the pillow girder 26 is moved in the direction perpendicular to the bridge axis direction and removed. To do.
Next, the support bracket 40 is disassembled and removed.
The backfilling of the underground beam 12 may be performed after the construction of the underground beam 12 and the plurality of column portions 14 is completed, or may be performed during the construction of the floor slab 16, or the floor It may be performed after the construction of the plate 16 is completed.

As described above, according to the present embodiment, the support brackets 40 are attached to both side surfaces of the column portion 14 erected from the underground beam 12, and the plurality of first H-shaped steels 34 are interposed via the support brackets 40. The floor in which the second H-shaped steel 36 is installed and installed, and the first H-shaped steel 34 and the second H-shaped steel 36 are used to attach the support 38 and the formwork for the floor slab, and the rebar is assembled. The floor slab was formed by placing concrete in the plate formwork.
Therefore, as compared with the conventional method using a frame-type support work, various operations to be performed on the ground to install the support work become unnecessary, which is advantageous in greatly reducing time and manpower.
In addition, compared to the conventional method using a frame-type support, it is not necessary to install a support over the entire ground located below the floor slab, so the parts cost required for the support can be reduced, and the frame-type support This is also advantageous for greatly reducing the time and labor required for assembly and dismantling of the work.
Therefore, it is advantageous in shortening the construction period and reducing the construction cost.

  In the present embodiment, the case where the foundation structure portion is composed of the underground beam 12 has been described. However, the foundation structure portion is configured to include a footing that is coupled to the lower portion of the column portion 14 and embedded in the ground. May be. Or the lower part of the pillar part 14 may be embed | buried under a foundation structure part, and the lower part of the pillar part 14 embed | buried under the foundation structure part may comprise a part of foundation structure part.

10 ... Rail RC ramen structure viaduct 12 ... Underground beam 14 ... Column 16 ... Floor slab 1602 ... Beam 1604 ... Swell 1606 ... Underside 20 ... Support structure 22 ... Jack 34 …… First H-shaped steel 36 …… Second H-shaped steel 38 …… Support work 40 …… Support bracket

Claims (6)

A foundation structure constructed in the ground, a plurality of pillars as piers erected from the foundation structure, and spanned between the upper parts of the pillars and coupled to the pillars, A floor slab to be laid,
The lower part of the floor slab is composed of a bulging part that bulges downward at a position located above the pillar part, and a flat bottom surface formed at a place other than the bulging part. A method for constructing a ramen structure viaduct,
A step of erecting the support structure from the foundation structure portion so as to face both side surfaces of each pillar portion in the bridge axis direction;
Extending along the bridge axis direction at intervals in the direction orthogonal to the bridge axis direction so as to support the location of the formwork for the floor slab that forms the lower surface of the floor slab between the upper parts of the support structure Spanning and installing a plurality of first H-shaped steels;
In a direction perpendicular to the bridge axis direction with an interval in the bridge axis direction so as to support a portion of the floor slab formwork that forms the lower surface of the bulge portion of the floor slab between the upper portions of the support structure. Spanning and installing a plurality of second H-shaped steels extending along;
Attaching a support on the first H-shaped steel and the second H-shaped steel;
Attaching a floor slab form to the support;
Assembling reinforcing bars in the floor slab form and forming the floor slab connected to the upper part of the column by placing concrete in the floor slab form; and
A step of dismantling and removing the first and second H-shaped steel, the formwork for floor slab, the support work, and the support structure after the concrete is solidified;
A method for constructing a railway RC ramen structure viaduct. A jack for adjusting the vertical position of the first and second H-shaped steels is provided on the support structure.
The method for constructing a railway RC ramen structure viaduct according to claim 1. A foundation structure constructed in the ground, a plurality of pillars as piers erected from the foundation structure, and spanned between the upper parts of the pillars and coupled to the pillars, A floor slab to be laid,
The lower part of the floor slab is composed of a bulging part that bulges downward at a position located above the pillar part, and a flat bottom surface formed at a place other than the bulging part. A method for constructing a ramen structure viaduct,
A step of providing a support bracket at a position near the upper part of the pillar part on both side surfaces of each pillar part in the bridge axis direction;
The upper part of the support bracket extends along the bridge axis direction with an interval in a direction orthogonal to the bridge axis direction so as to support the place of the floor slab form forming the lower surface of the floor slab. Spanning and installing a plurality of first H-shaped steels;
Along the direction perpendicular to the bridge axis direction with an interval in the bridge axis direction so as to support the location of the floor slab form forming the lower surface of the bulge portion of the floor slab between the upper portions of the support brackets Spanning and installing a plurality of second H-shaped steels extending;
Attaching a support on the first H-shaped steel and the second H-shaped steel;
Attaching a floor slab form to the support;
Assembling reinforcing bars in the floor slab form and forming the floor slab connected to the upper part of the column by placing concrete in the floor slab form; and
A step of dismantling and removing the first and second H-shaped steel, the formwork for floor slab, the support work, and the support bracket after the concrete is solidified;
A method for constructing a railway RC ramen structure viaduct. A jack for adjusting the vertical position of the first and second H-shaped steels is provided between the support bracket and the first and second H-shaped steels.
The construction method of a railway RC ramen structure viaduct according to claim 3. In the floor slab, a plurality of beam portions extending in the bridge axis direction are formed on the upper surface of the floor slab at intervals in a direction orthogonal to the bridge axis direction.
The construction method of a railway RC ramen structure viaduct according to any one of claims 1 to 4. The foundation structure part is an underground beam extending along the extending direction of the floor slab and buried in the ground.
The construction method of a railway RC ramen structure viaduct according to any one of claims 1 to 5.

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