JP7645506B2 - A sliding construction method for structures using a moving platform - Google Patents

Description

Application of Article 30, Paragraph 2 of the Patent Act (1) Place of publication: Steel frame construction site of the Fukui Station canopy on the Hokuriku Shinkansen Line (1-1-1 Chuo, Fukui City, Fukui Prefecture) Date of publication: October 5, 2020 (2) Place of distribution: Steel frame construction site of the Fukui Station canopy on the Hokuriku Shinkansen Line (1-1-1 Chuo, Fukui City, Fukui Prefecture) Date of distribution: October 5, 2020 Distributed material: "Start of construction of new Fukui Station building on the Hokuriku Shinkansen Line" October 5, 2020 (3) Broadcast program: Fukui Television "LiveNews", "Timely Fukui" Broadcast date: October 5, 2020, October 18, 2020 (4) Broadcast program: NHK Fukui Broadcasting Station "NHK News", "Newssaurus" Broadcast date: October 5, 2020 (5) Publication: Fukui Shimbun Co., Ltd. Fukui Shimbun (daily) (6) Publication: Hokuriku Kogyo Shimbun Co., Ltd. Construction Industry Newspaper (daily) October 7, 2020, page 5 (7) Publication: Chunichi Shimbun Co., Ltd. Prefectural Fukui Daily October 6, 2020, page 1 (8) Publication: Hokuriku Shimbun Co., Ltd. Hokuriku Shimbun (daily) October 6, 2020, page 28, Toyama Shimbun (daily) October 6, 2020, page 28

The present invention relates to a slide construction method that is applied when erecting rigid frame structures.

The slide method has been used as an erection method for constructing long structures such as platform roofs at railway stations. When the span of these buildings is long, the slide method is considered to be efficient in construction because the partial frames can be assembled at the assembly site (hereafter referred to as the specific position), and finishing materials, etc., can be attached and sent out one by one.

The span direction of the structure is often a rigid frame structure, and if we explain it as a rigid frame frame with pin-supported column bases as shown in Figure 13(a), the vertical load w on the beams generates bending moments _M1 and _M2 as shown in Figure 13(b), and the column base generates a horizontal reaction force H that counters the force that tries to kick it outward (hereinafter referred to as the column base horizontal force). The magnitude of this force increases as the span dimension of the rigid frame becomes longer.

Conventionally, when constructing such rigid frame structures using the sliding method, it was necessary to provide foundations with sufficient horizontal rigidity and strength to support the horizontal force of the column base so that the partial frame would remain structurally stable even during sliding movement.

In addition to the rails that receive vertical loads, horizontal force-receiving rails were also required as slide rails to directly receive the horizontal force from the column base and transmit the force to the foundation.

Furthermore, the horizontal force on the column base causes the column base to slide while being pressed against the horizontal force receiving rail, which generates frictional resistance, requiring a larger traction force, which in turn leads to the problem of larger traction equipment. The longer the partial structure to be towed is and the heavier it is, the greater the impact of this problem.

As such, with the conventional sliding method, in addition to the cost of installing the foundation and horizontal force-receiving rails to handle the horizontal force at the column base, it was also necessary to consider the increased capacity and cost of the towing equipment.

In addition, even during sliding movement, the horizontal force of the column base, which tends to spread outward, is constantly acting on the horizontal force receiving rail, so sufficient safety measures were also necessary.

One possible method for suppressing the horizontal force of the column base of the partial frame during sliding movement is to install tension members horizontally connecting the column bases of both sides in the span direction and introduce tension to counterbalance the large horizontal force that tries to open the column bases horizontally. In this case, if there is an existing object that is taller than the tension members connecting the two column bases, it will interfere and so cannot be applied. In addition, tension introduction devices etc. must remain in place for all column bases until the sliding movement is complete and the column bases are fixed, which means a large amount of temporary construction costs in addition to the traction equipment.

In the sliding construction method for rigid frame structures, the prior art for dealing with the horizontal force at the column base is, for example, the invention described in Patent Document 1.

The invention described in Patent Document 1 is a construction method as follows. The first sliding gate-shaped partial frame is assembled by temporarily supporting both ends of the roof beams and the columns with pin joints, and in this state, the bolts of the joints of each other member are fully tightened and the structure is jacked down. After the roof finish and other fittings are installed, members are added to both ends of the roof beams to complete the rigid frame. The gate-shaped partial frame, now a rigid frame, is slid along the slide rails by a towing device.

Next, in the space vacated by the sliding movement, a new gate-shaped partial frame is assembled by temporarily supporting both ends of the roof beams with pin joints in the same way as the first time, and the roof members that connect to the slid gate-shaped partial frame are assembled with pin joints, and in this state, the structure is jacked down.

After that, the roof finishing is installed, members are added to both ends of the roof beams of the new portal partial frame to form a rigid frame, and the roof members that connect the slid part and the new portal partial frame are fully tightened to integrate them. Then, the entire portal partial frame is slid a second time by the towing device.
A sliding construction method for large span structures has been disclosed, in which the above steps are repeated the required number of times.

This sliding method is said to solve the above-mentioned problems, since the horizontal force on the column base caused by the beam's own weight does not occur during the sliding movement.

In this method, when assembling the portal partial frame, both ends of the roof beam and the columns are jacked down with pin joints, and after the roof finishing materials are attached, members are added to both ends of the roof beam of the portal partial frame to make it stand on its own as a rigid frame. In other words, since the vertical load is applied before the rigid frame is completed and the beams are in a simple beam state, the beam members are larger (heavier) than when the roof finishing materials are attached after the rigid frame is completed, and this tendency is more pronounced the longer the span dimension.

In a rigid frame structure, the beams and columns are rigidly connected, so the maximum bending moment generated in the members is smaller than when both ends of the beams are pin-jointed, and the size of the members can be reduced. However, the invention described in Patent Document 1 had the problem that the cost of not generating horizontal force at the column base caused by the weight of the beams was increased because the advantage could not be realized.

For example, when a roof is added to an existing platform of an elevated railway station or on top of an existing railway track, the conventional construction method using a crane requires securing space to install the crane on at least one side of the existing platform or track, but when this is not sufficient, the slide construction method can be used. In such cases, applying the slide construction method described in Patent Document 1, for example, poses the following problems.

In other words, the temporary slide rails on which the columns of the additional building are placed are laid on top of the lower structure (pillars or beams) that supports the existing elevated platform and the railway track, but the vertical load that occurs when the additional building is slid is not considered as a design load for the existing lower structure that receives the slide rails, so additional reinforcement was required to ensure that it could withstand that load.

Patent No. 6636091

The present invention provides a slide construction method that is often used as a construction method for buildings with a rigid-frame structure in the span direction and long girders, but that does not generate horizontal force at the column base caused by the building's own weight during the sliding movement of a partial rigid-frame structure, and can be safely carried out without reinforcing the existing lower structure, even when, for example, a roof is to be added above an existing elevated platform or existing railway track.

The sliding construction method for a structure using a movable platform according to the present invention is a sliding construction method for a rigid frame structure for adding a roof to an existing platform of an elevated railway station or an existing railway track,
1) A process in which a platform for assembling the partial framework of a rigid frame structure is set up at a specific position so that it can be moved along slide rails laid on the concrete roadbed constructed on a railway track .
2) A process in which the first partial frame of the rigid frame structure assembled on the platform installed at the specific position is transported on the slide rail a distance equal to the girder width of the first partial frame with its main girder portion supported by the platform and with the column base portion of the partial frame suspended in air.
3) A process in which a second partial structure is assembled on a new platform installed at the specific position, its main girder portion is supported by the new platform, and the column base portion of the second partial structure is connected to the first partial structure in a suspended state, and the two are transported together on the slide rails a distance equal to the span width of the second partial structure.
4) In the same manner, each partial structure assembled using a new platform installed in sequence is connected to the previous partial structure and transported together on the slide rail a distance equal to the girder width of the rearmost partial structure.
5) The entire structure, in which all of the partial structures are connected, is finally transported to a designated location, where it is jacked down to release the support from the platform, and all of the column bases are fixed onto the designated foundation columns, making it self-supporting.
6) After all of the column bases of the entire structure have been fixed onto the designated foundation columns and become independent, the platform that supported the partial structure is moved sequentially on the slide rails back to the vicinity of a specific position and then dismantled.
The method is characterized by including the above steps.

The present invention uses the above-mentioned means, so that during sliding movement, the column base of the partial structure is suspended in the air, so no horizontal force is generated at the column base, and work efficiency and safety are improved in each process of assembling the entire structure in areas the crane cannot reach, transporting it, and dismantling and removing temporary equipment and materials.

Furthermore, in the sliding construction method for a structure using a mobile gantry of the present invention, when the gantry slides on a slide rail laid on a concrete roadbed constructed on a railway track , the load from the gantry supporting the partial frame, which is transmitted to the concrete roadbed via the slide rail, is kept within a range that does not exceed the design load for the track.

Therefore , the present invention can be used when adding a roof over an existing platform of an elevated railway station or over an existing railway track, and when the present invention is used on an existing platform of an elevated railway station, etc., it is possible to prevent the design allowable stress of the existing track and the existing substructure supporting it from being exceeded.

Furthermore, the sliding construction method for a structure using a movable platform according to the present invention may include a step of correcting any deviation from the exact installation position of the column base of the partial frame of the rigid frame structure using a position adjustment means before the column base is placed on a specified foundation column by jacking down.

In the position adjustment process, during the jacking down, before the column base is placed on the designated foundation column, a horizontal force is applied to the column base by a position adjustment means (device) temporarily installed between the column base and the platform in order to correct any deviation from the exact installation position of the column base, thereby correcting it to the exact position.

Furthermore, in the sliding construction method for a structure using a movable platform according to the present invention, a reinforcing member may be installed that connects a part of the support of each platform that is erected opposite to each other in the span direction of the partial frame of the rigid frame to the main girder portion of the partial frame, or the platforms that are erected opposite to each other may be directly connected to each other by a structure such as a truss beam .

The method for sliding the platform can be determined taking into account the conditions at the construction site, such as a wire rope winding method using a winch or a length measuring method using a hydraulic jack.

As described above, the present invention provides the following advantages by incorporating a platform that can move on slide rails in the sliding construction method for rigid frame structures.

(1) During sliding movement, the support points of the partial frame are set on the girder section and the column base is suspended in the air, so horizontal force at the column base, which was a problem with conventional sliding construction methods for rigid frame structures, is not generated, and safety during sliding movement is high.

(2) Since no horizontal force is generated at the column base during sliding, there is no need to reinforce the sliding foundation to withstand that horizontal force, which reduces the costs involved.

(3) Because the column base of the partial structure is suspended in mid-air, when the column base is placed on the specified foundation column, any deviation from the correct installation position can be easily corrected using a temporarily installed position adjustment means (device).

(4) Because the column bases are slid while suspended in mid-air, each column can be installed in its designated position even if the columns aligned in the building's girder direction are not parallel to the sliding direction.

(5) The assembly of structures and installation of secondary components for structures constructed in areas that cranes cannot reach, as well as the dismantling of temporary materials such as platforms, are carried out in specific locations where cranes can be used, resulting in high work efficiency.

(6) When a roof is added to an existing platform at an elevated railway station or on top of an existing railway track, by laying slide rails on the concrete roadbed of the track, it is unnecessary to reinforce the lower structure supporting the existing platform, which is extremely rational and economical.

FIG. 13 is a floor plan showing an example of temporary equipment arrangement at a construction site in an embodiment of the present invention, illustrating the state immediately before the first partial frame 3 assembled at a specific position S starts to slide. FIG. 2 is a plan view showing a state immediately before a second partial frame 3 is connected to a first partial frame 3 and starts to slide in an embodiment of the present invention. FIG. 11 is a floor plan showing a state immediately before a third partial frame 3 is connected to an already assembled partial frame 3 and starts to slide in the embodiment of the present invention. FIG. 2 is a plan view showing a state in which all of the partial frames 3 have been assembled and slid to their designated positions in the embodiment of the present invention. 5 is a cross-sectional view taken along the line XX in FIG. 4, showing a state before jacking down. FIG. 11 illustrates the procedure for pulling back and dismantling the platform 2 after jacking down is complete and the entire structure is independent. FIG. 11(a) illustrates the case in which each partial structure 3 is pulled back while remaining connected, and the rearmost partial structure 3 is separated near a specific position S and dismantled one by one. FIG. 11(b) illustrates the case in which the rearmost partial structure 3 is separated and pulled back, and dismantled one by one. 1A and 1B are cross-sectional structural views in a direction perpendicular to the slide in an embodiment of the present invention, in which (a) shows a method of reinforcing the platform 2 in the span direction using braces, (b) is a cross-sectional view taken along line A in (a), and (c) is a cross-sectional view taken along line B in (a). FIG. 8 is a cross-sectional view of the frame perpendicular to the slide, showing a method of reinforcing the platform in an embodiment of the present invention, which is different from that shown in FIG. 7( a ). FIG. 7(a) is a cross-sectional view of the partial frame 3 when the girder G is angle-shaped. FIG. 13 is a cross-sectional frame diagram in a direction perpendicular to the sliding direction in an embodiment of the present invention, illustrating the case where a partial frame 3 having two spans in the span direction is slid. This figure shows the frame model and loading conditions used in the structural analysis as an example of a rigid frame in which a main girder G is supported at support points A and A. These are the analysis results of the frame model in Figure 11, where (a) is the bending moment diagram, (b) is the displacement diagram, and (c) is the bending moment diagram and reaction force when the horizontal movement of the lower end of the column is restrained. Figure 13(a) shows a model of a rigid frame supported by column base pins with a vertical load w applied to the beams, and Figure 13(b) shows the distribution of bending moments M1 and M2 generated in the rigid frame and the column base reaction force H. FIG. 1 is a cross-sectional view showing an example of an elevated platform at a railway station.

The first embodiment of the present invention will be described with reference to Figures 1 to 7. Figure 1 is a layout diagram showing a building construction site where temporary slide rails (a set of two) 1, 1 are laid, on which autonomously movable platforms 2, 2 are mounted, and a first partial frame 3 assembled using the rails is installed at a specific position S.

The gantry 2, 2 can move back and forth on the slide rails 1, 1 by winding the wire rope 4, 4 on the drums 5a, 5a (5b, 5b) of the winding device (winch).

As shown in Fig. 7, the partial frame 3 is made up of three rigid frame structures F each consisting of a girder G and two columns C, sub-beams g, g, ... that connect them, and braces v, v, ... that are arranged within the roof and wall surfaces. In actual construction, secondary members such as furring strips and finishing materials are likely to be attached, but they will be omitted in this example.
In the figure, f, f, ... indicate foundation columns on which columns C, C, ... are installed, and 9 indicates an existing or later constructed structure (for example, a railway station platform, etc.).

In this embodiment, the procedure for performing the slide construction is as follows.
1) The first partial frame 3 is assembled with the girder G of each of the three rigid frame structures F supported at two support points A, A, across the supports 2a, 2a of the gantry 2, 2 installed at a specific position S. At this time, the bases (lower ends) of the columns C, C, ... are suspended in the air at a position slightly higher than the top ends of the foundation columns f, f, ... (see Figure 7(a)).

2) The gantry 2, 2 carrying the first partial structure 3, with each girder G supported at two support points A, A, is transported on the slide rails 1, 1 in the direction of the arrow (see Figure 1) by the span width of the first partial structure 3 as the wire ropes 4, 4 are wound around the drums 5a, 5a.

3) Next, the second partial structure 3 is assembled on the new platforms 2, 2 installed at the specific position S, its main girder G is supported by the new platforms 2, 2, and the column base of the second partial structure 3 is connected to the first partial structure 3 while suspended in the air, and the whole structure is transported on the slide rails 1, 1 in the direction of the arrow (see Figure 2) for the width of the girder of the second partial structure 3.

4) Similarly, the partial frames 3, 3, ... assembled using the new platforms 2, 2 installed in sequence are connected to the previous partial frame 3 and transported together on the slide rails 1, 1 in the direction of the arrow (see Figure 3) by the width of the latest partial frame 3.

5) When the entire structure, in which all the partial frames 3, 3, ... are connected (see Figures 4 and 5), support for the entire structure is released by jacking down at the specified position, and the column bases of all the partial frames 3, 3, ... are fixed on the specified foundation columns f, f, ... and become independent.

6) During the jacking down, before the bases of the columns C, C, ... are placed on the specified foundation columns f, f, ..., in order to correct any deviation from the exact installation position of the column bases, a horizontal force is applied to the column bases by position adjustment devices 6, 6 (see Figure 7 (a)) temporarily installed between the column bases and the gantry 2, 2, ..., thereby correcting them to the exact position.

A specific example of the horizontal force P will be given later, but if there is little deviation from the exact installation position, it is possible to use the conventional method of drilling a large anchor bolt hole in the column base plate (not shown) beforehand without using the position adjustment devices 6, 6, inserting the anchor bolt, and welding a washer plate covering the anchor bolt hole to the base plate after the column base is placed on f, f, ....

7) After all the column bases of the partial frames 3, 3, ... are fixed on the specified foundation columns f, f, ... and become independent, the gantry 2, 2, ... from which the support of the partial frames 3, 3, ... is released is moved on the slide rails 1, 1 and pulled back to the vicinity of the specific position S and dismantled. At this time, as shown in FIG. 6(a), all the gantry 2, 2, ... are pulled back in a connected state, and the gantry 2 on the specific position S side is dismantled after the members of its connecting part 2b are removed. Alternatively, as shown in FIG. 6(b), only the gantry 2 on the specific position S side, or multiple gantry 2, 2, ... including it, may be partially separated and pulled back to the vicinity of the specific position S in sequence and dismantled.

8) After all of the platforms 2, 2, ... have been dismantled, the slide rails 1, 1 and traction devices (drums 5a, 5b, etc.) are removed.

In step 6) above, before the bases of the columns C, C, ... are placed on the designated foundation columns f, f, ..., it is necessary to correct any deviations from the exact installation positions, which involves issues specific to the method according to the present invention. This will be explained below with reference to Figures 11 and 12.

Figure 11 shows an analytical frame model (symmetrical) in which the girder G of a one-plane rigid frame F is supported vertically at two support points A, A, and the lower ends of columns C, C are suspended in midair. In addition to the uniformly distributed load (the girder's own weight) wg, the girder G is loaded with a nodal load Pg including secondary members and finishing materials, and secondary members and finishing materials are attached to columns C, C, which are rigidly connected to both ends of the girder G, and the uniformly distributed load wc including the column's own weight acts as a vertical load.

Under these conditions, in the rigid frame F, an inward horizontal displacement δh occurs at the lower ends of columns C, C (see Figure 12(b)). In this invention, therefore, before the bases of columns C, C are placed on foundation columns f, f, it is necessary to apply a horizontal force P outward to the bases to push back the displacement δh to zero (a state in which columns C, C are vertical).

Here, as an example, a calculation example is shown to determine the displacement δh and the horizontal force P required to push it back to zero. The calculation conditions are assumed as follows in FIG.
Beam length s = 19.115m, column length h = 9.015m
Beam G: H-900×300×16×32
wg = 3.04kN/m (weight of main beam), Pg = 5.65 to 15.21kN (secondary members + finishing materials)
Column C: □-550×550×32, wc=7.17kN/m (column weight + secondary member + finishing material)

The calculation results are shown in Figures 12(a) to (c). Figure 12(a) is a bending moment diagram, and Figure 12(b) is a displacement diagram. Figure 12(c) is a bending moment diagram when the horizontal movement of the lower end of the column is restrained in order to find the horizontal force P when the displacement δh of the column base is pushed back to zero. From Figure 12(b), the horizontal displacement of the lower end of the column is δh = 19.6 mm. From Figure 12(c), it can be seen that the horizontal force required to push back the displacement δh to zero is P (= 124 kNm/9.015m) ≒ 13.8 kN.

From the above example, we can see that the horizontal displacement δh (= 19.6 mm) of the bottom ends of columns C, C and the magnitude of the horizontal force P (≒ 13.8 kN) required to push it back to zero are not that large. Therefore, with this level of horizontal force P, even if the reaction force is received at the base of the bent columns 2a, 2a, which are at the same height as the bottom ends of columns C, C, the force can be safely transmitted from the legs of the bent columns 2a, 2a to the ground via the slide rails 1, 1.

The configuration of the platform 2 is such that, for example, as shown in Figures 7(a) and (b), one support point A is supported by one bent support column 2a, and the same number of bent support columns 2a as the number of support points A on one side of the slide rail 1 (three in Figure 7) are connected together by connecting members b, b, ... and braces v, v, ... to form an integrated unit.

In addition, to ensure resistance to horizontal earthquake forces in the direction perpendicular to the slide, a pair of platforms 2, 2 supporting the partial frame 3 are fitted with reinforcing braces 7, 7 that span support points A, A of the girder G and the bottom of the bent columns 2a, 2a, as shown in Figure 7(a). This is a simple temporary reinforcement method that utilizes the permanent girder G.

As another method for ensuring resistance in the direction perpendicular to the slide, for example, as shown in Figure 8, a pair of platforms 2, 2 can be connected with, for example, a truss beam T to create a truss rigid frame structure that is sufficiently stable against horizontal loads. In this case, since it is possible to move between the platforms 2, 2, it can also be used as a scaffold during the assembly work of the partial frame 3.

As described above, the platform 2 of the present invention uses bent columns 2a that are designed for repeated use, making it easy to disassemble and assemble, and the temporary construction costs are low.

In the above examples, the main girder G of the rigid frame structure F is horizontal, but for example, as shown in Figure 9, if the ridge is higher than the eaves, the support points A, A of the main girder G will tend to spread outward due to their own weight, so in order to suppress this, it is preferable to install tie bars 8 connecting the support points A, A.

Figure 10 shows the frame structure in the direction perpendicular to the slide when the rigid frame structure F has two consecutive spans. A pair of slide rails 1, 1 and platforms 2, 2 are provided in each span. In this case, the synchronization of the slide movement speed of the four rows of platforms 2, 2, ... must be performed more carefully than in the case of two rows.

Figure 14 is a cross-sectional view showing an example of the lower structure and roof structure supporting the elevated platform 9 of a railway station and the concrete roadbed 12, 12 of the railway track. The lower structure is composed of RC columns 10, 10, RC beams 11, 11, ... and cantilever beams 11a, 11a, etc. When adding a roof to such an existing structure, the following problems arise.

To carry out construction using a conventional crane method, it is necessary to secure a place to install the crane on at least one side of the existing platform, but when this is not sufficient, it is possible to adopt the slide method. In such cases, even if the slide method does not generate horizontal forces that tend to kick the structure outward during sliding movement at the base of the columns of the rigid frame structure, as in the invention described in Patent Document 1, the following problems still exist.

In other words, the temporary slide rails on which the columns C, C of the rigid frame structure F of the additional roof are placed are laid on a line connecting the ends of the lower structure supporting the existing elevated platform in the direction of the tracks (the tips of the cantilever beams 11a, 11a in Figure 14) and therefore the cantilever beams 11a, 11a and the lower structure connecting them in the direction of the tracks are subjected to a vertical load when the multiple rigid frame structures F, F, ... slide. However, this load is not anticipated as a design load for the lower structure, and so it will need to be reinforced to withstand this load.

In other words, when applying the slide method to add a roof to an existing elevated platform, the challenge was how to eliminate the need to reinforce the existing lower structure as described above.
Therefore, the second embodiment of the present invention provides a construction method for adding a roof to an existing elevated platform using a slide construction method without reinforcing the existing lower structure.

The temporary slide rails 1, 1 on which the platforms 2, 2, ... (see Figure 7) on which the partial frames 3, 3, ... of the rigid frame structure are assembled are placed are laid on the concrete roadbeds 12, 12 (see Figure 14) built on the railway track.

Then, the partial frames 3, 3, ... and the platforms 2, 2, ... are assembled so that the load transmitted to the concrete roadbed 12, 12 via the slide rails 1, 1 during sliding movement does not exceed the design load for the railway track (train weight, etc.).

By incorporating the above requirements into the first embodiment of the present invention, a sliding construction method for rigid frame structures is realized that does not require reinforcement of the existing lower structure.

In the second embodiment, we have looked at the case of an existing elevated platform, but it goes without saying that the same can also be applied to cases where a roof is installed above an existing elevated railway track.

When the sliding method is used to construct a structure with a rigid frame structure in the span direction and a long girder span, such as a platform roof at a railway station, the present invention contributes to reducing foundation construction costs, improving safety, and improving construction efficiency, since no horizontal force is generated at the base of the column during sliding movement as in the past, which tends to push the column outward. In particular, when adding a roof to an existing platform at an elevated railway station or above an existing railway track, there is no need to reinforce the existing lower structure, making it extremely rational and economical.

1: Slide rail 2: Platform 2a: Support (bent support)
2b: Connection part 3: Partial frame 4: Wire rope 5a, 5b: Drum 6: Position adjustment device 7: Reinforcement brace 8: Tie bar 9: Platform 10: RC column 11: RC beam 11a: Cantilever beam 12: Concrete roadbed A: Support point C: Column F: Rigid frame G: Girder H: Horizontal reaction force P: Horizontal force S: Specific position (assembly location)
T: Truss beam b: Tie f: Foundation column g: Small beam v: Brace

Claims (4)

A sliding construction method for a rigid frame structure for adding a roof to an existing platform of an elevated railway station or an existing railway track ,
1) A process in which a platform for assembling the partial framework of a rigid frame structure is set up at a specific position so that it can be moved along slide rails laid on the concrete roadbed constructed on a railway track .
2) A process in which the first partial frame of the rigid frame structure assembled on the platform installed at the specific position is transported on the slide rail a distance equal to the girder width of the first partial frame with its main girder portion supported by the platform and with the column base portion of the partial frame suspended in air.
3) A process in which a second partial structure is assembled on a new platform installed at the specific position, its main girder portion is supported by the new platform, and the column base portion of the second partial structure is connected to the first partial structure in a suspended state, and the two are transported together on the slide rails a distance equal to the span width of the second partial structure.
4) In the same manner, each partial structure assembled using a new platform installed in sequence is connected to the previous partial structure and transported together on the slide rail a distance equal to the girder width of the rearmost partial structure.
5) The entire structure, in which all of the partial structures are connected, is finally transported to a designated location, where it is jacked down to release the support from the platform, and all of the column bases are fixed onto the designated foundation columns, making it self-supporting.
6) After all of the column bases of the entire structure have been fixed onto the designated foundation columns and become independent, the platform that supported the partial structure is moved sequentially on the slide rails back to the vicinity of a specific position and then dismantled.
A sliding construction method for a structure using a movable platform, comprising the above steps. 2. A sliding construction method for a structure using a movable platform as described in claim 1, characterized in that , when the platform slides on a slide rail laid on a concrete roadbed constructed on a railway track , the load from the platform supporting the partial frame that is transmitted to the concrete roadbed via the slide rail is kept within a range that does not exceed the design load for the track. 3. A sliding construction method for a structure using a movable platform as claimed in claim 1 or 2, characterized in that it includes a step of correcting any deviation from the exact installation position of the column base of the partial frame of the rigid frame structure using a position adjustment means before the column base is placed on a specified foundation column by jacking down. A sliding construction method for a structure using a movable platform as described in any one of claims 1 to 3, characterized in that a reinforcing member is installed connecting a part of the support of each platform erected opposite to each other in the span direction of the partial frame of the rigid frame structure to the main girder portion of the partial frame , or the platforms erected opposite to each other are directly connected to each other by truss beams .

Images