JP3380301B2 - Viaduct construction method - Google Patents

Description

Detailed Description of the Invention

[0001]

BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to a method for constructing viaducts for switching railways, roads, etc. laid by embankments to viaducts.

[0002]

2. Description of the Related Art Conventionally, when switching an existing railway, road, etc. laid by embankment to a viaduct, a temporary line is laid on the side of the embankment on which the existing railway, road, etc. have been laid. The embankment was removed while the temporary wire was used, and then the pillar portion for supporting the viaduct was constructed at the part where the embankment was removed. However, since the embankment board is soft, in order to carry out such a method, a temporary line should be laid at a position far away from the embankment where existing railways and roads are located, or earth retaining of the temporary line part should be performed. Since the construction must be done deep inside, it is difficult to carry out the construction if the site is secured or the construction period is restricted. Therefore, there is a method of constructing a deep foundation pile by a so-called deep foundation method and supporting the temporary wire on the deep foundation pile.

[0003]

However, in the method using the deep foundation method, since the construction period and the construction cost required for constructing each one of the deep foundation piles are large, the construction cost is high. Further, each of these switching methods has a drawback that it requires a long construction period and the track is continuously moved to the temporary line side during that time. Therefore,
Make sure that the route under construction will be received by the work girder, and the pillar part for the viaduct will be constructed under the construction girder, and then the viaduct will be replaced by using the pillar part. The method of doing is proposed. However, in the method using construction girders, temporary bridge piers for supporting the construction girders must be erected, and an appropriate method for constructing temporary piers on such soft embankments has not yet been established. is the current situation. Therefore, it is desired to develop a method that allows an existing line such as a road or line laid on the embankment to be temporarily received by a construction girder and then be switched to an elevated line. It was Therefore, in view of the above circumstances, the present invention does not need to secure a site for a temporary wire or drive a deep foundation pile, and it is possible to accurately switch the embankment to a viaduct in a short construction period, viaduct construction It provides a method.

[0004]

[Means for Solving the Problems] That is, according to the present invention, in an embankment (21) on which an existing route (5) is laid, a ground (a position below a position corresponding to a slope (21a) of the embankment (21) is provided. 2) Inside, multiple piles lined up in the transverse direction of the line (6)
A plurality of girder receiving piles (60) made of slabs are placed at predetermined intervals (L1) along the extension direction of the line (5) to correspond to each pile body (6) of the girder receiving piles (60). The law section (21a)
The existing line (5) was relocated to the
1) In which temporary earth retaining means (15) is laid along the transverse direction of the line (5) and sandwiching the girder receiving pile (60) from both sides in the extension direction of the line (5), The work girder (13) on the temporary earth retaining means (15), and the line (5)
It is installed in the form of extending along the extension direction, and the relocated line (5) is re-installed on the construction girder (13) again for temporary laying, and the earth retaining means (15) is used for earth retaining. The embankment (2) while supporting the construction girder (13).
1) Inside the girder receiving means (32), the girder receiving pile (60)
Installed in the form of bridging between piles (6) of
The embankment (21) between the girder receiving piles (60) that are adjacent to each other along the extension direction and the temporary earth retaining means (15) are removed,
The girder receiving means (32) and the upper part (6b) of the girder receiving pile (60) are exposed to the ground (20) and bridged with the work girder (13) installed on the temporary earth retaining means (15). The slab girder (31) is installed on the girder receiving means (32) in a changed form, and the line (5) temporarily laid on the construction girder (13) is installed on the slab girder (31). The line (5) moved and laid on the slab girder (31),
It is configured such that the upper portion (6b) of the girder receiving pile (60) exposed on the ground (20) is elevated to form a leg portion. In the present invention, the girder receiving pile (6
Each pile body (6) of (0) is pushed into the ground (2) below the embankment (21) through the embankment (21) and the steel pipe (7).
Is poured and the steel pipe (7) is filled with concrete (40) to form the structure.
The numbers in parentheses () indicate the corresponding elements in the drawings for convenience, and therefore the present description is not limited to the description in the drawings. The same applies to the following action columns.

[0005]

With the above-mentioned structure, the present invention provides embankment (21).
The upper line (5) is transferred to the work girder (13) supported by the temporary earth retaining means (15), and the girder receiving means (3)
2) Move and lay on the slab girder (31) supported by the girder receiving pile (60). Also, the slab girder (3
On 1), it acts so that it may be located above the ground (2) by the height (H1) of the upper part (6b) of the girder receiving pile (60) exposed on the ground (20). Further, in the present invention, each pile body (6) of the girder receiving pile (60) supports the slab girder (31) through the rigidity of the steel pipe (7) filled with concrete (40). To work.

[0006]

EXAMPLE FIG. 1 is a view showing an example of a viaduct which is switched from embankment using the present invention, and FIG. 2 is a view taken along arrows II and II in FIG.
3 to 10 are a series of diagrams showing an example of the procedure for constructing the viaduct shown in FIG. 1, and FIGS. 11 (a) to 11 (d) are a sequence of diagrams showing the procedure for constructing the foundation pile used in the present invention. Is a flow chart showing an example of a construction process procedure of a viaduct construction method according to the present invention, and FIG. 13 shows a foundation pile used in the present invention in FIG.
The figure which shows the construction procedure different from what is shown in (a) thru | or (d),
FIG. 14 is a view showing a construction procedure of the foundation pile used in the present invention, which is different from that shown in FIGS. 11 (a) to 11 (d).

[0007] Among the railway lines that are being switched from embankment to viaduct, the viaduct 1 which has already been elevated is of a form extending along the horizontal direction of Fig. 1 above the ground 2, as shown in Fig. 1 or 2. It has an orbital zone 3 and on the orbital zone 3
Double track 5, 5 which has already been switched to elevated
2 is laid in such a manner that the center line of each line 5 is arranged at the position shown by the cross mark in FIG. 2 and extends in the direction intersecting with the paper surface of FIG. 2 at a position having a predetermined height H1 from the ground 2a. Each line 5 is arranged at the position of the embankment 21 where the line 5 already exists and has already been removed, with the line 5 already being supported by the embankment 21 shown in FIG. The track zone 3 supporting the track 5 has a predetermined pitch L along the extension direction of the track 5 shown in the left-right direction of FIG. 1 (in the direction intersecting the plane of FIG. 2).
For each 1 embankment 21 in the form of lining up two lines in the transverse direction of the track 5
Each of them is placed in the ground 2 below the position corresponding to the slopes 21a, 21a of the above, and each of them is supported by the girder receiving pile 60 composed of the foundation piles 6, 6 which are pile bodies.

As shown in FIG. 2, the orbital zone 3 is a girder receiving pile 6 composed of a pair of foundation piles 6, 6 arranged side by side in FIG.
0, a girder 32, which is a girder receiving means made of concrete material cast on site, for example, in the form of being bridged between the left and right foundation piles 6, 6, and the girder 32 shown in FIG. The slab girder 31 is composed of a plurality of precast members connected and installed so as to extend along the extension direction of the line 5 shown in the left-right direction, and is constituted by a slab girder 31 on which the lines 5 and 5 are laid. H steel is embedded inside the girder 32. On the other hand, concrete balustrades 33 are mounted on the slab girders 31 on the left and right sides of the slab girders 31 so as to extend in the direction intersecting with the plane of FIG. In this case, crushed stones or concrete blocks for supporting the tracks 5 and sleepers are installed here for leveling each track 5 from the ground 2a to a predetermined height H1 as described above.
Therefore, the slab girder 31 is provided with balustrades 3 provided on both sides thereof.
In the form of supporting and supporting double-track lines 5 and 5 between 3 and 33, each of them is supported via a receiving girder 32 to a plurality of girder receiving piles 60, each of which is two foundation piles 6 and 6 in the embodiment. As a result, each line 5 corresponds to the length of the pillar portion 6b by using the pillar portion 6b exposed on the ground 20 of each foundation pile 6 as the upper portion of the girder receiving pile 60 as a leg portion. The elevated line is located above the ground 2a by the height H1.

Each foundation pile 6 constituting the girder receiving pile 60
As shown in FIG. 1 or FIG. 2, each has a casing tube 7 made of a ribbed steel pipe, and each casing tube 7 is arranged to extend from the ground 2 to the ground 20. Concrete 40 is poured and filled in the casing tube 7, and the foundation pile 6 is filled with the concrete 40 from the lower end of the casing tube 7 forming the foundation pile 6. When the casing tube 7 is fixed to the ground 2 to form an underground pile by being infiltrated into the ground 2, the pile portion 6a is formed in the ground 2.
Therefore, in the remaining portion of the foundation pile 6 above the pile portion 6a, the outer periphery of the casing tube 7 is exposed to the ground 20 above the ground 2a formed after the viaduct 1 is constructed. The pillar portions 6b for mounting and supporting the girders 31 are respectively formed so as to configure the upper portions of the girder receiving piles 60.

On the other hand, among the railway lines that are being switched from embankment to viaduct, embankment 21 is applied to the part which is not elevated yet.
However, as shown in FIG. 3 (as shown by the chain line in FIG. 2),
The cross-sectional shape is formed in a mountain shape and is arranged above the part that will be the ground 2a later. The top 21b of the embankment 21 at the center of the cross-section in the left-right direction is an existing line to be switched to an elevated structure. The certain tracks 5, 5 are connected to the above-mentioned elevated tracks 5, 5 so as to form a predetermined height H1 from the position which becomes the ground 2a after the overpass and are laid here.

Since the viaduct 1 that can be switched from the embankment has the above-described structure, in order to switch the existing embankment 21 to the viaduct 1, as shown in FIG.
The switching work is performed along the LO-1 in a manner that the work is performed for each section having a predetermined length in the lateral direction of FIG. First, in the embankment 21 in which the existing roads 5 and 5 to be switched are laid as shown in FIG. The slopes 21a, 2 formed on both sides of the lines 5, 5 in FIG.
1a is covered and embankment is performed so that the top 23a of the belly-filled embankment 23 is approximately the same height as the top 21b of the embankment 21 as shown in FIG.

In this way, when the embankment 23 with abdomen is formed in the shaded area in FIG. 4, next, as shown in FIG. 12ST2, along the extending direction of the existing line 5, at every pitch L1, as shown in FIG.
The foundation pile work is performed by placing a pair of foundation piles 6, 6 in the transverse direction of the line 5 shown in the left-right direction. by this,
The girder receiving piles 60 are placed in the ground 2 below the position corresponding to the slope 21a of the embankment 21 at every pitch L1 along the extension direction of the track 5. That is, the foundation piles 6 and 6 on the left and right of the cross-section in the viaduct 1 are constructed so as to be arranged below the positions of the slopes 21a as shown by the solid lines in FIG. 5, and the foundation piles 6 and 6 of the foundation piles 6 and 6 are Concrete pouring work is performed in each casing tube 7 to form the pillar portion 6b continuing to the upper side of the pile portion 6a. To construct each foundation pile 6, first, as shown in FIG. 11 (a), the casing tube 7 is used, as in the case of placing the foundation pile by the known all-casing method.
On the ground 2 to be driven, that is, the top 23 of the embankment 23 with belly
At a predetermined pile driving position of a, a hammer not shown is assembled to hang the hammer mug 9 from here to be pulled by the wire rope 91, and the hammer mug 9 is used to suspend the ground 2
It excavates in the form of digging down so as to grab. Then, the operation of pushing the casing tube 7 into the ground 2 is repeated at the same time as the excavation by the hammer mug 9 progresses. The casing tube 7 has a predetermined length in the vertical direction in FIG.
By adding more as the excavation progresses, a casing tube 7 of a predetermined length is formed, and the predetermined length of the casing tube 7 is arranged in the ground 2 deeper than the portion to be the ground 2a later. Push in.

Thus, as the casing tube 7 of a predetermined length is pushed into the ground 2 while excavating, as shown in FIG. 11 (b), a hole collapses in the casing 7 due to the casing 7. The pile hole 70 in which the ground 2 is excavated in the state where the grounding is prevented has a hole bottom 70a formed by the ground 2, and the position of the bottom 70a is the bottom end 7a of the casing tube 7.
It is formed in a shape that substantially matches the position. Therefore, the reinforcing bar cage 10 required for the pile portion 6a and the pillar portion 6b of the foundation pile 6 is installed in the pile hole 70 in a manner of being suspended from the ground 20. Therefore, next, as shown in FIG.
The tremie pipe 11 is inserted into the pile hole 70 in the casing tube 7.
And the concrete 40 is poured from the hole bottom 70a into the pile hole 70 through the tremie pipe 11. Then,
Since each casing tube 7 is a mere ribbed steel pipe and the hole bottom 70a is formed by the ground 20, the concrete 40 poured into the pile hole 70 is
Penetrates into the ground 2 around the outer circumference of the casing tube 7 through the hole bottom 70a so as to surround the casing tube 7 in an annular shape, whereby the connection between the ground 2 and the casing tube 7 is integrated. Then, the pile portion 6a is shown in FIG.
As shown in (d), a height D1 is formed from the hole bottom 70a to the top end 40a of the cast concrete 40.

Therefore, as described above, in the foundation piles 6 on both the left and right sides of FIG. 5 in the girder receiving pile 60 formed by ST2 of FIG. 12 as shown in FIG. 5, concrete is formed in the pile holes 70 in the casing tube 7. 40 is poured and filled so that the top end 40a of the concrete 40 reaches the upper end portion of the casing tube 7, and the lower portion of the casing tube 7 is used as a pile portion 6a in the ground 2 under the embankment 21. On the other hand, the upper side of the pile portion 6a is exposed to the ground 20 later and used as the pillar portion 6b of the girder receiving pile 60. In this way, the foundation piles 6 of the girder receiving piles 60 are placed, and the embankment 2 is formed according to FIG. 12ST3.
The girder retaining work is applied to the outside of the existing tracks 5 and 5 laid on the top 21b of No. 1. That is, as shown by the diagonal lines in FIG. 5, the sheet pile 15 is provided in the transverse direction of the track 5 as a temporary earth retaining means in the embankment 21 near the foundation pile 6 placed in FIG. 12ST2, that is, at the position corresponding to the slopes 21a, 21a. Temporary earth retaining work for receiving girder is performed by driving along. As shown in FIG. 8, the sheet piles 15 are laid in two rows in a direction intersecting the plane of FIG.

In this way, when a temporary earth retaining girder for the girder 15 is placed outside the tracks 5 and 5 on the top 21b of the embankment 21, the temporary earth retaining girder for the girder 15 is used. The embankment 23 with the belly in the portion where the girder receiving pile 60 is placed has a shape in which the earth retaining support is provided. Therefore, FIG. 12S
By T4, the tracks 5 and 5 on the embankment 21 are located at the slope 21a position where each foundation pile 6 of the girder receiving pile 60 is placed, that is, on the abdominal embankments 23 and 23 on both sides adjacent to the top 21b. Perform track switching work by moving it. Then, the line 5 is simply horizontally moved to the outside of the portion where the line 5 was laid, so as to easily and in a short time, as shown in FIG. The trajectory is switched to the upper side, that is, the position corresponding to the slope 21a on the embankment 21. In this way, the embankment 2 where the respective lines 5 are switched
Since 1 and the embankment 23 with belly are piled up in a form in which the ground strength is secured by the foundation piles 6 and the sheet piles 15 before the track switching work, in this state, the switched line 5 is It can be used as a temporary line.

Then, next, referring to FIG. 12ST5, the sheet pile 15 of the remaining portion of the girder retaining work, the outer portion of which has been already cast, is attached to the top portion 21b of the embankment 21 as shown by the hatched portion in FIG. It is placed below along the transverse direction of the track 5.
At the time of placing the sheet pile 15, the outer sheet pile 15 described above is placed.
Similarly, the girder receiving piles 60 are placed so as to sandwich the girder receiving piles 60 from both sides in the extension direction of the track 5 so as to form two rows in the direction intersecting the plane of FIG. In this way, a plurality of sheet piles 15 were placed side by side in the cross-sectional direction of the track 5 as temporary earth retaining means in the embankment 21 with the girder receiving piles 60 sandwiched from both sides in the extension direction of the track 5.
According to FIG. 12ST6, the work girder 13 made of H-shaped steel and floor board material is laid so as to extend in the direction crossing the plane of FIG. 6 while being supported by the sheet pile 15. Therefore, FIG. 12ST
7, the track 5 is transferred to the belly embankment 23 at a position corresponding to the slope 21a, and the track 5 is transferred to the work girder 13 again and temporarily laid as shown in FIG.
Then, the line 5 is moved substantially horizontally in the same manner as when the track was previously switched from the top 21b of the embankment 21 to the belly-filled embankment 23 corresponding to the slope 21a, and in a short time, the work girder can be constructed. 13 is switched and laid. In this way, by moving and switching the line 5 on the work girder 13 before performing the embankment removal work described later, the line 5 can be returned to the position of the embankment 21 where the line 5 was laid at an early stage. That is, in this state, the track 5 on the work girder 13 will be the ground 2 later.
It is arranged and fixed at a position having a predetermined height H1 from the position a.

When the line 5 is switched to the work girder 13 in this manner, the portion of the embankment 23 with the belly on which the line 5 was laid is released. Then, next, FIG. 12S
As shown in FIG. 7, the abdominal embankments 23, 23 on both sides where the track 5 has been moved and removed by T8 are removed as shown in FIG.
The embankment is cut down on both sides by removing it in the form of digging down to d. When the embankment 23 is cut down in this way, as shown in FIG. 7, the vicinity of the top 21b of the embankment 21 where the upper portions of the plurality of sheet piles 15 that have been previously placed are located above the primary excavation surface 21d. Remain placed. Therefore, in this state, the girder excavation work is performed in accordance with FIG. 12ST9. That is, the plurality of sheet piles 15 connect the girder receiving piles 60 to the rail 5
Since it is placed so as to form two rows so as to be sandwiched from both sides in the extension direction, the embankment 21 under the work girder 13 is inserted between the two rows of sheet piles 15 and 15 up to the primary excavation surface 21d position. Excavate in the form of excavating in the transverse direction of. Then, the receiving girder placing space 21s in the embankment 21 and the pile hole 70 of the casing tube 7 constituting each foundation pile 6 of the girder receiving pile 60 that has been placed earlier, as shown by the dotted line in FIG. The embankment 21 under the construction girder 13 is communicated with each other and is formed in a beam-like shape in the transverse direction of the track 5. And the space for placing the girder 2
1s is a sheet pile 15 forming two rows along the extension direction of the line 5.
It is supported by the girder 3 without the risk of hole collapse.
It is excavated and held in a shape corresponding to the shape of 2.

Then, the work girder 13 is replaced while the girder 32 is installed in the space 21s for placing the girder thus formed in accordance with FIG. 12ST10. That is, with the sheet pile 15 retaining the soil and supporting the construction girder 13 with the sheet pile 15, a formwork is formed in the receiving girder placing space 21 s formed under the construction girder 13 in a shape along the shape of the receiving girder 32. Assembled concrete 40 in the form, pile holes 7 of each casing tube 7 of the foundation piles 6, 6 on the left and right sides in FIG.
The concrete 40 that has been poured into the ground is cast into the concrete 40 by splicing or connection, or a precast beam is installed. As a result, the receiving girder 32 is constructed and formed in the receiving girder placing space 21 s formed in the embankment 21 so as to be bridged over the foundation piles 6, 6 of the girder receiving pile 60. In addition, the girder placing space 21s
Each of the belly-filled embankments 23 on both the left and right sides of FIG. 7 has been excavated by the both-side embankment cutting process, and the surface portion thereof is located on the primary excavation surface 21d. In carrying out excavation work of the girder part for forming and construction work of the girder 32 in which formwork and concrete are placed therein, it is not necessary to assemble the work scaffold high, and such work is performed on the primary excavation surface 21d. Can proceed smoothly. That is, the workability of the receiving girder 32 is good. When the support girder 32 is thus installed between the foundation piles 6 and 6, the support girder 32 is mounted and supported on the foundation piles 6 and 6 of the girder support pile 60 under the construction girder 13, as shown in FIG. Then, it is erected as a beam-shaped member extending in a direction intersecting with the plane of FIG. That is, in this state, as shown in FIG. 9, the receiving girder 32 is supported by the girder receiving pile 60 in which the legs 6a thereof are formed in the ground 2 under the embankment 21 so as to be supported.
And is installed so as to be located above the primary excavation surface 21d formed by the embankment with belly 23.

Therefore, according to FIG. 12ST11, the line 5
Embankment 2 between the girders 32, 32 adjacent to each other along the extension direction of the
1 is excavated and removed, and the work of removing the sheet pile 15, which is a temporary earth retention, is performed according to FIG. 12ST12. While doing this, according to FIG. 12ST13, the work of installing the slab girder 31 on the receiving girder 32 as shown in FIG. 9 while removing the construction girder 13 is performed alternately. That is, sheet pile 1
Support the track 5 etc. on the 5 using a jack etc.,
The slab girder 31 is erected and installed on the receiving girder 32 in a form of replacing the construction girder 13 installed on the receiving girder 32 with the slab girder 31. Then, in this way, the work of constructing the slab girder 31, which is a member for supporting the line 5 later, can be steadily progressed under the work girder 13 on which the line 5 has already been laid. The slab girder 31 thus constructed is H
Since the precast member has the shaped steel embedded therein, the slab girder 31 having a predetermined strength can be easily formed and constructed simply by installing the precast member on the receiving girder 32 and connecting a plurality of the precast members in the line extension direction. To be done. In this way, while the slab girder 31 is installed and formed, the lines 5 and 5 temporarily laid on the construction girder 13 are moved and laid on the slab girder 31 in order. Then, the track 5 temporarily laid on the construction girder 13 has already been arranged and fixed at a position having a predetermined height H1 from the position which will be the ground 2a later,
By switching the construction girder 13 to the slab girder 31 constructed by simply installing the precast member, the track switching of the line 5 is completed within an extremely short time.
Since the track belt 3 on which the track 5 was originally laid on the embankment 21 is an elevated structure made of concrete formed by the slab girder 31, on the slab girder 31 is a line such as crushed stone or a concrete block. A support member and a sleeper are installed, and the track 5 is laid on the track support member and the sleeper.

In this way, the slab girder 31 is installed on the receiving girder 32, the line 5 is switched and laid on the slab girder 31, and by the step ST14 of FIG. In the form shown, concrete is cast on site or precast members are attached.
Build the balustrade. Then, the orbital zone 3 is constructed such that the slab girder 31 to which the balustrade 33 is attached is supported by the receiving girder 32. The orbital zone 3 is a plurality of foundation piles 6 of the girder receiving pile 60, which are placed in the ground 2 under the embankment 21.
It becomes the shape supported by each. Thus, according to FIG. 12ST15, the embankment 21 and the belly-filled embankment 23 previously formed on the slopes 21a of the embankment 21, 21a,
The embankment removal work is performed by digging the part that has not been removed yet from the primary excavation surface 21d to the ground 2a. Then, at this time, the slab girders 31 of the track zone 3 on which the track 5 has already been laid are the foundation piles 6 of the girder receiving piles 60 placed in the ground 2 below the position corresponding to the slope 21a of the embankment 21. Since it is supported by, it is possible to safely excavate and remove the embankment 21 and the embankment 23 with the abdomen to the position of the ground 2a at one time without the need to provide new earth retention or the like.

When the embankment is removed in this way, the girder receiving pile 60 supporting the track zone 3 in which the line 5 is laid on the slab girder 31 is used as a casing in the lower part of each foundation pile 6 of the girder receiving pile 60. While the pile portion 6a in which the tube 7 is connected and fixed to the ground 2 by the concrete 40 poured into the pile hole 70 is left below the ground 2a, the foundation pile 6
The upper portion of the girder receiving pile 60 has pillar portions 6b at the upper portions of the foundation piles 6 in a form of being exposed to the ground 20 as shown in FIG. 9 by removing the embankment 21 and the filling embankment 23. It is formed. As a result, the receiving girder 32 and the pillar portion 6b are located above the ground 2
A space is formed between the ground 2a and the orbital zone 3 by being exposed to 0. The slab girders 31 on the girders 32 constructed so as to be connected to the pillar portions 6b on the upper side of the girder receiving piles 60 are supported by the respective foundation piles 6 of the girder receiving piles 60, and the viaduct 1 is Construction is completed for one switching section. That is, the slab girder 31 of the orbital zone 3 is the embankment 2
1 and each foundation pile 6 exposed by removal of the embankment with belly 23
In the form of arranging the track 5 above the ground 2a by a height H1 corresponding to the length of the pillar 6b, the viaduct 1 is constructed for one section by switching the viaduct 1 as a leg. Is elevated. Therefore, the track 5 is the top 21b of the center of the embankment 21 where the track 5 was originally located because of its elevated structure.
It is easy to switch to the slab girders 31 of the orbital zone 3 after being switched to the belly-filled embankment 23 in a substantially horizontal movement, and then returned to the construction girder 13 by substantially horizontal movement again. In addition, since the lines can be switched safely, the time for affecting the train or the like in service of the track 5 can be extremely short. Therefore, even when the construction time is limited, the line switching work can be efficiently performed.

In this way, when the railroad lines formed by the tracks 5 and 5 are switched from the embankment 21 to the viaduct 1 one by one in accordance with the process steps shown in FIGS. 12ST1 to ST15, the slabs of the track zone 3 constituting the viaduct 1 are changed. The girders 31 are respectively passed through the receiving girders 32 in the casing tube 7 made of a steel pipe and the pile hole 70 formed by the casing tube 7 and the concrete 40 poured and filled in the ground 2 around the outer periphery of the casing tube 7 respectively. It becomes a form in which the pile portion 6a is formed on the foundation pile 6 and is supported by the plurality of girder receiving piles 60.
Therefore, the girder receiving pile 60 used for supporting the slab girder 31 when constructing the slab girder 31 has a structure in which the upper part of the girder receiving pile 60 is exposed to the ground 20 as the pillar portion 6b later, so that Since the legs for supporting the slab girders 31 are formed, the foundation pile 6 can be effectively used as a structural member of the viaduct 1. And the foundation pile 6
In this case, the concrete 40 is poured and filled in each casing tube 7 so as to follow the concrete 40 that is placed in the pile hole 70 of the pile portion 6a above the pile portion 6a. As a result, each foundation pile 6 retains sufficient rigidity held by the casing tube 7 which is a steel pipe and the concrete 40, and is attached to the ground 2 which is stable under the already removed original embankment 21. The pile portion 6a is fixedly supported. Therefore, the slab girder 3 of the orbital zone 3
No. 1 can stably support the track 5 regardless of the ground property of the embankment 21 and is supported by the foundation pile 6 having sufficient rigidity and support strength. As a result, the viaduct 1 has high earthquake resistance. Also, track 5
When laying the work girder 13 for the purpose of raising the above-mentioned structure, the line 5 is horizontally moved on the belly-provided embankment 23 formed as the embankment at the portion located at the slope 21a of the embankment 21 as described above. The embankment 2 can be temporarily laid in
Even if there is not enough land on the side of No. 1, rapid track switching work can be carried out, that is, to build viaduct 1,
There is no restriction on the site for the temporary wire, and there is no need to construct deep foundation piles.
It is possible to accurately switch 1 to viaduct 1.

Incidentally, in the above-mentioned embodiment, the law unit 2
As a pile body to be placed below the position corresponding to 1a, by placing a casing tube 7 made of a steel pipe into the ground 2 below the embankment 21 and filling the casing tube 7 with concrete 40. An example was described in which the foundation pile 6 formed and constructed was used as the girder receiving pile 60 by arranging two foundation piles 6 in a pair in the transverse direction of the track 5 on the left and right sides.
The girder receiving piles do not necessarily have to be configured by the pair of foundation piles 6 and 6 as long as the girder receiving piles are composed of a plurality of piles arranged in the transverse direction of the line 5. In addition, in the embodiment, the hole bottom 70 a has a pile hole 7 formed by the ground 2.
An example of constructing a pile body such as a foundation pile 6 by forming concrete 40 in 0 to form the pile portion 6a so as to surround the outer circumference of the casing tube 7 in an annular shape was described. 13 (a) to 13 (c), the pile portion 6a
It is also possible to form a pile body whose bottom is expanded so that the diameter is larger than that of the portion other than the pile portion 6a. That is, first, as shown in FIG. 11A, the casing tube 7 is driven at a predetermined position in the ground 2 by using the hammer mug 11 in the same manner as described above and shown in FIG. . At the same time, the pile hole 70 is formed in the casing tube 7. Then, as shown in FIG. 13B, the formed pile hole 7
The rebar cage 10 is installed in a state of being hung down to the hole bottom 70a. Then, using the tremie pipe 11 shown in FIG.
13 (c), the casing tube 7 is pulled upward by a height D2 corresponding to the height D1 of the pile portion 6a while driving 0. Then, only the height D2 formed between the bottom end 7a of the casing tube 7 and the hole bottom 70a is not provided with the casing tube 7, so that the concrete 40 poured into the pile hole 70 is Satisfactorily penetrates into the soil gap forming the ground 2. Therefore, at a predetermined position, the casing tube 7
When the pulling up is stopped and the concrete 40 is further poured and filled into the pile hole 70, the foundation pile 6 in the expanded state is formed by the procedure substantially similar to that shown in FIG. Then, in the foundation pile 6, the pile portion 6a has the rebar cage 1 inside.
The casing tube 7 made of a ribbed steel pipe is firmly fixed and supported on the ground 2 by being formed in a state in which 0 is buried and expanded by the concrete 40. Therefore, the foundation pile 6 thus constructed can more reliably support the track zone 3 of the viaduct 1. It should be noted that the height of the top end 40a of the concrete 40 placed in the casing tube 7 is arbitrary.

Further, as shown in FIGS. 14 (a) to 14 (c), the foundation pile 6 is formed with the removal casing 28 which is removed after the foundation pile 6 is constructed to form the pile portion 6a and the pillar portion 6b. There is a case where the steel pipe 27 is installed at an accurate position for more accurate construction. That is, in order to install the steel pipe 27 made of a member equivalent to the casing tube 7 described above, first, the removal casing 28 formed to have a larger diameter than the steel pipe 27 is filled with the embankment 21 as shown in FIG. It drives into the ground 2 under the embankment 21 via. Along with this, the bore hole 28s is formed to a predetermined depth by excavating the inside of the removal casing 28. Then, the bore hole 28 s is formed in a state corresponding to the hollow shape of the removal casing 28 in a state suitable for the installation of the steel pipe 27 while the removal casing 28 prevents the collapse of the hole. Bore hole 28 thus formed
As shown in FIG. 14 (b), the steel pipe 27 is temporarily installed in s, and the rebar cage 10 is installed in the bore hole 28 s through the hollow part in the steel pipe 27. The steel pipe 27 is
The open bottom end 27a has a predetermined height D3 from the hole bottom 28a.
Position it so that it will be placed upwards by the amount and install it. Then, if the steel pipe 27 or the steel pipe member such as the casing tube 7 described above is to be driven directly into the ground 2, it is very difficult to drive the steel pipe member in the vertical direction with high accuracy. According to the method shown, by adjusting the installation position of the steel pipe 27 in the bore hole 28s even if the removal casing 28 is installed in a bad installation condition, the steel pipe 27 is oriented in the vertical direction at an extremely accurate position. It becomes the positioned shape. Therefore, using the tremie tube 11 described above and shown in FIG.
As shown in FIG. 14 (c), while pulling out the removal casing 28, the bore hole 28 s is passed through the inside of the steel pipe 27.
Concrete 40 is placed inside. Then, the concrete 40 is filled in the bore hole 28s from the inside of the steel pipe 27 through the opening portion of the bottom end 27a of the steel pipe 27 and around the outer periphery of the steel pipe 27. Further, below the bottom end 27a, the concrete 40 is infiltrated and filled also in the earth-sand gap of the ground 2 around the borehole 28s due to the absence of the steel pipe 27. Then,
In the same manner as described above and shown in FIG. 13, the piled-up pile portion 6a is formed. In this way, when the concrete 40 is poured and filled until the height of the top end 40a reaches a predetermined position, the steel pipe 27 temporarily installed at the accurate position in the bore hole 28s as described above is driven into the bore hole 28s. The foundation pile 6 is formed and constructed by being fixed to the ground 2 by the concrete 40 filled and filled. Then, the foundation pile 6 made of the steel pipe 27 becomes a shape in which the pile portion 6a is expanded like the casing tube 7 shown in FIG. 13 described above, and the installation position of the steel pipe 27 is set to the removal casing 2
By accurately setting the shape, which is capable of correcting the casting error of 8, the construction can be completed firmly and precisely. The foundation pile 6 constructed and constructed in this way is
It becomes possible to more reliably support the orbital zone 3. Therefore, use of such a removal casing 28 improves the construction accuracy of the viaduct 1, and is particularly useful when it is necessary to construct the station building portion under the elevated structure such as under the track zone 3. Furthermore, in each of the above-mentioned examples, an example in which the pile body is formed of a steel pipe member such as the casing tube 7 and the steel pipe 27 has been described, but such a pile body is not necessarily one in which the steel pipe pile is driven by the all-casing method. It doesn't matter. Of course, it may be a reinforced concrete pile.

Further, in the embodiment, an example in which a plurality of steel sheet piles 15 arranged and arranged in the transverse direction of the track 5 is used as the temporary earth retaining means has been described. The structure is arbitrary as long as it is placed in the embankment 21 so as to sandwich the girder receiving pile 60 from both sides in the extension direction of the line. Further, in the process procedure FLO-1 described in the embodiment, the girder receiving pile 6 is formed by forming the embankment 23 with the belly on the slopes 21a, 21a of the embankment 21.
0 of each foundation pile 6 and from the top 21b to the slope 21
The example in which the line 5 can be accurately moved to the positions corresponding to the positions a and 21a has been described, but the formation of the belly-filled embankment 23 is optional. Further, in the embodiment, an example is described in which the embankment 21 and the belly-filled embankment 23 are excavated and removed in two steps, but the method of embankment removal is not limited to this. Further, in the embodiment, the example in which the present invention is applied to the double-tracked railroad tracks 5 and 5 has been described. However, the railroad track 5 may be a single-track or a double-track track. The present invention can also be applied to the case of a road.

[0026]

As described above, according to the present invention, in the embankment 21 on which existing lines such as the track 5 are laid, in the ground 2 below the position corresponding to the slope 21a of the embankment 21, A plurality of girder receiving piles 60 made of piles such as foundation piles 6 arranged in the transverse direction of the line are placed at predetermined intervals L1 along the extension direction of the line, and each pile body of the girder receiving pile 60 is arranged. The existing line is moved to the slope 21a corresponding to, and a temporary earth retaining means such as a sheet pile 15 is provided in the embankment 21.
The girder receiving piles 60 are placed along the transverse direction of the line so as to sandwich the girder receiving piles 60 from both sides in the extension direction of the line, and the construction girder 13 is extended on the temporary earth retaining means along the extension direction of the line. Shape, and the relocated line is re-moved on the construction girder 13 to be temporarily laid, and is earthed by the temporary earth retaining means, and the construction girder 13 is supported while the earth 21 The girder receiving means such as the girder 32 is provided on the girder receiving pile 6
It is installed so as to bridge between 0 pile bodies, and the embankment 21 between the girder receiving piles 60 adjacent to each other along the extension direction of the line and the temporary earth retaining means are removed, and the girder receiving means and the girder are removed. An upper portion of the pillar portion 6b of the receiving pile 60 is exposed to the ground 20, and a slab girder 31 is installed on the girder receiving means so as to replace the construction girder 13 installed on the temporary earth retaining means. The line temporarily laid on the construction girder 13 is moved and laid on the slab girder 31, and the line movably laid on the slab girder 31 is exposed to the ground 20 by the girder receiving pile 60.
Since it was constructed so as to be elevated with the upper part of the as a leg portion, the line on the embankment 21 was transferred to the work girder 13 supported by the temporary earth retaining means, and then via the girder receiving means. It is moved and laid on the slab girder 31 supported by the girder receiving pile 60, and is positioned above the ground 2 by the height H1 of the upper part of the girder receiving pile 60 exposed on the ground 20 on the slab girder 31. The embankment where the line was originally laid in shape
It can be placed in one position. Therefore, when the line is elevated, the position corresponding to the slope 21a of the embankment 21 is reinforced by the pile body 6 of the girder receiving pile 60, and the existing line is moved to the position corresponding to the slope 21a. , In this state, the construction girder 13 that can be replaced with the slab girder 31 at the position of the embankment 21 where the existing route was originally laid was then installed.
Since it is possible to install the line, it is possible to accurately raise the line even if there is not enough land for temporarily laying the line on the side of the embankment 21. At this time, the embankment 2
The line laid at No. 1 is once moved to a position corresponding to the slope 21a of the embankment 21, and then the work girder 13
After the temporary laying by relocating to the slab, the slab girder 31 is rebuilt in this state, so the period when the line is relocated to a position that does not correspond to the existing embankment 21 position is short. Complete. In addition, the relocation work of the line,
Line laying position such as the top 21b on the embankment 21 and the slope 2
Since the line can be moved substantially horizontally to the position corresponding to 1a, the line transfer switching work can be performed easily and in a short time. Since the construction girder 13 on which the line is temporarily laid is installed on the temporary earth retaining means that is placed in the embankment 21 with the girder receiving piles sandwiched along the direction of extension of the line, the temporary earth retaining means is used for retaining the earth. Through the supporting force of the embankment 21 that was created, the work girder 13
It is possible to reliably temporarily support the route on 1. In addition, the slab girder 31 for laying the line is hung between the pile bodies by using the girder receiving pile 60 which has a role of reinforcing the slope 21a for moving the line as described above. Since the pile body of the girder receiving pile 60 is effectively used by being installed on the girder receiving means which is constructed in the form of handing, it is easily constructed at a predetermined construction position, and the workability is good. Since the girder receiving means is installed and installed in the embankment in a state of being retained by the temporary earth retaining means that supports the work girder, safe construction is performed. Moreover, the construction is easy without requiring a high work scaffold. Further, a girder is installed in the ground 2 below the embankment 21 after the slab girder 31 is installed, and then the embankment 21 is removed to expose the upper part to the ground 20. By supporting the support pile 60, the construction rate of the viaduct can be increased. That is, since each pile body of the girder receiving pile 60 is placed in the ground 2 below the embankment 21 and then the embankment 21 is removed later, the legs of the elevated line can be easily constructed, so that the construction efficiency can be improved. Is good. In addition, each pile body of the girder receiving pile 60 exposes the upper portion thereof to the ground 20, while leaving the lower portion of the pile body in the ground 2 below the embankment 21 in the ground such as the pile portion 6a. Since the pile can be formed, even if the ground property of the embankment 21 is soft, the slab girder 3 which is an elevated structure is formed by the pile body.
1 can be reliably supported. Therefore, by constructing and constructing a viaduct such as viaduct 1 according to the present invention, when switching a railroad, a road or the like laid on the embankment to an elevated structure, a site for a temporary wire is secured or a deep foundation pile is laid. You do n’t have to
It is possible to economically raise the route in a short construction period.

Further, in the present invention, the girder receiving pile 60.
Each of the piles is formed by driving a steel pipe such as a casing tube 7 into the ground 2 below the embankment 21 through the embankment 21 and filling concrete 40 into the steel pipe. If constituted, the girder receiving pile 60
Each of the piles of 1 acts to support the slab girder 31 through the rigidity of the steel pipe filled with the concrete 40. That is, since the pile body can support the slab girder 31 in a form that can exhibit high earthquake resistance by utilizing the characteristics of steel pipe concrete, such a viaduct that becomes a long structure along the extension direction of the route It becomes possible to support particularly effectively. In addition, when constructing piles, steel pipes are
Since each one can be easily formed by pushing it in and placing concrete 40 in the steel pipe, it is possible to efficiently construct a viaduct. In addition, such steel pipe concrete can be economically constructed.

[Brief description of drawings]

FIG. 1 is a diagram showing an example of viaducts switched from embankment using the present invention.

FIG. 2 is a view taken in the direction of arrows II and II in FIG.

FIG. 3 is a diagram showing an example of a procedure for constructing the viaduct shown in FIG.

FIG. 4 is a diagram showing an example of a procedure for constructing the viaduct shown in FIG.

5 is a diagram showing an example of a procedure for constructing the viaduct shown in FIG.

FIG. 6 is a diagram showing an example of a procedure for constructing the viaduct shown in FIG. 1.

FIG. 7 is a diagram showing an example of a procedure for constructing the viaduct shown in FIG. 1.

FIG. 8 is a diagram showing an example of a procedure for constructing the viaduct shown in FIG. 1.

FIG. 9 is a diagram showing an example of a procedure for constructing the viaduct shown in FIG. 1.

10 is a diagram showing an example of a procedure for constructing the viaduct shown in FIG.

FIG. 11 is a series of diagrams showing a construction procedure of a foundation pile for a girder receiving pile used in the present invention.

FIG. 12 is a flow chart showing an example of a construction process procedure of a method for constructing a viaduct according to the present invention.

FIG. 13 is a view showing a construction procedure different from that shown in FIG. 11 in the foundation pile used in the present invention.

FIG. 14 is a diagram showing a construction procedure of the foundation pile used in the present invention, which is different from that shown in FIG. 11;

[Explanation of symbols]

1 ... Viaduct 5: Existing line (track) 2 ... Ground 20 ... ground 21 ... Embankment 21a ... Houbu 6 ... Piles (foundation piles) 6b ... Upper part (post) 60 …… Girder receiving pile 13 ... Construction girder 15 ... Temporary retaining means (sheet pile) 31 …… Slab girder 32: Digit receiving means (receive digit) 7: Steel pipe (casing tube) 40 …… Concrete

Claims (2)

(57) [Claims] 1. In an embankment on which an existing line is laid, a girder receiving pile composed of a plurality of pile bodies arranged in a transverse direction of the line is provided in the ground below a position corresponding to the slope of the embankment. A plurality of them at predetermined intervals along the extension direction, the existing line is transferred to the sloped part corresponding to each pile body of the girder receiving pile, and temporary earth retaining means is provided in the embankment. The girder receiving pile is laid along the transverse direction of the line and sandwiched from both sides of the line extension direction, and the construction girder is installed on the temporary earth retaining means in a form of extending along the extension direction of the line. Then, the relocated line is relocated on the construction girder and laid temporarily, and the temporary earth retaining means is used for earth retaining, and while supporting the construction girder, a girder receiving means is provided in the embankment. It is installed in the form of bridging between the piles of the girder receiving piles, and they are adjacent along the extension direction The embankment between the girder receiving piles and the temporary earth retaining means are removed, the girder receiving means and the upper portions of the girder receiving piles are exposed to the ground, and the construction girder installed on the temporary earth retaining means A slab girder is installed on the girder receiving means in a form of being replaced, and the line temporarily laid on the construction girder is moved and laid on the slab girder, and the line is moved and laid on the slab girder. A method of constructing a viaduct, in which a line is constructed so as to be elevated in such a manner that the upper portion of the girder receiving pile exposed on the ground is a leg portion. 2. Each pile body of the girder receiving pile is formed by driving a steel pipe into the ground below the embankment through the embankment, and filling the steel pipe with concrete.
The method for constructing a viaduct according to claim 1.