JP2006265976A - Corrugated steel-plate web u component bridge and its construction method - Google Patents

Abstract

<P>PROBLEM TO BE SOLVED: To provide an economical corrugated steel-plate web U component bridge and its method of construction. <P>SOLUTION: The construction method of the corrugated steel-plate web U-shaped component bridge is as follows. U-shaped precast segments are connected in the axial direction of the bride, and prestress is introduced by a cable; a girder, constituting the bridge, comprises a capital part segment 45 which is arranged directly above a bridge pier and is formed to be longer than a width of the bridge pier in the axial direction of the bridge, and a span center segment 44 arranged between capital part segments 45 adjacent to each other in the axial direction of the bridge; an inner cable is arranged in a lower floor slab 17 of the span center segment 44 and prestress is introduced; a central lower part of the capital part segment 45 directly above the capital part is supported by a support device 43 being a point in the bridge axial direction on the bridge pier; and the capital part segment 45 arranged on the bridge pier and the span center segment 44 arranged between the capital part segments 45 are integrated. <P>COPYRIGHT: (C)2007,JPO&INPIT

Description

  The present invention relates to a corrugated steel web U component bridge using a corrugated steel web and a construction method thereof.

  For PC component bridges, precast segments such as precast concrete T girders and box girders are constructed at the construction site by a short line method, etc., and then the precast segments are lifted to a predetermined site by a truck crane and supported by support works, etc. The composite girder bridge is formed by connecting the precast segment and the PC composite floor slab while connecting them in the bridge axis direction. This PC component bridge resists dead loads excluding dead loads loaded after floor slab construction such as pavement, railing, ground cover, separation zone, etc., and resists with the cross section of precast concrete girder, and loads after floor slab construction. It is a bridge of a type that resists the dead load and live load that is resisted by a synthetic cross section in which the girder and the floor slab are integrated.

  In the PC component bridge, since the precast concrete girder and the floor slab are integrated and resist the load, the girder and the PC composite floor slab are joined with an appropriate detent over the entire length. In order to prevent slippage, a form in which reinforcing bars protruding from the girders are embedded in the floor slab is used, and is arranged perpendicular to the coupling surface. In addition, there are simple composite digits and continuous composite digits as structural formats.

  FIG. 20A shows a typical cross-sectional shape of a PC component bridge. In the figure, precast concrete T girders 1 are arranged in parallel at a predetermined interval, and a PC plate 3 is supported by an engaging step 2 at the head of adjacent T girders 1 and the upper part is placed on the spot. The floor slab 4 is formed by placing cast concrete, and resists the load with a composite cross section in which the T-girder 1 of the precast concrete and the floor slab 4 are integrated. 9 is an asphalt pavement.

  20B and 20C show cross-sectional shapes of PC component bridges according to other two examples. In FIG. 20 (b), precast concrete box girders 5 are arranged in parallel at predetermined intervals, and the PC board 7 is supported on the engaging step 6 at the upper end of the adjacent box girders 5, A floor slab 8 is formed by placing cast-in-place concrete on the top. In FIG. 20 (c), the PC floor bridge 10 is constructed by supporting the PC floor slab 10 by the upper ends of the adjacent box girders 5. In both cases of FIGS. 20B and 20C, the precast concrete box girder 5 and the floor slabs 8 and 10 are combined and resist the load.

The component bridge as described above has the following problems (1) to (2).
(1) Precast concrete T girders and box girders (segments) have a larger bridge body weight than steel bridges and could not be applied in poor geological conditions. (2) Since the T girder and box girder are made of precast concrete, the weight per unit length is heavy, and the costs for transportation, erection equipment, support, etc. increase.

  As a component bridge for improving the above-mentioned problems, as shown in FIGS. 15 to 19, a U-shaped precast segment 12 having a U-shaped cross section in which a lower floor slab is integrated on both sides of a corrugated steel web 15 (in the present invention). The applicant has applied for a U component bridge 11 using a segment that can also be used. (Japanese Patent Application No. 2004-67216)

  As shown in FIGS. 16 to 19, the U component bridge 11 is constructed by providing two temporary struts 42 and 42 on the bridge pier 22 (right side in FIG. 16) at intervals in the bridge axis direction. An end (girder end) of one U-shaped precast segment 12 in the bridge axial direction is temporarily supported by one temporary support 42 in the bridge axial direction, and the other U-shaped precast segment in the bridge axial direction is supported by the other temporary support 42. 12 (girder end) was temporarily supported. Note that there are at least two or more supports in the direction perpendicular to the bridge axis, but here, the description is given focusing only on the bridge axis direction and focusing on the arrangement of the supports in the bridge axis direction.

  Moreover, when constructing the U-component bridge, provisional columns 30 indicated by upward arrows are provided between the piers, the span length girder is manufactured, and it is installed with a crane according to the following procedure. The U-component bridge can be constructed, and is constructed by the procedure shown in FIGS. 16 (a) to 16 (d) or FIGS. 17 (a) and 17 (b).

  The process of constructing the corrugated steel sheet web U component bridge 11 having the cross-sectional shape shown in FIG. 15 will be described with reference to FIGS.

  In the first step (segment erection step) of FIGS. 16 (a) and 17 (a), a plurality of U-shaped precast segments 12 constructed by a short line construction method or the like at the construction site are lifted by a crane and indicated by upward arrows. It is constructed by a temporary support 30 shown and continuously arranged in the bridge axis direction, and both ends of a plurality of continuous segments 12 are temporarily supported by an abutment 25 and a pier 22. The segments 12 are arranged in parallel in two rows at a predetermined interval in the width direction.

  In the second step of FIG. 16 (b) and FIG. 17 (b) (the cross girder concrete placing step for joining the segments), a cross girder 19 of cast-in-place concrete is constructed at the joint of the U-shaped precast segment 12. As shown in FIG. 19, the adjacent corrugated steel web 15 and the cross beam 19 are inserted through the through holes of the adjacent corrugated steel web 15 and through a large number of connecting bars 62 embedded and fixed in the cross beam 19. Integrated.

  16C and 17C, in the third step (PC plate installation step), between the upper part of the corrugated steel web 15 of the U-shaped precast segment 12 and the upper part of the segment 12 in the adjacent row. PC board 13 is arranged.

  In the fourth step (installation step of cast-in-place concrete slab) of FIGS. 16D and 17D, the cast-in-place concrete floor slab 14 is placed on the PC board 13.

  18A and 18B, in the fifth step (external cable tension, provisional support removal), a plurality of U-shaped precasts are installed on the bridge pier 22 and joined with a cross beam 19 between the supports. The outer cable 27 is tensioned on the segment 12 to introduce prestress to the entire length of the corrugated steel web U component bridge 11, and then the two temporary supports 42 and the temporary support 30 on the pier are removed, and the construction is completed.

  As described above, in the corrugated steel web U component bridge, the precast segment is manufactured in advance in a yard or factory, and the bridge girder is constructed by connecting the precast segment in the bridge axis direction at the construction site. When manufacturing a precast segment in a yard or the like, the web ends are arranged so as to overlap each other, and a plurality of corrugated steel sheet webs are joined by inserting bolts into the bolt insertion holes of the overlapping portions. As a result, corrugated steel sheet webs having a predetermined length are arranged in parallel on the left and right sides, and concrete is cast so that the lower and upper parts of the web are embedded, thereby constructing the lower floor plate 17 and the precast plate 64 for the upper floor plate. The upper floor slab 14 made of cast-in-place concrete is constructed so as to embed the upper floor slab joining gibber 65 protruding from the precast plate 64 for the plate, and prestress is introduced to complete the segment.

  In the process of manufacturing a unit body of a precast segment having a predetermined length, before constructing the lower floor slab and the upper floor slab, the end portions of the plurality of corrugated steel sheet webs are overlapped with each other and the overlapping portions are bolted to each other. There is no problem in making a long web, but it is difficult to overlap and join the ends of corrugated steel webs after incorporation into a precast segment. That is, when joining segments in the direction of the bridge axis, the corrugated steel sheet web protrudes from one edge of the U-shaped cross section (box-shaped cross section), so a heavy segment is suspended at the construction site using lifting equipment. It is an extremely difficult task to overlap the edges of the corrugated steel sheet webs in a state of being in contact with each other, match the bolt insertion holes of the overlapped portions and insert the bolts.

  As described above, at the upper end of the pier, that is, at the column head, each girder end from one and the other directions in the bridge axis direction is supported by the temporary support device, so that each U-shaped precast segment 12 is formed on the pier 22. This is a structure that supports the end of the bridge (girder end), that is, when it is constructed with a single span, on one pier, it is a structure that requires two or more support devices in the direction of the bridge axis. There is a problem that the cost and construction cost of the bridge become high. Further, if all the segments have an RC structure, the weight becomes heavy, so the segment length is determined, and there is a problem that the intermediate portion between the branches cannot be lengthened.

  In addition, a structure in which a girder member provided immediately above a pier (column head) is a girder member made of cast-in-place concrete and a plurality of vertical partition walls is provided is also known. (For example, see Patent Document 1)

If the girder member provided directly above the pier as described above is a girder member made of cast-in-place concrete in which a number of vertical partition walls are provided, it is necessary to provide a formwork and supporting work at a position away from the pier 22 and the construction site is limited. In addition, there is a problem that the construction becomes complicated and the construction period becomes long and the construction cost becomes high. Therefore, as described above, when the U component bridge using the precast segment is used, these disadvantages can be solved.
JP2000-120018

  The present invention can advantageously solve the above-mentioned problems and arranges the end of the U-shaped segment in the bridge axis direction directly on the pier while taking advantage of the corrugated steel web U component bridge using the precast segment. By changing the form to the form in which the bridge axis direction middle part in the U-shaped segment is arranged directly above the bridge body, the bearing device in the bridge axis direction on the pier is reduced to one main bearing, thereby making it more economical. An object of the present invention is to provide a corrugated steel sheet web U component bridge and its construction method.

  In the corrugated steel sheet web U-shaped component bridge according to the first invention, the U-shaped precast segment is constructed in the corrugated steel sheet web U-shaped component bridge in which U-shaped precast segments are connected in the axial direction of the bridge and prestress is introduced by a cable. And a column head segment having a length longer than the width of the pier in the bridge axis direction and a center segment between the branches arranged between the column head segments adjacent to each other in the bridge axis direction. In addition, a prestress is introduced by placing an inner cable on the lower floor slab of the center segment of the span, and the lower center portion of the column head segment just above the column head is mounted on the bridge pier by a bearing device that serves as one point in the bridge axis direction. It is characterized by being supported.

  Further, in the corrugated steel web U-shaped component bridge according to the second invention, the U-shaped pre-form segment is connected to the bridge axis direction and prestress is introduced by a cable. The girder with the precast segment is arranged just above the pier and is a segment with a length of about one diameter, and this is shifted in position so that it protrudes to the new side in the bridge axis direction and connected in series. In addition to arranging the inner cable on the lower floor slab of the segment and introducing prestress, the lower part of the segment directly above the column head is supported by a support device that serves as one fulcrum in the bridge axis direction on the pier. It is characterized by that.

  In the third invention, in the corrugated steel web U-shaped component bridge of the first or second invention, the inner cable is arranged on the upper floor slab of the U-shaped precast segment located at the column head, and prestress is introduced into the upper floor slab. It is characterized by.

  In the fourth invention, in the corrugated steel sheet web U-shaped component bridge of the first invention or the second invention, the intermediate transverse member extends over the inter-branch center segment, the column head segment, and the intermediate cross beam provided in these connecting portions. An outer cable is arranged so that the lower part of the girder serves as a deflection part fulcrum, and prestress is introduced into each segment by the outer cable.

  In the construction method of the corrugated steel web U-shaped component bridge according to the fifth invention, the U-shaped precast segments are connected in the direction of the bridge axis, and the prestress is introduced by the cable. A support device is installed directly above the bridge axis direction so that one fulcrum is supported. The support device supports an intermediate lower portion of the column head segment having a length longer than the bridge pier width in the bridge axis direction. The segment is held by the holding means, then the inter-spindle center segment is arranged between the stigma segments, and the stigma segment and the inter-spindle center segment are integrated by an intermediate cross beam provided between them. An inner cable is arranged to introduce prestress into each segment.

  In the construction method of the corrugated steel web U-shaped component bridge of the sixth invention, the U-shaped precast segment is connected in the direction of the bridge axis, and the prestress is introduced by the cable. A support device is installed directly above and supporting one fulcrum in the direction of the bridge axis. The support device supports an intermediate lower portion of a new U-shaped precast segment having a length of approximately one diameter, and the U In a state where the precast segment is arranged so as to protrude from the pier to the new construction side, the rear end of the new U-shaped precast segment is connected to the existing U-shaped precast segment, and the U-shaped precast segment at the center of the span An inner cable is arranged on the lower floor slab to introduce prestress into each U-shaped precast segment.

According to the first invention, since the column head segment just above the bridge pier and the span center segment of the span portion are used as the girder in which the inner cable is arranged on the lower floor slab of the span center segment, The length of the segment in the direction of the bridge axis can be increased, making it possible to increase the length of the girder (long span) and simplify the girder.
In addition, according to the first invention, the column head segment having a length longer than the pier width in the bridge axis direction is arranged as one member immediately above the pier. Since the ends of the segments on both sides in the axial direction are not supported by a plurality of temporary bearing devices, it is only necessary to support them at one intermediate position on the pier head, so the number of supporting devices on the pier can be halved. It is possible to reduce the construction cost and labor.

According to the second aspect of the invention, only the U-shaped precast segment having a diameter of approximately one is arranged, so that the end portions of the segments on both sides in the bridge axial direction are placed on one pier as in the prior art. Since it is only necessary to support at one place in the middle of the U-shaped precast segment on the pier without being supported by the device, the number of support devices on the pier can be halved, and the construction cost and labor can be reduced. .

  According to the third invention, since the prestress is introduced into the upper floor slab, it can be resisted when a tensile force due to a negative bending moment acts on the upper floor slab.

  According to the fourth invention, the outer cable is arranged so that the lower part of the intermediate cross beam serves as the deflection portion fulcrum across the inter-spindle center segment, the column head segment, and the intermediate cross beam provided in these connecting portions. Since the prestress is introduced by the outer cable, that is, since the prestress is introduced in advance by the inner cable in the lower floor plate of the inter-branch center segment, the pre-stress is introduced by the outer cable after the span center segment is installed. Can reduce the prestressing force.

  According to the fifth invention, since the column head segment is supported by one support in the bridge axis direction on the pier, the number of support devices installed in the bridge axis direction on the pier can be reduced, and the number of the support center segments can be reduced. Since the inner cable is arranged on the floor slab, it is possible to simplify the girder constituting the U component bridge by lengthening the center segment of the span in the direction of the bridge axis.

According to the sixth aspect of the invention, only a U-shaped precast segment having a length of about one span is extended from the pier so as to extend to the new side, so that one fulcrum is supported in the bridge axis direction directly above the pier. It is only necessary to install the support device, and the inner cable is arranged on the lower floor slab of the segment. Therefore, it is possible to simplify the girder constituting the U component bridge by lengthening the segment in the direction of the bridge axis. In addition, when provisional support brackets are provided on the existing U-shaped precast segment, it is not necessary to separately provide temporary supports for temporarily supporting the new segment, so it is easy even in places where temporary supports cannot be provided. Can be constructed.

  Embodiments of the present invention will be described below with reference to the drawings.

    1 to 3 show a first embodiment and a modification, FIG. 1 is a longitudinal front view of a corrugated steel web U component bridge according to the first embodiment, and FIG. Enlarged view of the U-shaped precast segment, (b) is an explanatory view showing the corrugated steel sheet web of FIG. 2 (a) alone, and FIG. 3 (a) is a joint of corrugated steel sheet webs joined in the axial direction at the cross beam part. 3 (b) is an explanatory plan view of a section taken along the line AA in FIG. 3 (a), and FIG. 3 (c) is a diagram showing a modified embodiment. FIG. 4 is a cut plan view corresponding to FIG. 3 (b) showing a joint portion between the provided inter-spindle center segment and a column head segment provided with a concrete web. 7 (a), (b), (c) and FIGS. 8 (a), (b) are for explaining the process of constructing a corrugated steel web U component bridge using the U-shaped precast segment according to the present invention. FIG.

  In each figure, a corrugated steel web U component bridge 11 has U-shaped precast segments 12 as bridge unit members arranged in parallel at intervals in the width direction, and each U-shaped precast segment 12 is arranged in the bridge axis direction (front and back of the drawing). In the upper part of the U-shaped precast segment 12, a PC plate 13 is constructed in the width direction and the bridge axis direction, and an in-situ concrete upper floor slab 14 is constructed thereon.

  The corrugated steel web component bridge 11 of the present invention uses the U-shaped precast segment 12 as a bridge unit member, but the U head using the corrugated steel web 15 as the column head segment 45 (see FIG. 7) arranged immediately above the pier. A precast segment 12 may be used, or a U-shaped precast segment 12 (in the case of illustration) made of reinforced concrete including webs and prestressed may be used. When used as the column head segment 45, it is necessary to provide a cross beam 57 (see FIG. 7) for fixing the end of the cable immediately above the pier. The U-shaped precast segment 12 using the corrugated steel web 15 is used in the center segment 44 between the branches other than just above the pier (column head) to reduce the weight. That is, the U-shaped precast segment 12 using the corrugated steel web 15 is used as the inter-branch center segment 44 (see FIG. 7) arranged in the center of the inter-branch.

  When the column head segment 45 arranged just above the pier 22 is a U-shaped precast segment 12 made of reinforced concrete, as shown in FIG. 3 (c), the corrugated steel sheet web 15 is provided at the end of the concrete web 15b. By providing the same joining piece 15c as that of the end of the corrugated steel sheet web 15, the corrugated steel sheet web 15 is formed in the same manner as the joining of the U-shaped precast segments 12 using the corrugated steel sheet web 15 (structure shown in FIG. 3b or FIG. 4). The inter-support center segment 44 made of the U-shaped precast segment 12 and the column head segment 45 provided with the joining piece 15c can be joined (details will be described later).

  As shown in FIG. 2, each U-shaped precast segment 12 (44, 45) is appropriately installed between the upper end portions of the corrugated steel webs 15 on both sides until the anti-tilt 23 constructs the concrete upper deck 14. It is removed in the final process. After each segment 12 (44, 45) is constructed at the construction site by a short line method, the segment 12 (44, 45) is lifted to a predetermined installation site with a truck crane or the like, and the pier 22 or temporary support column is attached to the segment 12 (44, 45). While being used and connected in the bridge axis direction, the segment 12 and the upper floor slab 14 are integrated to form a composite girder bridge. Asphalt pavement 9 is applied to the upper floor slab 14.

  As shown in FIGS. 3 (a) and 3 (b), the edges 15 a of the corrugated steel webs 15 adjacent in the bridge axis direction are arranged at a predetermined interval, and the corrugated steel webs 15 have upper and lower ends near the ends. A plurality of concrete dowel holes 36 are opened at intervals in the direction, and a penetration reinforcing bar 37 disposed at a position where the cross beam 19 is to be constructed is inserted into the concrete dowel hole 36. After the penetration rebar 37 is arranged in this way, by placing the cast-in-place concrete, it is possible to construct the cross girder 19 in which the concrete surrounds the gibber hole 26 and the penetration rebar 37 is embedded and integrated.

  Further, as shown in FIG. 3C, in the case where the corrugated steel sheet web 15 and the concrete web 15b are joined pieces 15c as well, as described above, the end portions of the joined pieces 15c are spaced at intervals in the vertical direction. By providing the concrete dowel hole 36, it can be joined in the same manner as described above. Elements similar to those in FIG. 3B are denoted by the same reference numerals.

  Therefore, according to the joining structure, the U-shaped precast segment 12 and the cross beam 19 which are adjacent in the bridge axis direction can be integrated and connected via the cross beam 19 in which the penetrating rebar 37 is embedded, so that it acts on the corrugated steel web 15. The shearing force is reliably transmitted to the cross beam 19 through the penetrating rebar 37, and can be transmitted to the adjacent corrugated steel web 15 or the concrete web 15b via the cross beam 19. Therefore, according to the joining structure as described above, it is not necessary to perform a laborious connection work for joining the corrugated steel web 15 or the concrete web 15b in the bridge axis direction at the cross beam 19 portion, thereby improving workability. At the same time, easy and reliable connection of the segments 12 in the bridge axis direction is realized.

  Further, in FIG. 3, a post-tension type laterally tightened PC steel material 38 is disposed separately from the penetrating rebar 37, and the lateral girder concrete is placed to construct the lateral girder 19, and then laterally tightened through the opening 39. An example is shown in which prestress is introduced into the PC steel material 38 and fixed at the fixing portion 40, and then the opening concrete 39 is filled with the plugged concrete 41. The PC steel material 38 is not connected to the corrugated steel web 15 or the concrete web 15b and does not participate in the joining structure, but the strength of the cross beam concrete is improved by using the PC steel material. In terms of reinforcement, the amount of reinforcing bars can be reduced and the construction efficiency is increased.

  The lower part of the U-shaped precast segment 12 used as the column head segment 45 or the inter-branch center segment 44 is made of concrete which joins the lower ends of the left and right corrugated steel webs 15 or the concrete webs 15b, and has an internal cable 16 therein. The lower floor slab 17 and the corrugated steel sheet web 15 or the concrete web 15b are welded to the inner surface of the web 15 by a bevel 18 or a joint rebar (in the case of a concrete web). ), And the concrete is cast so that the gibber 18 or the joint reinforcing bar is buried, so that it is firmly integrated.

  FIG. 4 shows a second embodiment in a form using a corrugated steel web, and FIG. 4 (a) is an outer side view showing a joint portion in a cross beam portion of the corrugated steel web joined in the axial direction. FIG. 4B is a sectional plan view taken along the line B-B in FIG. 4A, and FIGS. 4C and 4D are cross-sectional views at different positions in the vertical direction of part B in FIG. 4B. FIG. 5 is a perspective explanatory view showing the joint structure of the corrugated steel web at the cross beam part.

  In the second embodiment, the U-shaped precast segment 12 (post head segment 44, inter-support center segment 45) is connected in the bridge axis direction by placing the segment 12 (inter-support center segment 44) in a predetermined position on the pier or by a temporary support post. After erection, as shown in FIG. 4 and FIG. That is, in the second embodiment, the end edges 15a of the corrugated steel webs 15 adjacent in the bridge axis direction are butted together, and both web ends are sandwiched between the outer connecting plate 32 and the inner connecting plate 33 for temporary joining. The stud bolt 34 for temporary joining fixed to the inner surface is inserted into the bolt hole formed in the end portion of the corrugated steel web 15 and the bolt hole formed in the inner connecting plate 33, and the nut 35 is fastened to the screw portion at the tip of the stud bolt. Thus, the end portions of the adjacent corrugated steel webs 15 are temporarily joined by the outer connecting plate 32 and the inner connecting plate 33. Thereafter, on the inner side surface of the end portion of the corrugated steel web 15 and the inner side surface of the inner connecting plate 33, the stud gibber 21 for cross beam joining in a horizontal direction forms a plurality of rows in the arrangement shown in FIG. Multiple stages are provided. After that, by constructing the cross girder 19 made of cast-in-place concrete, the cross girder joint stud gibel 21 is embedded in the cross girder concrete. The temporary joining stud bolt 34 is fixed to the outer connecting plate 32 in advance, and the cross-girder connecting stud gibber 21 is fixed by post-joining.

  In addition, although illustration is abbreviate | omitted, also in the case of the U-shaped precast segment 12 of the form which uses a corrugated steel sheet web, and the U-shaped precast segment 12 of the form which has the concrete web 15b arrange | positioned at a column head, the said joining piece 15c 4 is provided in the same manner as in FIG. 4 with a through girder 21 for inserting a cross girder and a through hole for inserting a stud bolt for temporary joining at intervals in the vertical direction. Can be joined to the U-shaped precast segment 12.

  As described above, the joint part of the U-shaped precast segment 12 (the column head segment 44, the inter-support center segment 45) in the bridge axis direction is the cross girder 19 made of cast-in-place concrete, and the stud gibber 21 for the cross girder joint of the corrugated steel web 15 is used. Since the U-shaped precast segment 12 and the lateral girder 19 adjacent to each other in the bridge axis direction can be integrated and connected by embedding them in the cross-girder concrete, the shearing force acting on the corrugated steel web 15 is the stud gibber for cross-girder joining. It can be reliably transmitted to the cross beam 19 via 21, and can be transmitted to the adjacent corrugated steel web 15 via the cross beam 19. Due to the above-described joining structure, when joining the corrugated steel webs 15 in the bridge axis direction in the cross beam 19 portion, a laborious connection work is not required, the workability is improved, and the bridge axis direction of the segment 12 is improved. The ease and certainty of connection are realized. Other configurations are the same as those of the first embodiment.

  FIG. 6 is a longitudinal side view of the corrugated steel web U component bridge according to the third embodiment. In the third embodiment, instead of the PC board 13 and the upper floor slab 14 of the cast-in-place concrete in the first embodiment (shown in FIG. 1), an upper floor slab 28 of precast concrete is provided between the upper portions of the adjacent segments 12 and in the segments. It is disposed between both webs 15. The upper part of the precast plate 28 for the upper floor slab is a joint space, and joint concrete 29 is placed in the joint space so that the stud gibber 26 for joining the upper floor slab is embedded. Are integrated with the corrugated steel web 15. A steel upper flange 24 is fixed to the upper end portion of the corrugated steel web 15 by welding or the like, and an upper floor slab joining stud gibel is provided on the steel upper flange 24.

  Next, the process of constructing the corrugated steel sheet web U component bridge shown in FIGS. 1 to 6 will be described with reference to FIGS.

  The form shown in FIGS. 7-10 is a construction method when the temporary support | pillar 30 shown by the arrow can be installed on the ground, First, as shown to Fig.7 (a) and FIG. 10a, the bridge on each bridge pier 22 is shown. A bearing device 43 (hereinafter also referred to as the present bearing device) 43 as a main bearing that is not a temporary bearing is installed at the central portion in the axial direction so as to support one fulcrum in the bridge axial direction. In addition, a column head segment in which an intermediate portion in the bridge axis direction is constructed directly above the bridge pier as a holding means such as a posture of the column head segment 45 at both left and right positions away from each pier 22 in the bridge axis direction (left and right direction). A temporary support 30 for temporarily supporting 45 is installed. However, in the direction perpendicular to the bridge axis of the bridge pier 22, an appropriate number of the support devices 43 are installed according to the width of the segment in the direction perpendicular to the bridge axis. The column head segments 45 are arranged in parallel in two rows at a predetermined interval in the width direction.

  Further, a column head segment 45 (12) having a width dimension or more in the bridge axis direction at each pier is supported by the main support device 43 on the pier 22 and the left and right temporary columns 30. As for the temporary struts 30 as well, a necessary number of temporary struts 30 are appropriately installed in the direction perpendicular to the bridge axis. (In FIG. 10, the U-shaped precast segment 12 using the corrugated steel web 15 is replaced with the corrugated steel web 15a, and the front form of the concrete web 15b is the same. )

  Next, as shown in FIG. 7B, inter-spindle center segments 44 having the same configuration as the column head segment 45 are arranged between the column head segments 45 and supported by the temporary columns 30 in the bridge axis direction. . (See Figure 10a)

  Next, as shown in FIG. 7C and FIG. 10B, the column head segment 45 and the inter-support center segment 44 are integrated by providing the cross beam 19 having the structure shown in FIG. 3 or FIG. .

  In the integrated structure with the cross beam 19, the cross beam 19 also serves as a deflecting portion of the outer cable 27 to be arranged later. A deflection support portion is provided so that the outer cable 27 can be disposed in the vicinity of 17.

  As described above, the distance between the upper part of the cross beam 57 in the column head segment 45 on one end side and the inside of the column head segment 45 on the other end side is substantially between two diameters or a plurality of diameters of two or more diameters (not shown). The outer cable 27 is arranged across the horizontal beam 57.

  More specifically, the outer cable 27 is arranged so that the outer cable 27 is disposed on the upper side of the cross beam 57 in the column head segment 45 on one end side, the middle portion, and the other end side, and connects between the center segments 44 between the branches. The outer cable 27 is arranged across two diameters so that it is arranged in the lower part of the girder 19 and in the vicinity of the lower floor slab side of the inter-support center segment 44, and the upper part of the outer cable 27 is the upper end of the column head segment 45. It is a curved arrangement that fixes tension.

  As shown in the figure, in this embodiment, the U component bridge 11 is divided into a plurality of pieces in the direction of the bridge axis, and the number of spans to be divided is not excessive for continuous tension fixation of the outer cable 27. The number of spans is appropriately selected.

  Next, as shown in FIGS. 8 (a), 10 (c) and 10 (d), the PC floor slab 13 is placed on the upper part of the U-shaped precast segment 12 and the upper part thereof, as shown in FIG. The cast-in-place concrete upper floor slab 14 is constructed so as to be embedded.

  The span center segment 44 can be elongated in the direction of the bridge axis if the lower floor slab 17 in which pretension is introduced by a PC steel material (not shown) such as the inner cable 16 is used. Moreover, the number of spans in which the continuous tension of the outer cable 27 is sufficient is selected as the number of split construction spans to be constructed for each of a plurality of spans.

  Note that, as shown in FIG. 8B, the outer cable 27 is arranged on the upper side of the cross beam 57 of the column head segment 45, and a negative bending moment and a tensile force are generated. The PC floor slab 13 and the upper floor slab 14 in which the PC floor slab 13 is embedded are constructed in advance at the top of each column head segment 45, and the PC steel material 58 is disposed in the sheath of each upper floor slab 14. The upper floor slab 14 may be constructed on the upper part of the inter-spindle center segment 44 between the column head segments 45 and the cross beam 19 later.

  As shown in FIG. 9 (b), as shown in FIG. 9 (b), a portion extending between two diameters is constructed, and as shown by the arrow in FIG. 9 (b), construction is sequentially performed in a direction away from the bridge axis direction. do it. In order to counter the negative bending moment and the pulling force, as shown in FIG. 9A, an outer cable 65 is arranged across the cross beam 57 and the cross beams 19 on both sides thereof, The tension may be fixed to the girder 19.

(Other construction forms)
In the construction method described above, the U component bridge can be constructed by lifting the crane using a crane on the ground and installing the column head segment 45 or the inter-branch center segment 44 on the pier or temporary support column. The form which cannot use the temporary support | pillar 30 in a river etc. is demonstrated with reference to FIG.

  As described above, when the temporary support column 30 is not provided, both ends in the bridge axis direction on the upper surface of the pier 22 are used as holding means for the posture of the column head segment 45 and the like as shown in the center left of FIG. For example, a steel temporary fixing device 46 having mounting flanges such as bolts at the upper and lower ends of the telescopic jack is extended to the portion, and the lower mounting flange is fixed, and the upper mounting flange of each temporary fixing device 46 May be fixed to the lower surface of the column head segment 45 to hold the column head segment 45 in a predetermined posture such as horizontal.

  Further, as a holding means for holding the stigma segment 45 in a predetermined posture, as shown in FIG. 11 (a) from the left or as shown in FIGS. One end portion of the diagonal member 47 such as PC steel is fixed so as to be detachable, and the other end portion of each diagonal member 47 is fixed to the lower part of the bridge pier in a tension state, thereby holding the column head segment 45 in a predetermined posture. You may do it.

  The upper and lower fixing structures of the diagonal member 47 will be further described with reference to FIGS. 12 to 14. On the upper end side, a pair of channel steels 48 is formed on the upper surface of the lower floor plate 17 in the U-shaped precast segment 12. The webs are arranged back to back at an interval and are arranged so as to be continuous in the direction of the bridge axis, and such a pair of groove steels 48 is spaced in the direction perpendicular to the bridge axis on the upper surface of the lower floor slab 17. A plurality of steel sheaths 60 are embedded in the lower floor slab 17 in an inclined state toward the lower portion of the pier at intervals in the bridge axis direction and the direction perpendicular to the bridge axis. Further, a washer and a bearing plate 59 are disposed at the ends of the pair of channel steels 48 in the bridge axis direction, and the fixing member 49 such as a nut engaging with the washer and the upper end portion of the diagonal member 47 is connected to the stigma. Fixed to the upper part of the segment 45.

  As for the fixing structure of the lower end portion of the diagonal member 47, as shown in FIGS. 12 to 14, the base end vertical plates 51 of the steel bracket 50 are attached to the both sides in the bridge axis direction at the lower part of the pier by anchor bolts 52. The support plate 53 is fixed to the support plate 53 of the steel bracket 50, and the lower end portion of the diagonal member 47 is fixed to the lower portion of the pier 22 by a fixing tool 49 that engages with the support plate 54.

  When the temporary support column 30 cannot be provided as described above, the column head segment 45 may be provided so as to be supported by the pier 22. In the state where the column head segment 45 is provided as described above, as shown in FIG. 11B, in the ground portion, the inter-branch center segment 44 is arranged between the column head segment 45 by a crane or the like, The inter-spindle center segment 44 is arranged between the column head segments 45 by using a known movable erection girder 55 arranged on the section segment 45.

  And as shown in above-mentioned FIGS. 3-5, the edge 15a of the corrugated steel sheet web 15 in the pillar head segment 45 and the corrugated steel sheet web in the intermediary center segment 44 are used for joining the column head segment 45 and the inter-center center segment 44. 15 or the end 15a of the joining piece 15c of the concrete web 15b, the studs for temporary joining fixed to the inner surface of the outer connecting plate 32 with both ends sandwiched between the outer connecting plate 32 and the inner connecting plate 33 for temporary joining. The bolt 34 is inserted into the bolt hole formed in the end portion of the corrugated steel web 15 or the joining piece 15c and the bolt hole formed in the inner connecting plate 33, and the nut 35 is fastened to the screw portion at the tip of the stud bolt, The end of the joining piece 15c between the corrugated steel web 15 and the concrete web 15b adjacent to each other by the outer connecting plate 32 and the inner connecting plate 33. To each other to temporarily joined.

  Thereafter, on the inner surface of the end portion of the corrugated steel web 15 and the inner surface of the inner connecting plate 33, the lateral girder stud studs 21 are arranged in a plurality of rows in the lateral direction in the arrangement shown in FIG. A plurality of stages are provided in the vertical direction. After that, by constructing the cross girder 19 made of cast-in-place concrete that also serves as a deflection portion of the outer cable 27, the stud gibber 21 for joining the cross girder is embedded in the cross girder concrete. The temporary joining stud bolt 34 is fixed to the outer connecting plate 32 in advance, and the cross-girder connecting stud gibber 21 is fixed by post-joining.

  Although not shown in the drawings, the lower floor slab 17 of the inter-spindle center segment 44 is placed in the lower floor slab 17 with a prestress sufficient to support the weight of the inter-spindle center segment 44 and the movable erection girder. It is introduced by pre-tensioned PC steel material or PC steel material arranged in the sheath of the lower floor slab 17 by tension fixing at the end of the column head segment 45.

  As shown in FIG. 11 (c), a bridge shaft in which the inter-spindle center segment 44 is installed between all the column head segments 45 as described above, and then a cross beam 57b is provided at the end of the U-shaped precast segment 12. The outer cable 27 is arranged between the cross beam 57a in the base end segment 56 on one end side in the direction and the cross beam 57b in the tip end segment 61 on the other end side in the bridge axis direction. Then, a partial tension force is introduced to such an extent that the upper floor slab 14 to be built can be supported, and the ends of the outer cable 27 are tensioned and fixed to the base end segments 56 and the cross beams 57a and 57b of the distal end segment 61. .

  After the upper floor slab 14 is constructed over the entire length in the bridge axis direction with the outer cable 27 partially tensioned and fixed as described above, the outer cable 27 is tensioned to the full length of the corrugated steel sheet web U component bridge 11. A tension force is introduced across and fixed to the cross beams 57a and 57b at each end. Thereafter, the temporary support 30 is removed and the construction is completed.

  In the installation process of the PC plate 13, between the upper part of the corrugated steel sheet web 15 or the concrete web 15b of the U-shaped precast segment 12 (45, 44) and the upper part of the segment 12 (45, 44) in the adjacent row. In the installation process of the on-site concrete floor slab 14 with the PC board 13 disposed, the on-site concrete floor slab 14 is placed on top of the PC board 13.

  FIGS. 21-23 is a figure for demonstrating the corrugated steel web U component bridge using the corrugated steel web of other embodiment of this invention, and its construction method, Comprising: The point which is different from the said embodiment. Mainly, in this embodiment, as shown in FIG. 21 (a), the U-shaped precast segment 12 has a length of approximately one diameter, and the existing U-shaped precast segment 12 (left of FIG. 21a) For temporary support, the tip is placed on the new side so as to project from the pier 22 to the new side up to the vicinity of the inflation point, and is projected toward the new side at the lower end of the new side of the U-shaped precast segment 22 on the existing side The base end portion of the bracket 66 is fixed to the U-shaped precast segment 22 by a plurality of vertical PC steel members 67 and nuts fixed by screwing to the vertical PC steel material 67. With the moving girder 69, the girder for moving the girder 69 with the hand girder 68 provided at the front end side is arranged from the existing side in a state where the main body side is arranged between the diameters where the U-shaped precast segment 12 is next erected. The newly installed U-shaped precast segment 12 conveyed by the trolley carriage 70 is lifted and conveyed by a pair of front and rear girder suspension conveying devices 71, and the U-shaped precast segment 12 is arranged at a predetermined position.

  Next, the winch 72 of the girder-carrying conveyance device 71 is lowered and the front lower portion of the new U-shaped precast segment 12 is placed on the support device 43 so as to protrude from the new pier 22 and The end is placed on and supported by the temporary support bracket 66.

  Next, the leading end of the U-shaped precast segment 22 on the existing side and the rear end of the U-shaped precast segment 12 on the new side are connected by providing a cross beam 19, and the lower floor of the U-shaped precast segment 12 on the existing side The inner cable is placed on the lower floor plate 17 of the U-shaped precast segment 12 on the new installation side so as to be connected to the inner cable in the plate 17 (corresponding to reference numeral 16 in FIG. In addition, an upper floor slab 14 is provided on the U-shaped precast segment 12 located at the head of the column, and an outer cable 27 (see FIG. 22c) is disposed on the newly installed U-shaped precast segment 12 to fix the tension. Also, the temporary support bracket 66 of each existing and newly installed U-shaped precast segment 12 is removed and the process is completed.

  In such a form in which the U-shaped precast segment 12 having a predetermined length extending over one diameter is used, it is only necessary to use the U-shaped precast segment 12 having a length extending substantially over one diameter, so that the construction can be simplified. Can be constructed in a short construction period. Moreover, since one type of U-shaped precast segment 12 is sufficient, construction is also easy. Further, since the rear end portion of the U-shaped precast segment 12 on the newly installed side is temporarily supported by the temporary support bracket 66, the rear end portion of the new U-shaped precast segment 12 can be supported without providing a temporary support column. . Since other configurations are the same as those of the above-described embodiment, the same reference numerals are given to the main portions, and description thereof will be omitted.

[Effects of the embodiment]
The actions of the embodiment are listed as follows.

(1) The weight of the PC component bridge can be significantly reduced by changing the web of the U-shaped precast segment 12 in the PC component bridge from the concrete web 15b to the corrugated steel web 15 at least in the center segment 44 of the span. The weight of the bridge can be close to that of a steel bridge. Specifically, the weight per unit length of the U-shaped precast segment 12 can be reduced to about 1/3 that of a conventional U-shaped component bridge. It can reduce the cost of bearings, etc., and can be applied to places with poor geological conditions.

(2) Since the segment length in the bridge axis direction of the inter-branch center segment 44 can be increased in accordance with the above, the temporary strut interval can be increased, and it is possible to deal with the long span, and it can be used for crossing traffic.

(3) As described above, the inter-spindle center segment 44 composed of the U-shaped precast segment 12 which is the main girder is erected by the temporary support column 30 or the like, and the joining of the segments is set to the position of the cross beam 19 by the cast-in-place concrete. Time-consuming welding and bolt fastening for joining the steel plate web 15 in the bridge axis direction, construction of hoop-like connecting bars, and the like were omitted. In particular, since the adjacent corrugated steel web 15 or the concrete web 15b and the cross beam 19 are integrated through the concrete diver hole 36 and the penetrating reinforcing bar 37 or the stud gibber 21 for cross beam connection, the construction of the joint portion can be performed. This simplifies the construction cost and prevents the construction period from being affected.

(4) Moreover, the edge tensile stress degree of a junction part is made by making the junction part of the bridge-axis direction of the U-shaped precast segment 12, ie, the column head segment 45, or the center part 44 of a branch, into the above-mentioned cast-in-place concrete cross beam 19. The limit value for can be relaxed. Furthermore, by using the cast-in-place concrete beam 19, it is not necessary to match cast the short cast method for manufacturing the precast segment.

(5) Further, the lower floor slab 17 of the inter-spindle center segment 44 (12) or the column head segment 45 (12) is integrated with the corrugated steel web 15 by the gibber 18, and the upper floor slab 14 and the corrugated steel web 15 are The connecting operation of the segment 12 and the upper floor slab 14 is easy and reliable because the upper floor slab joining stud gibber 26 provided on the steel upper flange 24 welded to the upper end of the corrugated steel web 15 is integrated. Further, when the column head segment 45 (12) is made of precast concrete, the lower floor slab 17 and the concrete web 15b are integrated, so the steel upper flange 24 is fixed to the upper end of the concrete web 15b with an anchor material. By doing so, it is possible to connect the upper floor slab 14 to the upper floor slab joining stud dowel 26 provided on the steel upper flange 24 in the same manner as described above.

(6) For the prestress introduced into the lower floor slab by the inner cable 16, a pretension method or a pregrout post tension method is appropriately selected.

(7) The steel upper flange 24 provided at the upper end of the corrugated steel web 15 or the concrete web 15b is a structural member that bears a bending compressive force acting on the web during installation. (8) The inside of the corrugated steel web 15 can be a D coating system.

(9) When a soundproof wall or the like is installed, the floor slab thickness is reduced by disposing the column head segment 45 or the inter-branch center segment 44 made of the U-shaped precast segment 12 at the end of the cross section of the cross beam. Further, in the case of a wide space or the installation of the above-described soundproof wall or the like, there may be cases where the number of column head segments 45 and inter-branch center segments 44 is increased, or a straddle is used in combination.
(10) In the form in which the temporary support bracket 66 is provided on the U-shaped precast segment on the existing side and the U-shaped precast segment having a length of approximately one diameter is used, the temporary support is not required and the U-shaped precast segment Except for the advantage that the number of types having different lengths is reduced, the same effect as that of the above embodiment can be obtained.

It is a vertical front view of the corrugated steel sheet web U component bridge according to the first embodiment of the present invention. (A) is an enlarged view of one U-shaped precast segment of FIG. 1, and (b) is an explanatory view showing a corrugated steel sheet web as a single unit. 2nd Embodiment is shown, (a) is an outer side view which shows the junction part in the cross beam part of the corrugated steel sheet web joined to an axial direction, (b) is the AA line position of Fig.3 (a). (C) is a cutting plane explanatory view corresponding to the above (b) showing a joint portion between the center part of the interstitium provided with the corrugated steel sheet web and the column head segment provided with the concrete web. (A) is a side view showing a joining portion in a cross beam portion of a corrugated steel sheet web to be joined in the axial direction, (b) is a cut plan view at the BB line position in FIG. 4 (a), and (c). , (D) is a cross-sectional detail view of the cross beam at different positions above and below the portion B in FIG. 4 (a). It is an isometric view explanatory drawing which shows the junction part structure of the corrugated steel sheet web in a cross beam part. It is a vertical side view of the corrugated steel sheet web U component bridge concerning a 3rd embodiment. (A), (b), (c) is an explanatory side view for demonstrating the process of constructing a corrugated steel sheet web U component bridge using the U-shaped precast segment concerning the present invention. (A), (b) is an explanatory side view for demonstrating the process of constructing a corrugated steel sheet web U component bridge using the U-shaped precast segment concerning the present invention. (A), (b) is an explanatory side view for demonstrating the process of constructing a corrugated steel sheet web U component bridge using the U-shaped precast segment concerning the present invention. (A), (b) (c), (d) is a front view of the process of constructing a corrugated steel sheet web U component bridge using the U-shaped precast segment according to the present invention. 7A and 7B are front views corresponding to FIGS. 7A and 7B, FIG. 7B is a front view corresponding to FIG. 7C, and FIG. 7C is a front view corresponding to FIG. FIG. 9D is a front view corresponding to FIG. 8B, in a state before the PC floor slab is provided and the upper floor slab is provided thereon. (A), (b), (c) is a side view for demonstrating the process of other embodiment which constructs a corrugated steel sheet web U component bridge using the U-shaped precast segment concerning the present invention. It is a side view which shows the form which hold | maintains an attitude | position using diagonal material in order to hold | maintain the attitude | position of a pillar head segment. FIG. 13 is a partially cutaway enlarged longitudinal front view of FIG. 12 viewed from the bridge axis direction. FIG. 13 is a partially cutaway enlarged vertical side view of FIG. 12. It is a vertical front view which shows the other form of a U-shaped component bridge. (A), (b) (c), (d) is a side view of the 1st process-the 4th process of constructing the conventional corrugated steel sheet web U component bridge. (A), (b) (c), (d) is a front view corresponding to Drawing 16 (a), (b) (c), (d). (A), (b) is the side view and front sectional drawing of a 5th process. (A) is a side view which shows the junction part in the cross beam part of the corrugated steel sheet web joined to a bridge axis direction, (b) is a cross-sectional top view of (a). (A), (b), (c) is a vertical front view of the conventional PC component bridge according to the first example, the second example, and the third example. (A), (b), (c) is an explanatory side view for demonstrating the process of constructing a corrugated steel sheet web U component bridge using the U-shaped precast segment concerning the present invention. It is a front view which shows the relationship between a mobile installation girder and a girder suspension apparatus. It is a side view which expands and shows the bracket for temporary support.

Explanation of symbols

1 T-girder 2 Engagement step
3 PC board 4 Floor slab 5 Box girder 6 Engaging step 7 PC board 8 On-site concrete floor slab 9 Asphalt pavement
DESCRIPTION OF SYMBOLS 10 PC floor slab 11 Corrugated steel sheet web U component bridge 12 U-shaped precast segment 13 PC board 14 Cast-in-place concrete upper floor slab 15 Corrugated steel sheet web 15a Edge of web 15b Concrete web 15c Joint piece 16 Inner cable 17 Lower floor slab 18 Gibel 19 Crosscasting of cast-in-place concrete 20 Inner side of web edge 21 Stud gibber for crossing girder 22 Bridge pier 23 Anti-tilt structure 24 Steel upper flange
25 Abutment 26 Stud gibber for upper floor slab bonding (or gibber for upper floor slab bonding)
27 External cable (main cable)
28 Precast concrete top slab 29 Joint joint concrete
30 Temporary support 32 Outer connection plate 33 Inner connection plate 34 Temporary joining stud bolt 35 Nut 36 Concrete gibber hole 37 Reinforcing bar 38 Horizontally tightened PC steel 39 Opening portion 40 Fixing portion 41 Filled concrete 42 Temporary support 43 Support device (main support) apparatus)
44 Center segment between spans 45 Column head segment 46 Temporary fixing device 47 Diagonal material 48 Channel steel 49 Fixing tool 50 Steel bracket 51 Base end vertical plate 52 Anchor bolt 53 Bearing plate 54 Bearing plate 55 Mobile installation girder 56 Base end segment 57 Cross Girder 57a Cross Girder 57b Cross Girder 58 PC Steel 59 Supporting Plate 60 Steel Sheath 61 Tip Segment 62 Connecting Reinforcement 63 Main Bearing Device 64 Precast Plate for Upper Floor Plate 65 External Cable 66 Temporary Support Bracket 67 Fixed PC Steel 68 Handed girder 69 Girder construction moving girder 70 Trolley (carrying carriage)
71 Girder suspension 72 winch

Claims (6)

  In a corrugated steel sheet web U component bridge in which U-shaped precast segments are connected in the direction of the bridge axis and prestress is introduced by a cable, a girder including the U-shaped precast segments constituting the U-shaped precast segments is arranged immediately above the pier. And a column head segment having a length longer than the bridge pier width in the bridge axis direction, and a span center segment disposed between the column head segments adjacent to each other in the bridge axis direction. Pre-stress is introduced by arranging an inner cable, and the lower center part of the column head segment directly above the column head is supported by a support device that serves as one fulcrum in the bridge axis direction on the pier. Steel plate web U-shaped component bridge.   In a corrugated steel sheet web U component bridge in which U-shaped precast segments are connected in the direction of the bridge axis and prestress is introduced by a cable, a girder including the U-shaped precast segments constituting the U-shaped precast segments is arranged immediately above the pier. And a U-shaped precast segment with a length of approximately one diameter, which is shifted in position so as to deviate toward the new bridge axis direction, and connected in series. An internal cable is placed on the plate to introduce prestress, and the lower part of the U-shaped precast segment directly above the column head is supported by a support device that serves as one fulcrum in the bridge axis direction on the pier. Corrugated steel sheet web U-shaped component bridge.   The corrugated steel sheet web U-shaped component according to claim 1 or 2, wherein an inner cable is arranged on an upper floor slab of a U-shaped precast segment located at a column head, and prestress is introduced into the upper floor slab. bridge.   An outer cable is arranged so that the lower part of the intermediate cross beam serves as a deflection portion fulcrum across the center portion of the span, the column head segment, and the intermediate cross beam provided in these connecting portions. The corrugated steel sheet web U-shaped component bridge according to claim 1, wherein prestress is introduced into each segment.   In the construction method of corrugated steel web U component bridge where U-shaped precast segments are connected in the direction of the bridge axis and prestress is introduced by cables, the supporting device is to support one fulcrum in the direction of the bridge axis directly above the pier. And supporting the intermediate lower part of the column head segment having a length longer than the bridge pier width in the bridge axis direction by the support device, holding the column head segment by the holding means, and then centering the span between the column head segments. Place the segment, integrate the column head segment and the center segment of the interstitium with the middle cross beam provided between them, and place the inner cable on the lower floor slab of the interstitial center segment to introduce prestress into each segment A method for constructing a corrugated steel sheet web U-shaped component bridge.   In the construction method of corrugated steel web U component bridge where U-shaped precast segments are connected in the direction of the bridge axis and prestress is introduced by cables, the supporting device is to support one fulcrum in the direction of the bridge axis directly above the pier. The support device is used to support the middle lower part of a newly installed U-shaped precast segment having a length of approximately one diameter, and the U-shaped precast segment is arranged so as to protrude from the pier to the newly installed side. Then, the rear end portion of the new U-shaped precast segment is connected to the existing U-shaped precast segment, and an inner cable is arranged on the lower floor slab of the U-shaped precast segment at the center of the span, so that each U-shaped precast A method of constructing a corrugated steel web U-shaped component bridge, characterized by introducing prestress into a segment.

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