A sliding construction method for structures using a moving platform

Abstract

To provide a slide method without generating column base part horizontal force due to a self-weight of a rigid-frame structure and allowing a safe construction.SOLUTION: Working platforms 2, 2 assembling a first partial frame 3 are installed at a specific position S movably on slide rails 1, 1, a girder G of the partial frame 3 is supported by the working platforms 2, 2 and is transported on the slide rails 1, 1 for a ridge width of the partial frame 3 in the state where a lower end of a column is floated. A second partial frame 3 is assembled by new working platforms 2, 2 at the specific position, is coupled with the first partial frame 3 and is transported on the slide rails 1, 1 for the ridge width of the second partial frame 3. Similar processing is repeated for the rest of part, a whole frame with all of the partial frames coupled releases a support of the girder G by a jack-down at a prescribed position and a column base part of the whole frame is anchored on prescribed foundation columns f, f,,,, to be self-supporting. The slide rails 1, 1 may be laid on a concrete roadbed of an overhead type railway.SELECTED DRAWING: Figure 1

Description

[Technical field]

[0001] The present invention relates to a slide construction method that is applied when erecting a rigid frame structure. [Background technology]

[0002] The slide method has been used as an erection method for constructing long structures such as platform roofs at railway stations. When the girder span of such buildings is long, the slide method is considered to be efficient in construction because the partial frames can be assembled at the assembly site (hereinafter referred to as the specific position), and finishing materials, etc., can be attached and sent out in sequence.

[0003] The span direction of the structure is often a rigid frame structure. If we explain it as a rigid frame structure with pin-supported column bases as shown in Figure 13(a), the vertical load w on the beam will cause a bending moment M as shown in Figure 13(b). 1 and M. 2 At the base of the column, a horizontal reaction force H is generated that counters the force trying to push outward (hereafter referred to as the horizontal force at the base of the column). The magnitude of this reaction force becomes larger as the span dimension of the rigid frame becomes longer.

[0004] Conventionally, when constructing such a rigid frame structure using the sliding method, it was necessary to provide a foundation with sufficient horizontal rigidity and strength to support the horizontal force of the column base so that the partial frame would be structurally stable even during sliding movement.

[0005] Furthermore, as a slide rail, in addition to a rail that receives a vertical load, a horizontal force receiving rail was also required to directly receive the horizontal force of the column base and transmit the force to the foundation.

[0006] 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 and therefore requiring a larger traction facility. This problem becomes more severe the longer and heavier the partial frame to be towed becomes.

[0007] As described above, with the conventional slide construction 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.

[0008] Furthermore, even during sliding movement, the horizontal force of the column base portion, which tends to spread outward, is constantly acting on the horizontal force receiving rail, so sufficient safety measures are also required.

[0009] As a method for suppressing the horizontal force of the column base of the partial frame during the sliding movement, for example, a construction method is considered in which tension members are horizontally provided to connect the column bases of both sides in the span direction and tension is introduced to balance the large horizontal force that tries to open the column bases in the horizontal direction. In this case, if there is an existing object that is higher than the height of the tension members connecting the two column bases, it will interfere and it is not applicable. In addition, tension introduction devices etc. must be left in place for all column bases until the sliding movement is completed and the column bases are fixed, which requires a large amount of temporary construction costs in addition to the traction equipment.

[0010] In the slide construction method for rigid frame structures, the prior art relating to dealing with the horizontal force at the column base is, for example, the invention described in Patent Document 1.

[0011] The invention described in Patent Document 1 is a construction method as follows. The first sliding portal 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 the other members are fully tightened and the structure is jacked down. After the roof finish and other work are installed, members are added to both ends of the roof beams to complete the rigid frame. The portal frame, now a rigid frame, is slid along slide rails by a traction device.

[0012] Next, in the space made clear by the sliding movement, a new gate-shaped partial structure 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 structure are assembled with pin joints, and in that state it is jacked down.

[0013] After that, the roof finish is installed, and 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.

[0014] According to this sliding method, the horizontal force of the column base caused by the weight of the beam section is not generated during sliding movement, so the above-mentioned conventional problems are solved.

[0015] In this method, in assembling the portal partial frame, both ends of the roof beam and the columns are jacked down with pin joints, and after the finishing materials for the roof 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 size of the beam members becomes larger (heavier) than when the finishing materials for the roof are attached after the rigid frame is completed, and this tendency becomes more pronounced the longer the span dimension.

[0016] 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.

[0017] For example, when a roof is to be 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 adopted. In such a case, for example, applying the slide construction method described in Patent Document 1 would cause the following problems.

[0018] In other words, the temporary slide rails on which the columns of the additional canopy are placed are laid on top of the lower structure (pillars or beams) that support the existing elevated platform and the railway track. However, the vertical load that occurs when the additional canopy is slid in was not anticipated as a design load for the existing lower structure that supports the slide rails, and so additional reinforcement was required to enable it to withstand that load. [Prior art documents] [Patent documents]

[0019] [Patent Document 1] Patent No. 6636091 Summary of the Invention [Problem to be solved by the invention]

[0020] The present invention provides a slide construction method which is often used as a construction method for buildings with a rigid-frame structure in the span direction and long girders, which can be safely carried out without generating horizontal force at the column base caused by the building's own weight during the sliding movement of a partial rigid-frame structure, and also, for example, when a roof is to be added over an existing elevated platform or an existing railway track, without reinforcing the existing lower structure. [Means for solving the problem]

[0021] The sliding construction method for a structure using a movable platform according to the present invention is as follows: For constructing an additional roof over an existing platform or track at an elevated railway station A sliding construction method for a rigid frame structure, comprising the steps of: 1) The platform on which the partial framework of the rigid frame structure is assembled is It is laid on top of the concrete roadbed that underpins railway tracks. A process in which the device is movably installed at a specific position on a slide rail. 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 span 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 whole structure is transported on the slide rail 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 the 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 gantry that supported the partial structure is moved sequentially on the slide rails to return to the vicinity of a specific position and then dismantled. The method is characterized by including the above steps.

[0022] Since the present invention is based on the above-mentioned means, during sliding movement, the column bases of the partial structure are suspended in the air, so no horizontal force is generated at the column bases, and work efficiency and safety are improved in each process of assembling the entire structure in areas that the crane cannot reach, transporting it, and dismantling and removing temporary equipment and materials.

[0023] Also, The above Slide construction of a structure using the mobile platform of the present invention By law Leave, The platform is placed on a slide rail laid on the concrete roadbed of the railway track. Slide Movement When doing so,Through the slide rail The above The load from the platform supporting the partial frame, which is transmitted to the concrete roadbed, is kept within a range not exceeding the design load for the track. It is characterized by .

[0024] Therefore The present invention , high A shed on top of an existing platform at an overhead railway station or an existing railway track of This invention can be used to expand the but When used on existing platforms of elevated railway stations, etc., the design allowable stress of the existing track and the existing substructure supporting it is prevented from being exceeded.

[0025] Also, The above The sliding construction method for a structure using a movable platform according to the present invention may include a step in which a position adjustment means is used to correct any deviation from the exact installation position of the column base of a partial frame of the rigid frame structure before the column base is placed on a specified foundation column by jacking down.

[0026] In the position adjustment step, 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.

[0028] Also, In the sliding construction method for a structure using a movable platform according to the present invention, a reinforcing member is provided to connect a part of the support of each platform erected in a manner facing each other in the span direction of the partial frame of the rigid frame structure to the main girder part of the partial frame, or the platforms erected facing each other are Truss beam-like Directly connected to each other in the structure It has been This is also fine.

[0032] The method of sliding the platform may be determined taking into consideration the various conditions at the construction site, such as a wire rope winding method using a winch or a length measuring method using a hydraulic jack. Effect of the Invention

[0033] As described above, the present invention provides the following effects by incorporating a platform movable on slide rails in a sliding construction method for a rigid frame structure.

[0034] (1) During sliding movement, the support points of the partial frame are set on the main girder section and the column bases are suspended in the air. This means that horizontal force at the column bases, which was a problem in the sliding construction method for conventional rigid frame structures, is not generated, and safety during sliding movement is high.

[0035] (2) Since no horizontal force is generated at the column base during sliding, there is no need to reinforce the sliding foundation that can withstand the horizontal force, which reduces the costs involved.

[0036] (3) Since the column base of the partial frame is suspended in mid-air, when the column base is placed on the designated foundation column, any deviation from the accurate installation position can be easily corrected using a temporarily installed position adjustment means (device).

[0037] (4) Since the column bases are slid while suspended in mid-air, each column can be installed in its designated position even if the rows of columns aligned in the building's girder direction are not parallel to the sliding direction.

[0038] (5) The assembly of the structure and installation of secondary components for structures constructed in areas that cannot be reached by cranes, as well as the dismantling of temporary materials such as platforms, are all carried out at specific locations where a crane can be used, resulting in high work efficiency.

[0039] (6) When a roof is added to an existing platform of 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. [Brief description of the drawings]

[0040] [Figure 1] FIG. 1 is a floor plan showing an example of temporary equipment arrangement at a construction site in an embodiment of the present invention, illustrating a state immediately before a first partial frame 3 assembled at a specific position S starts to slide. [Diagram 2] FIG. 11 is a floor plan showing a state immediately before a second partial frame 3 is connected to a first partial frame 3 and starts to slide in the embodiment of the present invention. [Diagram 3] 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. [Figure 4] FIG. 2 is a floor plan showing a state in which all of the partial frames 3 have been completely assembled and slid to their designated positions in the embodiment of the present invention. [Diagram 5] 5 is a cross-sectional view taken along line XX in FIG. 4, showing a state before jacking down. [Figure 6] These figures explain the procedure for pulling back and dismantling the platform 2 after jacking down is complete and the entire structure is independent. (a) shows 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. Figure (b) shows the case in which the rearmost partial structure 3 is separated and pulled back, and dismantled one by one. [Figure 7] 1A and 1B are cross-sectional structural views of the embodiment of the present invention in a direction perpendicular to the slide, 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 of (a), and (c) is a cross-sectional view taken along line B of (a). [Figure 8] FIG. 8(b) is a cross-sectional frame diagram in a direction perpendicular to the slide, showing a method of reinforcing the gantry which is different from that shown in FIG. 7(a) in an embodiment of the present invention. [Figure 9] FIG. 7(a) is a cross-sectional structural drawing of a partial frame 3 in which a girder G is angled. [Figure 10] FIG. 2 is a cross-sectional frame diagram in a direction perpendicular to the sliding direction in an embodiment of the present invention, illustrating a case where a partial frame 3 having two spans in the span direction is slid. [Figure 11]This figure shows the frame model and loading conditions used in the structural analysis as an example of a rigid frame in which girder G is supported at support points A and A. [Figure 12] 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] FIG. 13(a) shows a model of a rigid frame supported by column base pins with a vertical load w applied to the beams, and FIG. 13(b) shows the distribution of bending moments M1 and M2 generated in the rigid frame and the column base reaction force H. [Figure 14] FIG. 1 is a cross-sectional view showing an example of an elevated platform at a railway station. DETAILED DESCRIPTION OF THE PREFERRED EMBODIMENTS

[0041] A first embodiment of the present invention will be described with reference to Fig. 1 to Fig. 7. Fig. 1 is a layout diagram showing a state in which temporary slide rails (a set of two) 1, 1 are laid at a construction site of a building, and autonomously movable gantry 2, 2 on the rails, and a first partial frame 3 assembled using the rails are installed at a specific position S.

[0042] The gantry 2, 2 can move back and forth on the slide rails 1, 1 by winding the wire rope 4, 4 onto drums 5a, 5a (5b, 5b) of a winding device (winch).

[0043] As shown in Fig. 7, the partial frame 3 is made up of three rigid frame structures F consisting of a main 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 installed, 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.).

[0044] 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 (bottom 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)).

[0045] 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) the width of the first partial structure 3 by winding up the wire ropes 4, 4 onto drums 5a, 5a.

[0046] 3) Next, a second partial structure 3 is assembled on new platforms 2, 2 installed at a specific position S, and its main girder G is supported by the new platforms 2, 2. The second partial structure 3 is connected to the first partial structure 3 with its column base suspended in the air, and is transported together with the second partial structure 3 in the direction of the arrow (see Figure 2) on the slide rails 1, 1 for the width of the girder of the second partial structure 3.

[0047] 4) Similarly, the partial structures 3, 3, ... assembled using the new platforms 2, 2 installed one after another are connected to the previous partial structure 3 and transported together on the slide rails 1, 1 in the direction of the arrow (see Figure 3) for the width of the latest partial structure 3.

[0048] 5) When the entire structure in which the partial frames 3, 3, ... are all connected (see Figures 4 and 5), the support for the entire structure is released by jacking down at the designated position, and the column bases of all the partial frames 3, 3, ... are fixed on the designated foundation columns f, f, ... and the structure becomes self-supporting.

[0049] 6) During the jacking down, before the bases of the columns C, C, ... are placed on the designated foundation columns f, f, ..., in order to correct any deviation from the exact installation position of the bases, a horizontal force is applied to the bases by position adjustment devices 6, 6 (see Figure 7 (a)) temporarily installed between the bases and the gantry 2, 2, ..., thereby correcting them to the exact position.

[0050] A specific example of the above-mentioned horizontal force P will be given later, but when there is little deviation from the exact installation position, it is possible to use a conventional method without using the position adjustment devices 6, 6, in which the anchor bolt holes in the column base plate (not shown) are opened large in advance, the anchor bolts are inserted, and after the column bases are placed on f, f, ..., a washer plate covering the anchor bolt holes is welded to the base plate.

[0051] 7) After all the column bases of the partial frames 3, 3, ... are fixed on the predetermined 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 once in a connected state, and the gantry 2 on the specific position S side is dismantled after the member of its connecting part 2b is 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.

[0052] 8) After all of the platforms 2, 2, ... have been dismantled, the slide rails 1, 1 and the traction devices (drums 5a, 5b, etc.) are removed.

[0053] In the above step 6), before the bases of the columns C, C, ... are placed on the designated foundation columns f, f, ..., it is necessary to correct the deviation from the exact installation position, which includes a problem specific to the method according to the present invention. Hereinafter, the method will be described with reference to Figs. 11 and 12.

[0054] Figure 11 shows an analytical frame model (symmetrical) in which girder G of a one-plane rigid frame F is supported vertically at two support points A, A, and the bottom ends of columns C, C are suspended in midair. In addition to the uniformly distributed load (the girder's own weight) wg, 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 joined to both ends of girder G, and the uniformly distributed load wc including the column's own weight acts as a vertical load.

[0055] Under such conditions, in the rigid frame F, an inward horizontal displacement δh occurs at the lower ends of columns C, C (see Figure 12(b)). Therefore, in the present invention, 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 the displacement δh back to zero (a state in which columns C, C are vertical).

[0056] 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. 11. Beam length s = 19.115m, column length h = 9.015m Beam G: H-900×300×16×32 wg=3.04kN / m (weight of girder), Pg=5.65~15.21kN (secondary members + finishing materials) Column C: □-550×550×32, wc=7.17kN / m (column weight + secondary member + finishing material)

[0057] 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 / 9.015 m) ≒ 13.8 kN.

[0058] From the above example, we can see that the horizontal displacement δh (=19.6 mm) of the bottom ends of pillars 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 pillars 2a, 2a, which are at the same height as the bottom ends of pillars C, C, the force can be safely transmitted from the legs of the bent pillars 2a, 2a to the ground via the slide rails 1, 1.

[0059] The configuration of the platform 2 is, for example, as shown in Figures 7(a) and (b), in which one support point A is supported by one bent pillar 2a, and the same number of bent pillars 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.

[0060] In addition, in order to ensure resistance to horizontal earthquake forces in the direction perpendicular to the slide, a pair of gantry 2, 2 supporting the partial frame 3 has reinforcing braces 7, 7 suspended between support points A, A of girder G and the bottom of bent columns 2a, 2a, as shown in Fig. 7(a). This is a simple temporary reinforcement method that utilizes the permanent girder G.

[0061] As another method for ensuring resistance in the direction perpendicular to the slide, for example, as shown in Fig. 8, a pair of gantry 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 both gantry 2, 2, it can also be used as a scaffold during the assembly work of the partial frame 3.

[0062] As described above, the gantry 2 of the present invention utilizes the bent support columns 2a that are intended for repeated use, and therefore is easy to disassemble and assemble, and the temporary construction costs are low.

[0063] In the above examples, the main girder G of the rigid frame structure F is horizontal. However, for example, when the ridge is higher than the eaves as shown in Figure 9, 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.

[0064] Moreover, Figure 10 shows the frame diagram in the direction perpendicular to the slide when the rigid frame structure F has two consecutive spans. Each span is provided with a pair of slide rails 1, 1 and gantry 2, 2. In this case, the synchronization of the slide movement speed of the four rows of gantry 2, 2, ... must be performed more carefully than in the case of two rows.

[0065] Fig. 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, and 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.

[0066] To carry out the work using the conventional method with a crane, 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 that case, even if the slide method does not generate horizontal forces that tend to kick outward during sliding movement, such as the invention described in Patent Document 1, there are still the following problems.

[0067] That is, 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 vicinity of both ends (tips of cantilever beams 11a, 11a in Fig. 14) of the lower structure supporting the existing elevated platform in the direction of the tracks, so that 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, because this load is not anticipated as a design load for the lower structure, it is necessary to reinforce it so that it can withstand this load.

[0068] 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.

[0069] The temporary slide rails 1, 1 on which the platforms 2, 2, ... (see Figure 7) for assembling the partial frames 3, 3, ... of the rigid frame structure are supported are laid on top of the concrete roadbeds 12, 12 (see Figure 14) constructed on the railway tracks.

[0070] 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 (such as the weight of the train).

[0071] By incorporating the above requirements into the first embodiment of the present invention, a sliding construction method for rigid frame structures that does not require reinforcement of the existing lower structure can be realized.

[0072] In the second embodiment, the case of an existing elevated platform is taken up, but it goes without saying that the present invention can also be applied to a case where a roof is provided above an existing elevated railway track. [Industrial Applicability]

[0073] 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 of 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. In particular, when a roof is added to an existing platform of an elevated railway station or above an existing railway track, reinforcement of the existing lower structure is not required, making it extremely rational and economical. [Explanation of symbols]

[0074] 1: Slide rail 2: Platform 2a: Shoring (bent pillar) 2b: Connecting part 3: Partial frame 4: Wire rope 5a, 5b: Drums 6:Position adjustment device 7: Reinforcement brace 8: Tie bar 9: Platform 10:RC pillar 11:RC beam 11a: Cantilever beam 12: Concrete roadbed A: Support point C: Pillar F: Rahmen frame G: girder H: Horizontal reaction force P: Horizontal force S: Specific location (assembly location) T: Truss beam b: Connecting material f: Foundation pillar g: small beam v:brace

Claims

1. 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, comprising: 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 the 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 whole structure is transported on the slide rail 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, characterized by including the above steps.

2. 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. 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 by using a position adjustment means before the column base is placed on a specified foundation column by jacking down.

4. 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.

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