JP2007211552A - Continuous viaduct - Google Patents

Abstract

<P>PROBLEM TO BE SOLVED: To provide a continuous viaduct in which a plurality of simple girder bridges are connected together in a serially arranged manner, and which increases the construction efficiency of erection work for a main girder of each of the simple girder bridges even if the main girder is composed of concrete. <P>SOLUTION: Each of the simple girder bridges 10 comprises the pair of main girders 12 which are arranged at a predetermined interval in a direction orthogonal to a bridge axis, and an upper floor slab 14 which is placed and fixed on the top surfaces of the pair of main girders 12. The cross section, orthogonal to the bridge axis, of each of the main girders 12 is set to have an approximate U-shape. In this case, each of the main girders 12 is constituted in a manner that pretensioned girders 32, which are split in two in the direction orthogonal to the bridge axis, are joined together. Thus, when the respective main girders 12 are erected, the pair of pretensioned girders 32, which constitutes each of the main girders 12, can be erected one by one by performing mutual suspension erection etc. using a truck crane. This dispenses with the installation of a conventional fixed-type support, and enables each of the pretensioned girders 32 to be erected before the construction of the upper floor slab 14. <P>COPYRIGHT: (C)2007,JPO&INPIT

Description

  The present invention relates to a continuous viaduct in which a plurality of simple girder bridges are connected in series.

  Conventionally, as a structure of a continuous viaduct, for example, a continuous girder bridge as described in “Patent Document 1” and a plurality of simple girder bridges as described in “Patent Document 2” are arranged in series. It is known to be connected.

  In the latter bridge structure, each simple girder bridge includes a plurality of main girders arranged at predetermined intervals in a direction perpendicular to the bridge axis, and an upper floor slab placed and fixed on the upper surface of the plurality of main girders. It has a configuration.

JP 2004-176344 A JP-A-10-96207

  In the continuous viaduct described in the above-mentioned “Patent Document 2”, a plurality of main girders constituting each simple girder bridge are all made of I-shaped steel, but these main girders are made of concrete. In this case, as shown in FIG. 15, a PRC (prestressed reinforced concrete) 2 main plate girder 10 'in which a pair of main girders 12' and an upper floor slab 14 'are integrally formed is often adopted. .

  The construction of the PRC2 main plate girder 10 '(or PRC multi-main plate girder) as shown in the figure is performed by cast-in-place construction with a fixed support, but at that time, every span In addition, since the assembly of the support and the dismantling work are repeatedly performed, there is a problem that the construction efficiency of the erection work is poor.

  The present invention has been made in view of such circumstances, and in a continuous viaduct where a plurality of simple girder bridges are connected in series, the main girder of each simple girder bridge is made of concrete. Even so, it is an object to provide a continuous viaduct capable of improving the construction efficiency of the erection work.

  The present invention is intended to achieve the above object by devising the configuration of each main girder.

That is, the continuous viaduct according to the present invention is
In continuous viaducts where multiple simple girder bridges are connected in series,
Each of the simple girder bridges includes a plurality of main girders arranged at a predetermined interval in a direction perpendicular to the bridge axis, and an upper floor slab placed and fixed on the upper surface of the plurality of main girders,
The bridge axis orthogonal cross-sectional shape of each main girder is set to a substantially U shape,
Each of these main girders is constituted by joining pre-tension girders divided into two in the direction perpendicular to the bridge axis.

  The specific configuration for connecting the “plurality of simple girder bridges” in series is not particularly limited.

  Each of the “simple girder bridges” has a configuration in which a plurality of main girders are arranged at predetermined intervals in the direction perpendicular to the bridge axis. At that time, only two “main girder” are arranged. It may be a configuration, or may be a configuration in which three or more are arranged.

  Each of the “main girders” has a substantially U-shaped bridge axis cross-sectional shape, and is configured by joining pre-tension girders divided into two in the direction perpendicular to the bridge axis. For example, the specific configuration is not particularly limited, and the joining structure of both pretension girders is not particularly limited.

  The “pre-tension girder” means a concrete girder in which pre-stress due to pre-tension is introduced.

  The pair of “pretension girders” constituting each of the main girders may have a bilaterally symmetric shape or may have different shapes.

  As shown in the above configuration, the continuous viaduct according to the present invention has a configuration in which a plurality of simple girder bridges are connected in series, and each simple girder bridge has a predetermined interval in the direction orthogonal to the bridge axis. The main girder has a configuration including a plurality of arranged main girders and an upper floor slab placed and fixed on the upper surface of the plurality of main girder. Since each main girder is configured by joining two pretension girders that are divided into two in the direction perpendicular to the bridge axis, the following effects can be obtained. Can do.

  That is, when each main girder is installed, it is possible to install one pair of pretension girders constituting the main girder one by one. At that time, since the weight of each pretension beam is about half of the weight of the main beam, it is possible to adopt phase suspension installation using a truck crane for the installation. As a result, it is possible to improve the construction efficiency of the erection work by eliminating the need for installing a conventional fixed support.

  Moreover, since it is possible to construct these pretension girders prior to the construction of the upper floor slab, it is possible to improve the construction efficiency of the construction work in this respect as well.

  As described above, according to the present invention, in a continuous viaduct in which a plurality of simple girder bridges are connected in series, even if the main girder of each simple girder bridge is made of concrete, Construction efficiency can be improved.

  In addition, in the continuous viaduct according to the present invention, since the cross-sectional shape of each main girder is substantially U-shaped, the main girder weight can be reduced while ensuring the required strength. Therefore, it is possible to sufficiently reduce the weight of each pretension beam constituting the same.

  In the above configuration, if the lower end flange portion protruding to the opposite side of the joint surface of the pretension girder paired with the pretension girder is formed at the lower end portion of each pretension girder, Since the independence of each pretension girder can be improved, the construction efficiency of the erection work can be improved also in this respect.

  In the above configuration, the upper floor slab spans a plurality of precast plates between a pair of adjacent main girders and a plurality of precast plates between a pair of pretension girders in each main girder And if it is set as the structure formed by placing concrete on these precast boards, construction of an upper floor slab can be performed by using the constructed main girder as a supporting work. As a result, the construction efficiency of the upper floor slab can also be improved, so that the construction efficiency of the erection work can be further improved.

  In the above configuration, the specific configuration for connecting the simple girder bridges is not particularly limited as described above. This connection is a bridge shaft of a pair of upper floor plates adjacent in the bridge axis direction. If concrete is cast in the gap between the direction end faces to form a link slab, the connection between these simple girder bridges can be realized with a simple configuration.

  Hereinafter, embodiments of the present invention will be described with reference to the drawings.

  FIG. 1 is a partial sectional side view along a bridge axis direction showing a continuous viaduct 100 according to an embodiment of the present invention, and FIG. 2 is a plan view thereof. 3, 4 and 5 are sectional views taken along lines III-III, IV-IV and VV in FIG. Further, FIG. 6 is a detailed view of the main part of FIG.

  As shown in these drawings, the continuous viaduct 100 according to this embodiment has a configuration in which a plurality of simple girder bridges 10 are connected in series. At that time, each simple girder bridge 10 is placed and fixed on the upper end surface of the pier 24 via a pair of supports 22 at both ends in the bridge axis direction. The simple girder bridges 10 are connected to each other via a link slab 26.

  Each simple girder bridge 10 includes a pair of main girders 12 arranged at predetermined intervals in a direction orthogonal to the bridge axis, an upper floor slab 14 mounted and fixed on the upper surface of the pair of main girders 12, and a bridge shaft. A pair of cross beams 16 arranged so as to connect the pair of main girders 12 at both ends in the direction and a pretension stringer arranged so as to extend in the bridge axis direction between the pair of main girders 12 18 and a concrete frame 20 arranged so as to be bridged between the pair of main girders 12 in the intermediate portion in the bridge axis direction.

  Each of these simple girder bridges 10 has a span length set to a value of about 30 m, and the width of the upper floor slab 14 is set to a value of about 12 m.

  Each main girder 12 is made of concrete, and its bridge axis orthogonal cross-sectional shape is set to a substantially U-shape. At this time, each of these main girders 12 is constituted by joining pretension girders 32 divided into two in the direction perpendicular to the bridge axis to each other at the lower end thereof.

  The pair of pretension girders 32 has a substantially bilaterally symmetric shape, and each has a weight of about 80 t. At the lower end of each pretension girder 32, a lower end flange portion 32a is formed that protrudes to the opposite side of the joint surface with the pretension girder 32 paired with the pretension girder 32. Further, a groove 32b extending in the bridge axis direction is formed at the upper part of the joint surface of each of the pretension girders 32. By joining the joint surfaces of the two pretension girders 32, a half extending in the bridge axis direction is formed. A cylindrical groove is formed. The groove portion is filled with interstitial concrete 34, whereby the two pretension girders 32 are joined. At that time, loop joints (not shown) protruding toward the groove portions 32b are embedded in the pretension girders 32 at a predetermined pitch (for example, 125 mm pitch) in the bridge axis direction. As a result, when the interstitial concrete 34 is filled, the joint strength between the two pretension girders 32 is sufficiently secured.

  The concrete frame 20 is a concrete member having a substantially isosceles triangular frame shape, and is arranged along the bridge axis orthogonal plane in the center portion of the span of the simple girder bridge 10. The concrete frame 20 is set to have a width in the bridge axis direction of about 300 mm. And this concrete frame 20 is supported by the lower end flange part 32a of the pretension girder 32 located in the bridge-axis orthogonal direction inner side of a pair of main girder 12 in the pair of lower vertex 20a. Moreover, the upper vertex part 20b of this concrete frame 20 comprises the support part of the pretension stringer 18, and is formed in the substantially U shape.

  The pretension vertical girder 18 has a vertically long rectangular cross-sectional shape, and is divided into two in the bridge axis direction at the center of the span of the simple girder bridge 10. Each of the pre-tensioned vertical girders 18 divided into two is supported by the cross beam 16 at one end thereof and by the concrete frame 20 at the other end.

  At this time, a predetermined interval (for example, an interval of about 100 mm) is secured between the other end portions of the pretension stringers 18. Between the other end portions of the pretension stringers 18, the interstitial concrete 44 is filled. At that time, a joint (not shown) protruding toward the bridge axis direction is formed at the other end of each pretension stringer 18. In addition, a loop joint (not shown) that protrudes upward between the other end portions of the pretension stringers 18 is formed on the upper vertex 20b of the concrete frame 20. As a result, when the interstitial concrete 44 is filled, the joint strength between the two pretension stringers 18 is sufficiently ensured.

  Each horizontal girder 16 has a predetermined width (in the bridge axis direction) between the pair of main girders 12 and between the pair of pretension girders 32 in each main girder 12 at the bridge axial direction end of the simple girder bridge 10. For example, it is formed by placing concrete over a width of about 1 m. A notch recess 16 a for supporting the pretension stringer 18 is formed at the center position in the direction perpendicular to the bridge axis of the upper end portion of the inner wall surface of each of the horizontal beams 16. A concave portion 16b for reducing the weight of the cross beam 16 is formed at the center of the outer wall surface of each of the cross beams 16.

  The upper floor slab 14 spans a plurality of precast plates 36 between the main girders 12 and the pretension vertical girders 32, and also places a plurality of precast plates 38 between the pair of pretension girders 32 in each main girder 12. It is formed by placing concrete 40 on these precast plates 36 and 38 in a state of being bridged.

  A step 32c for placing these precast plates 36 and 38 is formed at the upper end of the pretension beam 32 of each main beam 12. The height of the step 32c is set so that the upper surfaces of the precast plates 36 and 38 placed on the step 32c are located slightly below the upper surface of the main girder 12. Thus, the upper surface of the pretension string 32 and the upper surfaces of the precast plates 36 and 38 are set to the same height. The concrete 40 is placed so that the upper surface of the concrete 40 is flush with the upper end surfaces of the main girders 12.

  The link slab 26 has a bridge axis orthogonal cross-sectional shape that is the same as the bridge axis orthogonal cross-sectional shape of the upper floor slab 14. The link slab 26 has a gap (for example, a gap of about 500 mm) between the pair of upper floor slabs 14 in the bridge axis direction after the construction of the pair of simple girder bridges 10 adjacent in the bridge axis direction is completed. It is formed by placing concrete. At that time, joints (not shown) projecting toward the bridge axis direction are formed on the end surfaces of the upper floor slabs 14 in the bridge axis direction so that the strength of the link slab 26 is sufficiently secured. It has become.

  Next, taking one of the plurality of simple girder bridges 10 constituting the continuous viaduct 100 according to the present embodiment, the erection process will be described with reference to FIGS.

  First, as shown in FIG. 7, four pretension girders 32 constituting a pair of main girders 12 are installed between a pair of bridge piers 24 adjacent to each other in the bridge axis direction using a truck crane. Install them one by one. At that time, a pair of pre-tension girders 32 are arranged at the planned construction positions of the main girders 12 so that the joint surfaces of the lower ends thereof face each other, and the substantially U-shaped bridge axis orthogonal to the main girders 12. A cross-sectional shape is obtained.

  At this time, a cylindrical groove portion is formed on the upper surface of the joint surface of the pair of pretension girders 32 by the butting of the pair of groove portions 32b. The pre-tension girders 32 are joined and integrated to complete the main girder 12. At this time, since each of these pretension girders 32 is embedded with a loop joint projecting toward the groove 32b, the filling strength of the two pretension girders 32 is sufficiently ensured by filling the interstitial concrete 34. The Rukoto.

  In practice, each pretension girder 32 is installed at the end of each pretension girder 32 with respect to each of a pair of supports 22 (see FIGS. 1 to 6) previously installed on the upper surface of each pier 24. However, for simplification of explanation, the support 22 is not shown in FIGS. The mounting and fixing structure to the support 22 will be described in detail later.

  Next, as shown in FIG. 8, a pair of cross beams 16 is constructed at both ends of the simple girder bridge 10 in the bridge axis direction.

  The construction of each cross beam 16 is performed by placing concrete on the upper surface of the pier 24 by cast-in-place. That is, a formwork is installed between a pair of main girders 12 and between a pair of pretensioning girders 32 in each main girder 12, and concrete is placed over a predetermined width in the bridge axis direction. At that time, a notch recess 16a is formed at the center upper end portion in the bridge axis orthogonal direction on the inner wall surface of each cross beam 16, and a recess 16b is formed at the center portion of the outer wall surface.

  Next, as shown in FIG. 9, the concrete frame 20 is bridged between the pair of main girders 12 in the center portion of the span of the simple girder bridge 10.

  That is, the concrete frame 20 is suspended between a pair of main girders 12 using a truck crane or the like, and then rotated at the center part of the span of the simple girder bridge 10 so as to be orthogonal to the bridge axis. Each lower vertex portion 20a is placed on the lower end flange portion 32a of the pretension girder 32 positioned on the inner side in the bridge axis orthogonal direction of each main girder 12. At that time, the non-shrink mortar is filled between the lower apex portions 20a of the concrete frame 20 and the lower end flange portions 32a of the pretension girders 32, and they are packed.

  Next, as shown in FIG. 10, between the pair of main beams 12, between the pair of cross beams 16 positioned at both ends in the bridge axis direction and the concrete frame 20 positioned at the center thereof. Two pretension stringers 18 are bridged in series.

  That is, each pretensioning vertical girder 18 is suspended between the cross beam 16 and the concrete frame 20 using a truck crane or the like, and one end portion thereof is placed in the notch recess 16a of the cross beam 16 and the others. The end portion is placed on the upper apex portion 20 b of the concrete frame 20.

  At that time, between one end of each pre-tension stringer 18 and the notch recess 16a of the cross-girder 16, and between the other end part of each pre-tension stringer 18 and the upper vertex 20b of the concrete frame 20, Fill with non-shrink mortar and pack. Further, the gap formed between the other end portions of the pretension stringers 18 is filled with the interstitial concrete, and the two pretension stringers 18 are joined and integrated with each other. At this time, since the joint protrudes from the other end of each pretension stringer 18 and the loop joint protrudes from the upper apex portion 20b of the concrete frame 20 in this gap, The joining strength of the pretension string 18 will be sufficiently secured.

  Next, as shown in FIG. 11, a plurality of precast plates 36 are bridged between the main girders 12 and the pretension vertical girder 18, and a plurality of pretension girders 32 in each main girder 12 are arranged between the pair of pretension girders 32. The precast plate 38 is bridged.

  Finally, as shown in FIG. 12, the upper floor slab 14 is completed by placing concrete 40 on these precast plates 36 and 38.

  The construction of the link slab 26 is performed by installing a pair of simple girder bridges 10 adjacent to each other in the bridge axis direction by the above-described installation process, and then between the pair of upper floor slabs 14 between the pair of upper floor slabs 14 in the bridge axis direction. This is done by placing the formwork so that the same floor slab cross-sectional shape can be obtained and placing the concrete in place. At that time, since the joint protrudes from the bridge axis direction end face of each upper floor slab toward the bridge axis direction in the gap between the bridge axis direction end faces, the link slab 26 is sufficiently strong. It becomes.

  FIG. 13 is a cross-sectional view in the direction perpendicular to the bridge axis showing in detail the state when the end of each main girder 12 is placed and fixed on the support 22 in the construction process of the simple girder bridge 10.

  As shown in the figure, a plurality of anchor bolts 42 extending upward in the vertical direction are provided on the upper surface of the support 22 installed in advance on the upper surface of the pier 24. On the other hand, a plurality of vertical through holes 32d having a diameter slightly larger than the anchor bolt 42 are formed at the lower end of each pretension beam 32 constituting the main beam 12. Then, each pretension girder 32 is placed on the upper surface of the support 22 so that each anchor bolt 42 is inserted through each vertical through hole 32d.

  At that time, a pair of jacks 54 are installed on both sides of the support 22 on the upper surface of the bridge pier 24 via steel materials 52. When each pretension girder 32 is placed on the upper surface of the support 22, these jacks 54 are brought into contact with the lower surface of the lower end flange portion 32 a to receive a vertical load from each pretension girder 32. Like that. In addition, a pair of triangular frame-shaped tipping prevention devices 56 are installed on both sides of the main girder 12 on the upper surface of the pier 24. Then, the upper end portions of the respective fall prevention devices 56 are brought into contact with the upper end portions of the respective pretension girders 32 from the side to prevent the pretension girders 32 from falling.

  After adjusting the height and position of each pretension girder 32 placed on the upper surface of the support 22 in this way, the lateral restraint member 58 is placed between the upper end surfaces of the two pretension girder 32. Install. At this time, the lateral direction restraint member 58 is attached at several places on both ends of the simple girder bridge 10 in the bridge axis direction and in the intermediate part in the bridge axis direction.

  In this state, the interstitial concrete 34 is filled in the groove portion at the upper part of the joint surface of the two pretension girders 32, and the non-shrink mortar is filled around each anchor bolt 42.

  After that, at both ends of the simple girder bridge 10 in the axial direction of the bridge, concrete is cast in place between the pair of pretension girders 32 (and between the pair of main girders 12), and the construction of the cross girder 16 is performed. I do.

  As described above in detail, the continuous viaduct 100 according to this embodiment has a configuration in which a plurality of simple girder bridges 10 are connected in series in a series arrangement, and each simple girder bridge 10 is orthogonal to the bridge axis. Although it has a configuration comprising a pair of main girders 12 arranged at predetermined intervals in the direction and an upper floor slab 14 mounted and fixed on the upper surface of the pair of main girders 12, Each main girder 12 has a substantially U-shaped bridge axis cross-sectional shape, and each main girder 12 is joined to each other by pretension girder 32 divided into two in the bridge axis orthogonal direction. Since it is comprised, the following effects can be obtained.

  That is, when each main girder 12 is installed, it is possible to install one pair of pretension girders 32 constituting the main girder 12 one by one. At this time, since the weight of each pretension beam 32 is about half of the weight of the main beam 12, it is possible to adopt a phase suspension installation using a truck crane for the installation. As a result, it is possible to improve the construction efficiency of the erection work by eliminating the need for installing a conventional fixed support.

  Moreover, since the construction of each pretension girder 32 can be performed prior to the construction of the upper floor slab 14, the construction efficiency of the construction work can be improved also in this respect.

  Thus, according to this embodiment, in the continuous viaduct 100 in which a pair of simple girder bridges 10 constructed in series are connected to each other, the main girder 12 of each simple girder bridge 10 is made of concrete. Even if it is a case, the construction efficiency improvement of the construction work can be aimed at.

  Moreover, in the present embodiment, the bridge axis orthogonal cross-sectional shape of each main girder 12 is set to be substantially U-shaped, so that it is possible to reduce the weight of the main girder while ensuring the required strength. Therefore, each pretension girder 32 constituting this can be sufficiently reduced in weight.

  In particular, in this embodiment, a lower end flange portion 32a is formed at the lower end portion of each pretension girder 32 and protrudes to the opposite side of the joint surface with the pretension girder 32 paired with the pretension girder 32. Therefore, the self-supporting property of each pretension girder 32 before joining can be improved, and also in this respect, the construction efficiency of the erection work can be improved.

  Further, in the present embodiment, the upper floor slab 14 spans a plurality of precast plates 36 between the main girders 12 and the pretension vertical girders 18, and between the pair of pretension girders 32 in each main girder 12. In the state where a plurality of precast plates 38 are laid over, concrete 40 is placed on these precast plates 36, 38, so that the installed main girder 12 is used as a supporting work. Construction of the upper floor slab 14 can be performed. As a result, the construction efficiency of the upper floor slab 14 can also be improved, so that the construction efficiency of the erection work can be further improved.

  Furthermore, in the present embodiment, the connection between the simple girder bridges 10 is performed by placing concrete in the gap between the bridge axis direction end surfaces of a pair of upper floor slabs 14 adjacent in the bridge axis direction to form the link slab 26. Since it is performed by forming, connection between these simple girder bridges 10 can be realized with a simple configuration.

  Further, in the present embodiment, a pretensioning vertical girder 18 is disposed between the pair of main girders 12 and both ends in the bridge axis direction are supported by the pair of cross beams 16 and the bridge axis direction. Since the intermediate portion is supported by the concrete frame 20, the upper floor slab 14 can be supported by the pretension string 18 and the concrete frame 20. As a result, the required number of main girder 12 can be reduced, and the construction cost can be reduced.

  At that time, the pretension string 18 is simpler and lighter than the main girder 12, and thus can be easily installed by phase suspension installation using a truck crane.

  The concrete frame 20 is bridged between a pair of main girders 12 at the bridge axial direction intermediate portion of each simple girder bridge 10. The concrete frame 20 is formed in a substantially isosceles triangle. The pair of lower vertices 20a are supported by the lower ends of the pair of main girders 12, and the upper vertex 20b supports the intermediate portion of the pretension stringer 18 in the bridge axis direction. Therefore, despite the simple configuration, the pretension stringer 18 can be reliably supported and the amount of bending thereof can be kept small. Moreover, the concrete frame 20 itself can also be configured to be quite lightweight, so that the construction can be easily performed using a truck crane or the like.

  Moreover, in this embodiment, since the pretension stringer 18 is divided into two in the bridge axis direction at the position of the concrete frame 20, the weight when the pretension stringer 18 is constructed can be substantially halved, Thereby, the erection can be performed more easily.

  By the way, the numerical value which shows the item of the continuous viaduct 100 concerning the said embodiment is an illustration to the last, and of course may be set to the value other than this.

  In the above embodiment, each simple girder bridge 10 has been described as including the pretension stringer 18 and the concrete frame 20, but when the width of the upper floor slab 14 is small, these pretension stringers 18 and the concrete frame 20 can be omitted.

  Further, in the continuous viaduct 100 according to the above embodiment, each simple girder bridge 10 has been described as having a configuration in which a pair of main girders 12 are arranged at predetermined intervals in a direction perpendicular to the bridge axis. However, like the continuous viaduct 100A shown in FIG. 14, as the simple girder bridge 10A, three main girders 12 (or four or more main girders 12) are arranged at predetermined intervals in the direction perpendicular to the bridge axis. It is also possible to adopt a configuration.

  Even when such a configuration is adopted, the construction efficiency of the erection work can be improved as in the case of the above embodiment.

The partial cross section side view along a bridge axis direction which shows the continuous viaduct concerning one embodiment of this invention Plan view showing the above-mentioned continuous viaduct Sectional view along line III-III in Fig. 1 Sectional view taken along line IV-IV in Fig. 1 1 is a cross-sectional view taken along line VV in FIG. Detailed view of the main part of FIG. The perspective view which shows one of the several simple girder bridges which comprise the above-mentioned continuous viaduct, and shows the construction process (the 1) A perspective view showing the construction process of the simple girder bridge (Part 2) The perspective view which shows the construction process of the above-mentioned simple girder bridge (the 3) The perspective view which shows the construction process of the said simple girder bridge (the 4) The perspective view which shows the construction process of the said simple girder bridge (the 5) The perspective view which shows the construction process of the said simple girder bridge (the 6) Cross-sectional view in the direction perpendicular to the bridge axis showing in detail the state when the ends of each main girder are mounted and fixed on the support in the above-mentioned simple girder bridge installation process The same figure as FIG. 3 which shows the modification of the said embodiment. Figure similar to Figure 3 showing a conventional example

Explanation of symbols

10, 10A Simple girder 12 Main girder 14 Upper floor slab 16 Horizontal girder 16a Notch recessed part 16b Recessed part 18 Pretension stringer 20 Concrete frame 20a Lower vertex part 20b Upper vertex part 22 Bearing 24 Bridge pier 26 Link slab 32 Pretension girder 32a Lower end Flange portion 32b Groove portion 32c Stepped portion 32d Vertical through hole 34, 44 Filled concrete 36, 38 Precast plate 40 Concrete 42 Anchor bolt 52 Steel material 54 Jack 56 Fall prevention device 58 Lateral restraint material 100, 100A Continuous viaduct

Claims (4)

In continuous viaducts where multiple simple girder bridges are connected in series,
Each of the simple girder bridges includes a plurality of main girders arranged at a predetermined interval in a direction perpendicular to the bridge axis, and an upper floor slab placed and fixed on the upper surface of the plurality of main girders,
The bridge axis orthogonal cross-sectional shape of each main girder is set to a substantially U shape,
Each of these main girders is constituted by joining pretension girders that are divided into two in the direction perpendicular to the bridge axis.   The lower end flange part which protrudes on the opposite side to the joint surface with the pretension girder which makes a pair with this pretension girder is formed in the lower end part of each said pretension girder. Of continuous viaduct.   With the upper floor slab spanning a plurality of precast plates between a pair of adjacent main girders and a plurality of precast plates spanned between a pair of pretension girders in each main girder, The continuous viaduct according to claim 1, wherein the bridge is formed by placing concrete on the precast plate.   The connection between the simple girder bridges is performed by placing concrete in the gap between the bridge axial direction end surfaces of a pair of upper floor slabs adjacent in the bridge axial direction to form a link slab, The continuous hyperbridge according to any one of claims 1 to 3.

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