JP2006104788A - Bridge girder structure using section steel - Google Patents

Abstract

<P>PROBLEM TO BE SOLVED: To provide a bridge girder structure using section steels, which facilitates the manufacture of a steel segment, contributes to efficient working and labor saving in design, and can efficiently resist a cross sectional force occurring on a bridge girder, without drastically increasing a girder height or a steel weight. <P>SOLUTION: The bridge girder structure is constructed by arranging the plurality of steel segments 1 each formed of the section steel having flanges 8 and a web, or each formed of the plurality of section steels connected together via the flanges 8 as a joint, such that a longitudinal direction of each steel segment extends along a bridge axial direction, and by connecting the mutually adjacent steel segments 1 to each other via the flanges 8 at lateral edges of the respective steel segments 1. <P>COPYRIGHT: (C)2006,JPO&NCIPI

Description

  The present invention relates to a bridge girder structure, and more particularly to a bridge girder structure using shape steel.

  In order to save labor in design and facilitate transportation and erection work, a technique for constructing a bridge girder by connecting members at a site using a unit member is known.

9 and 10 are diagrams showing the prior art. FIG. 9 is a perspective view showing a bridge girder structure composed of panel-type steel segments described in Patent Document 1. FIG. This technology uses panel-type steel segments 18 manufactured by welding assembly or cold bending to join the bridge axis and the direction perpendicular to the bridge axis in order to save design and facilitate transportation and erection work. As a result, an inverted trapezoidal open section box girder 27 is constructed, and a floor slab 28 is constructed on the top. FIG. 10 is a perspective view showing the structure of a bridge described in Patent Document 2 using a stacked H-section steel. In this technology, a very simple stacked H-section steel is used for the main girder, and the main girder 29 of the bridge structure stacks the H-section steel 30 in a plurality of stages in the direction of the maximum bending moment of the H-section steel, and the flange 31. It consists of the stacked H-section steel mutually fastened with the high strength volt | bolt 32 through the.
JP 2004-156291 A JP-A-8-338007

  In the technique disclosed in Patent Document 1 (FIG. 9), the panel-type steel segment is manufactured by welding assembly or cold bending. However, when the welding assembly is used for the production of the steel segment, it is necessary to weld the steel plates to each other after cutting the steel plates to a predetermined size, which increases the number of manufacturing steps. Moreover, since the initial bending and the residual stress that cause a reduction in member strength are generated in the steel segment as a result of welding, correction work or the like is required, and there is a problem in terms of efficiency in the processing of the steel segment. And it also caused the subject that the manufacturing man-hour of the steel segment increased further due to these.

  On the other hand, when cold bending is used for the production of a steel segment, it is necessary to perform cold bending after cutting the steel sheet to a predetermined dimension, so that the number of manufacturing steps increases as with welding assembly. It had the problem that. Furthermore, the cold bending process requires an expensive dedicated die. In addition, when the plate thickness is 20 mm or more, there is a problem that the cold bending process becomes difficult. Moreover, since the initial bending at the time of bending is likely to occur, the above-described correction work is accompanied, and there is a big problem in that the processing efficiency of the steel segment is increased and the number of manufacturing steps is increased.

  When the technique disclosed in Patent Document 2 (FIG. 10) is used, since the H-section steel is stacked in a plurality of stages in the direction of the maximum bending moment of the H-section steel, the width of the flange is smaller than the digit height, which is efficient. However, the bending rigidity of the cross section cannot be improved, and there is a problem that it is difficult to apply to a bridge having a long span length. In other words, as the span length increases, the bending moment generated in the cross section of the bridge girder increases, and in order to resist this, it is necessary to efficiently improve the secondary moment of inertia that governs the bending rigidity of the cross section. For this purpose, it is necessary to increase the height of the bridge girder and provide a cross section having a large area at a position as far as possible from the position of the centroid of the cross section of the bridge girder. A particularly effective structure is a structure that improves the secondary moment of section by providing a wide flange at the vertical edge of the girder height.

  However, in the technique disclosed in Patent Document 2, although the height of the bridge girder can be increased by stacking H-section steel, not only the vertical edge of the girder height but also the entire height of the bridge girder. The number of flanges of the H-section steel and the H-section steel increases. That is, the flange not arranged at the edge of the bridge girder has a big problem that it is difficult to contribute to the improvement of the moment of inertia of the cross section, and only the steel weight is increased, and the cross section force generated in the bridge girder cannot be effectively resisted. ing.

  On the other hand, if the height of the bridge girder is increased to improve the moment of inertia of the section, it is necessary to secure a predetermined space under the bridge girder in order to secure the basin area in the river and the construction limit of roads and railways. When this occurs, especially in the case of upper road bridges, the position of the road surface increases as the height of the bridge girder increases. For this reason, the structure of the bridge pier and the road approaching the bridge becomes larger, and there is a problem in rationalizing the structure of the entire bridge. Moreover, when steel weight increases, it is necessary to make the structure of the bridge pier which supports a bridge girder into a firm structure, and there exists a subject by the point of economical efficiency.

  The present invention is proposed in view of the above-mentioned problems of the prior art, and its purpose is to facilitate manufacture of a steel segment, to improve the processing efficiency, to save labor in design, An object of the present invention is to provide a bridge girder structure using a shape steel that can effectively resist the cross-sectional force generated in the bridge girder without significantly increasing the cross section.

  According to the first aspect of the present invention, there is provided a steel segment made of a shaped steel shape steel having a flange and a web having a U-shaped cross section, or a steel segment made of the shaped steel having a plurality of the flanges connected as joints. A plurality of the steel segments are arranged in such a manner that the longitudinal direction thereof is the bridge axis direction, and the adjacent steel segments are connected to each other by a flange at the end in the width direction of the steel segment.

  This second invention is a bridge girder structure having a box-shaped, L-shaped, T-shaped, or H-shaped bridge girder cross section perpendicular to the bridge axis, and having a flange and a web and having a U-shaped cross section. A plurality of steel segments made of steel-shaped steel, or a plurality of steel segments made of the shaped steel obtained by connecting a plurality of the flanges as joints, are arranged so that the longitudinal direction of each steel segment is the bridge axis direction, The steel segments adjacent to each other are connected by a flange at the end in the width direction of the steel segment.

The third invention is characterized in that the flange and the web, or the webs are connected to each other at least at the corners of the bridge girder structure.
The fourth aspect of the present invention is characterized in that the shape steel is a channel steel.

In the second invention, the bridge girder structure having a box-shaped bridge girder cross section perpendicular to the bridge axis means that the shape of the bridge girder vertical cross section perpendicular to the bridge axis of the whole bridge girder is rectangular, trapezoidal, or inverted trapezoid. It also has a bridge girder structure, including a box shape including a floor slab. In addition, a bridge girder structure having a bridge girder cross section perpendicular to the bridge axis and having an L shape, T shape, or H shape means that when there are a plurality of bridge girders in the width direction of the floor slab, Is a bridge girder structure in which the shape of the vertical section of the bridge girder in the direction perpendicular to the L shape, T shape, H shape, or a shape obtained by laterally inverting these shapes is simply stacked in H-section steel In the bridge girder structure, the cross section of the bridge girder perpendicular to the bridge axis has an I-shape and is distinguished from the present invention.

According to the present invention, a member constituting a bridge girder (bridge girder) is constituted by a steel segment using a shape steel such as a grooved steel, and the steel segment is assembled via a joint to obtain a predetermined cross section. Shape girders can be configured. Further, according to the present invention, it is not necessary to carry out welding assembly or cold bending forming for the production of the steel segment, so that the steel sheet cutting operation, welding operation or cold bending forming operation, and the initial bending is less than the allowable value. Straightening work becomes unnecessary, the processing of the steel segment can be made more efficient, and the number of manufacturing steps can be reduced.

  Embodiments of the present invention will be described below.

In the present invention, a steel segment made of section steel is formed by assembling a plurality of section steels having flanges and webs (for example, about 2 to 5 channel steels) at the factory by flange bolting or welding joints. It is a member. However, a steel segment may be used by using a single section steel.
At the bridge girder construction site, etc., multiple steel segments are arranged so that the longitudinal direction of this steel segment (the direction along the flange or web) is the bridge axis direction, and the width direction end of each steel segment In this flange, adjacent steel segments are connected by bolt joint or weld joint to form a bridge girder structure. At this time, in a portion having an angle in the cross section of the bridge girder such as a corner portion (that is, not a plane), not only the connection between the flanges but also the flange and the web, or the webs (the web may be cut as necessary). Can be connected and angled.

  In other words, the steel segment is a panel-type standard member divided into dimensions that can be manufactured at the factory so that the production efficiency can be improved, the design labor can be saved by standardization, and the transportation and erection work can be facilitated by miniaturization. is there.

  In addition, when manufacturing a steel segment from a single shape steel, the shape steel (steel segment) is cut into a predetermined size at the factory (for example, in the longitudinal direction), or drilled into a flange or the like after cutting, etc. Just do it.

  The steel segment joint is composed of a flange of a section steel, and this joint has the function of a stiffener.

  In other words, when compressive stress is applied to bridge girder flanges and girder webs (which are different from shape steel flanges and webs), the strength reduction due to out-of-plane deformation such as buckling is prevented, and the necessary compressive strength is secured. Requires a stiffener (rib) for the girder flange and girder web of the bridge girder, but when using shape steel with a flange for these, the shape steel flange serves not only as a joint but also as a stiffener Therefore, it is not necessary to attach a new stiffener to the steel segment, and the necessary compressive strength can be ensured.

  However, if the required rigidity of the stiffener cannot be secured by the shape steel flange alone, depending on the conditions, a flat steel is provided between the flanges of the joints of adjacent steel segments to increase the rigidity and ensure this. be able to. Also, when connecting steel segments with bolts via flat bars, it is only necessary to drill bolt holes in the flat bars provided between the flanges of the joints. Production can be made more efficient. Of course, the joint of the steel segments may not be a bolt joint, but may be a joint type joint using a wedge or the like.

  The shape of the steel segment that constitutes the steel segment may be any shape steel having a flange and web, such as channel steel and H-shape steel. A shape steel provided at both ends in the width direction is preferable.

  However, the corners of the bridge girder are angled (not flat) when connecting adjacent steel segments, so they are welded to the adjacent steel segments at the end of the flat plate of the web instead of the flange. Since it is preferable to connect, a shape steel (for example, T-shaped steel) in which the other end is the flat plate end of the web can be used only by having a flange at one end in the width direction.

  In addition, when the present invention is applied to a bridge girder structure having a box-shaped bridge girder cross section perpendicular to the bridge axis, it is necessary to use a U-shaped grooved steel as the shape steel. Since the projecting direction is unidirectional, the flange projects only on the inside of the box-shaped cross section, and the flange does not project on the outside of the cross section, which is preferable in terms of reducing the coating area for anticorrosion (rust) and corrosion protection.

  When H-section steel is used as the shape steel, the flange on one side protruding to the outside of the box-shaped cross section is cut to reduce the coating area for anticorrosion and anticorrosion as a U-shaped section steel. be able to. When the H-shaped steel flange is protruded in both directions, the anticorrosion and anticorrosion performance can be improved by covering the entire cross section with a cover made of stainless steel, titanium or nonmetal. In this case, a closed space is formed between the steel plate and the H-shaped steel, and a heat insulating material can be provided in this space in order to achieve further anticorrosive and anticorrosive effects.

  Hereinafter, embodiments of the present invention will be described with reference to FIGS. 1 to 8 and FIGS.

  FIG. 1 is a perspective view of a bridge girder structure showing a first embodiment of the present invention. In this embodiment, the box girder 3 joins a plurality of steel segments 1, 1 ′ and 1 ″ with bolts 4 in the width direction of the steel segments (in the direction perpendicular to the bridge axis), thereby lowering the lower flange 5 of the girder. A girder having a box cross-sectional shape of an inverted trapezoidal shape including a web 6 of a girder and an upper flange 7 of the girder is constructed.

  That is, in the box girder 3, the steel segments 1, 1 ′, and 1 ″ made of the shape steel 22 having a flange and a web (in the figure, a groove shape steel) are arranged so that the longitudinal direction thereof is the bridge axis direction. Individual steel segments are connected to each other by a flange 8 of the shape steel to form a bridge girder. The steel segment 1 is formed from three sections, the steel segment 1 ′ is formed from three sections, the steel segment 1 ″ is formed from two sections, and the entire bridge girder has thirteen shapes. The upper flange 7 is made of steel and girders.

  The flange 8 of the section steel 22 has a structure that serves as a stiffener together with the joint. The bridge girder in the first embodiment shows a box girder 3 whose inverted trapezoidal cross section is a box-shaped open cross section, and a floor slab 2 is constructed at the upper end of the box girder 3. The floor slab 2 is a concrete floor slab, a synthetic floor slab, a steel floor slab or the like.

  In the box girder (bridge girder) 3, in order to secure the necessary bridge length, in the steel segment adjacent to the bridge axis direction, a bolt hole is provided at each end in the longitudinal direction so as to straddle each bolt hole. An attachment plate having a bolt hole is arranged and connected by bolting. Alternatively, another steel segment may be arranged adjacent to the longitudinal end of the steel segment in the bridge axis direction, and the adjacent ends may be welded to be connected in the bridge axis direction.

  Here, the steel segment 1 that forms the central portion of the lower flange 5 of the bridge girder has three section steels 22, and the adjacent section steels 22 use the flange 8 ′ of the section steel 22 as a joint in the width direction. It is connected to. The steel segment 1 ′ including the corner portion 23 of the bridge girder has a total of three shapes: two shape steels 22 constituting the girder web 6 and one shape steel 22 constituting the lower flange 5 of the girder. It has steel 22. At the corner 23, the flange 8 on one end side of the section steel 22 is cut and removed in the longitudinal direction and the end of the web 26 having the cut surface of the section steel 22 is adjacent to the adjacent section steel 22 (similarly, the flange on one side). Is cut and removed in the longitudinal direction) and connected to the end of the web 26 by welding. These are processed in advance at the factory.

  Further, in the steel segment 1 ″ (having two section steels 22) adjacent to the upper flange 7 of the spar and constituting the upper part of the web 6 of the spar, the section steel 22 on the side adjacent to the upper flange 7 is provided. The flange is cut in the longitudinal direction. The steel segment 1 ″ and the upper flange 7 of the spar are welded and joined at the site at the end of the web having a cut surface in the section steel 22.

  The steel segments 1, 1 ′, 1 ″ are manufactured using rolled shape steel such as channel steel, and as described above, the flanges 8 of the steel segments are mainly joined together by the bolts 4. It is comprised by. Since the shape steel used for the steel segments 1, 1 ', 1' 'is a shape steel rolled at a steelworks, etc., welding assembly and cold bending are not required, and the production efficiency of the steel segment is improved. Can be improved. Further, the upper flange 7 may be made of a steel plate or a shape steel.

  The shape and dimensions of the steel segments are standardized and manufactured, but the dimensions are determined according to various viewpoints such as various bridge girder design examples, ease of transportation, ease of handling during construction, and workability. From the above, it is possible to determine the optimum standard dimension. Even if the shape steel that is a standard product is used, the shape steel has a plurality of standard sizes, and therefore there is no problem in determining the optimum dimension. In constructing the box girder 3, the steel segment 1 manufactured at the factory can be carried into the bridge site and connected at the site. In this case, since it can be divided into relatively small steel segments, it is economical because a construction heavy machine is small. Alternatively, it is also possible to assemble a plurality of steel segments 1 into blocks at a factory, carry the blocks to the bridge site, and connect the blocks at the site. In this case, although the construction heavy machine becomes slightly larger, connection work at the site can be reduced. The number of divisions of the box girder 3 can be reduced by increasing the width of the block up to the transport limit.

  Since the shape steel is a standard product, a predetermined quality is ensured, so that it is suitable for use in a steel segment. Further, when the steel segment 1 is assembled, even if the shape steel has a slight manufacturing error, it can be corrected to a predetermined dimension by a slight correction operation. The box girder 3 shown in FIG. 1 has an open trapezoidal upper part of the inverted trapezoidal shape, but may have a closed cross section in which the upper flange 7 communicates between the left and right girder webs 6 in the direction perpendicular to the bridge axis. . An intermediate diaphragm 17 can be installed at intervals of several meters in the bridge axis direction to ensure the cross-sectional rigidity of the girder (see FIG. 3).

  The corner portion 23 of the bridge girder has a structure in which the steel webs are connected to each other by welding. However, the flange may be connected, and the joining type may be not only welding joining but bolt joining.

  FIG. 2 is a side view of a bridge having a bridge girder structure according to the first embodiment of the present invention. This example is a three-span continuous bridge 9 with a bridge length of 160 m (side span 10 (length 50 m) + center span 11 (length 60 m) + side span 10 (length 50 m), effective width 7.5 m) ) Is assumed.

  The steel segment 1 constituting the box girder 3 is combined with a plurality of shape steels by bolting or the like to a dimension that can be transported in the factory (for example, the width of the steel segment is about 2 m and the length is about 10 m). Transport to the site and build a cross section at the site. Alternatively, any method may be used, which is constructed by bolting the shape steel at the site. In the latter case, the size of the steel segment is small, so that it has the advantage of being easy to transport and assemble, but the bolt joining work at the site increases.

  FIG. 3 is a perspective view of a bridge girder structure showing a second embodiment of the present invention. In the present embodiment, a flat steel 12 is provided between the flanges 8 of the steel segment 1 and the segments are connected to each other. The bridge girder in this embodiment is an example of a box girder 3 having an inverted trapezoidal open section, and a floor slab 2 such as a concrete slab, a synthetic slab or a steel slab is provided at the upper end of this girder. This is the same as the embodiment shown in FIG. The box girder 3 has a lower flange 5, a girder web 6, and a girder upper flange 7 by joining a plurality of panel-type steel segments 1 with bolts 4 in the bridge axis direction and a direction perpendicular to the bridge axis. An inverted trapezoidal open cross-section box cross-sectional shape is constructed. The joint for joining the steel segments 1 is a flange 8 of a shape steel. This flange functions as a lower flange of the box girder 3 and a web stiffener (rib).

  The stiffener made of the flange 8 of the steel shape allows the bridge girder to have the necessary compressive strength without causing buckling such that the lower flange 5 of the girder and the web 6 of the girder are deformed in the out-of-plane direction against compressive stress. Can be secured. However, when the width of the flange 8 of the shape steel is narrow and the rigidity required as a stiffener is insufficient, a bolt is provided between the panel-type steel segments 1 adjacent in the direction perpendicular to the bridge axis as in this embodiment. By providing the flat steel 12 having holes between them and bolting them together, the necessary rigidity can be ensured without requiring a work such as welding work to the steel segment. A shape steel may be provided instead of the flat steel 12.

  Moreover, in 2nd embodiment, it is set as the structure which can install the intermediate | middle diaphragm 17 in the several m space | interval of a bridge axis direction, and can ensure the cross-sectional rigidity of a girder.

  FIG. 4 is an enlarged perspective view of the lower flange 5 of the box girder (bridge girder) 3 in order to explain the details of the bridge girder structure according to the second embodiment of the present invention. When negative bending occurs in the box girder near the fulcrum of the 3-span continuous bridge, compressive force acts on the lower flange 5 of the girder. In order for the lower flange 5 to resist this compressive force, a stiffening material that stiffens the lower flange 5 is required to prevent buckling such as sudden deformation in the out-of-plane direction due to the compressive force. As described above, when the width of the flange 8 of the shape steel (equal to the height of the stiffener) is narrow, the flat steel 12 is sandwiched between the flanges 8 of the shape steel and is provided by bolting with bolts and nuts, etc. The rigidity of the stiffener can be improved without fixing a new stiffener by welding. In addition, when the rigidity required for the stiffener can be ensured only by the flange 8 of the steel segment, the flat bar 12 may not be provided between the steel segments 1. Instead of the flat steel 12, angle steel or CT-shaped steel having a T-shaped cross section is used, and the flange or web of the angle steel or CT-shaped steel is sandwiched between the flanges 8 of the shape steel and bolts are used. You may join.

  FIG. 5 is a cross-sectional view showing the connecting portion in the bridge axis direction of the bridge girder according to the present invention. FIG. 12 is an enlarged plan view of the connecting portion in the bridge axis direction. In the joint portion 14 in the bridge axis direction, the attachment plate 13 is disposed at the end portion in the longitudinal direction of the steel segment 1 so as to straddle the end portions of the steel segments adjacent in the longitudinal direction, and the attachment portion 13 having a bolt hole is provided. Both ends of the steel segment adjacent to the contact plate 13 are joined together by bolts 4 'through the attachment plate connecting bolt holes 19 (see FIG. 4) provided at the end of the segment. Thereby, the steel segments in the bridge axis direction can be connected to each other. In addition, it is preferable that the attachment plate 13 is provided and connected to both the front and back surfaces of the steel segment in terms of securing the strength of the connecting portion. In the present embodiment, a joint assuming high-strength bolt friction bonding is shown, but the bonding type is either a tensile bonding or a bearing bonding although a detailed description with the drawings is omitted. It may be in the form.

  FIG. 6 is an enlarged perspective view of a bridge girder structure according to the second embodiment of the present invention. 6 is provided with grooves 16 on both side surfaces adjacent to the flange 8 of the shape steel. By inserting a water-stopping material into the groove 16 and tightening the bolt 4, it is possible to stop rainwater entering from the outside of the box girder, and to prevent corrosion (rust) and corrosion inside the box girder. it can. The water stop groove may be provided in the flange 8 of the steel segment, but it is preferable to provide the water stop groove in the flat steel 12 in order to improve the production efficiency. This is because the flat steel tends to be smaller in size than the steel segment, and when the flat steel is used, the groove can be provided by rolling. The shape of the groove may be a V-shaped cross section, a trapezoidal cross section, or a circular cross section, and the shape of the water stop material can be set together with the shape of the water stop groove.

  FIG. 7 is an enlarged side view of the central span portion of the bridge girder (box girder 3) having the bridge girder structure according to the present invention. In this embodiment, a high-strength bolt friction joint using an attachment plate and a bolt is used as the joint portion 14 in the bridge axis direction. In the bridge axis direction, a deflection (camber) for deflection due to dead load can be provided in an upward direction in advance.

  FIG. 8 is an enlarged plan view of a central span portion of a bridge girder (box girder 3) having a bridge girder structure according to the present invention. An intermediate diaphragm 17 (shown in perspective view in FIG. 3) is installed at intervals of several meters in the bridge axis direction to ensure the cross-sectional rigidity of the girder.

  FIG. 11 and FIG. 14 are cross-sectional views showing a box girder structure in which the vertical cross section in the bridge axis direction is formed by connecting steel segments made of H-section steel. In the bridge girder structure of FIG. 11, a box-shaped cross section is formed by the steel segment 1 made of the H-section steel 20, and the corner portion 23 is formed by connecting adjacent one of the H-section steel 20 webs by welding. Is formed. FIG. 11 shows the girder webs 6 arranged obliquely with respect to the vertical direction, and FIG. 14 shows the girder webs arranged vertically. Moreover, in FIG. 14, the corner part 23 is formed by connecting the flange of one adjacent H-section steel 20 and the web of the other H-section steel 20 by welding.

  Both the structures of FIGS. 11 and 14 can contribute to improving the rigidity of the cross section of the bridge girder by having the lower flange 5 of the girder formed by arranging the H-shaped steel 20 in the direction perpendicular to the bridge axis (cross-sectional direction). The span length can be made relatively long without significantly increasing the girder height and the steel weight. When the web 6 is disposed diagonally, the floor slab 2 can be widely supported in the horizontal direction, and the width of the lower flange 5 can be reduced. However, the web 6 is connected to the lower flange 5 and the like. At this time, since it does not become a right angle, the structure of the corner portion 23 becomes complicated, and there is a problem in terms of processing efficiency.

  On the other hand, when the web 6 is arranged vertically, the corner portion 23 has a right angle, so that there is an advantage that the processing can be made efficient. However, in order to support the floor slab 2 in the horizontal direction, the lower flange 5 is also horizontal. It has a problem in that it needs to be wide in the direction. In addition, when the load is applied in the vertical direction of the structure in which the web is arranged vertically, the cross section is rectangular, so that there is no additional force in the horizontal direction (force that acts in the direction of opening the cross section as a component of vertical load). It is advantageous. In this case, in order to reduce the amount of vertical deflection of the end portion of the floor slab, a member that supports the end portion of the floor slab from below can be provided from the outside of the shape steel.

  In addition, the corner part 23 may connect the flanges of H-section steel, and a joining type may be not only welding joining but bolt joining.

  FIG. 13 is a cross-sectional view showing a box girder structure in which a cross section of a bridge girder perpendicular to a bridge axis formed by connecting steel segments made of channel steel 21 is box-shaped. The corner portion 23 of this embodiment is formed by connecting a flange of one adjacent groove steel 21 and a web of the other groove steel 21 by bolt bonding or welding bonding. By arranging the web 6 vertically, the corner portion 23 has a right angle, so that there is an advantage that the processing can be made efficient. However, in order to widely support the floor slab 2 in the horizontal direction, the lower flange 5 is also horizontal. It has a problem in that it needs to be wide in the direction.

  FIG. 15 is a cross-sectional view showing a bridge girder structure in which a bridge girder section perpendicular to a bridge axis formed by connecting steel segments 1 made of channel steel 21 is arranged with L-shaped girder 33 on the left and right. . It is preferable that the floor slab 2 is arranged between the left and right girders 33, and the girders 33 are connected to each other by horizontal connecting members 24 arranged discretely in the bridge axis direction.

  FIG. 16 shows a bridge girder structure in which a cross section of a bridge girder perpendicular to a bridge shaft formed by connecting steel segments composed of an H-shaped steel 20 and a grooved steel 21 is arranged with L-shaped girder 33 on the left and right. It is sectional drawing shown. Not only the L shape but also the box shape, the shape steel used for the steel segment may be a combination of the H-section steel 20, the groove-shaped steel 21 and the like.

  FIG. 17 is a cross-sectional view showing a bridge girder structure in which a bridge girder cross section perpendicular to a bridge axis formed by connecting steel segments made of H-section steel 20 is provided with L-shaped girder 33 on the left and right.

  FIG. 18 is a cross-sectional view showing a bridge girder structure in which a bridge girder cross section perpendicular to a bridge shaft formed by connecting steel segments made of channel steel 21 is provided with inverted T-shaped girder 34 on the left and right. . The cross section of the bridge girder may be T-shaped as well as box-shaped or L-shaped.

  FIG. 19 is a cross-sectional view showing a bridge girder structure in which a bridge girder cross section perpendicular to a bridge axis formed by connecting steel segments made of H-section steel 20 is arranged with inverted T-shaped girder 34 on the left and right. .

  FIG. 20 is a cross-sectional view showing a bridge girder structure in which a bridge girder section perpendicular to a bridge axis formed by connecting steel segments made of channel steel 21 is provided with H-shaped girder 35 on the left and right. Not only a box shape, an L shape, or a T shape, but an H shape may be used.

  FIG. 21 is a cross-sectional view showing a bridge girder structure in which a bridge girder cross section perpendicular to a bridge shaft formed by connecting steel segments made of H-section steel 20 is provided with H-shaped girder 35 on the left and right.

  FIG. 22 shows a box girder structure (box girder 36) having a box-shaped bridge girder cross section perpendicular to a bridge axis formed by connecting steel segments made of channel steel 21 and having a closed cross section. A closed cross section is formed by disposing the upper flange 7 of a girder made of channel steel.

  FIG. 23 shows a cross section of a bridge girder perpendicular to a bridge shaft formed by connecting steel segments composed of an H-section steel 20 and a groove-shaped steel 21, and H-shaped girders 37 are arranged on the left and right sides. It is sectional drawing which shows the bridge girder structure which provided. The cover 25 is provided for the purpose of anticorrosion and anticorrosion of the bridge girder, and sound insulation (reducing reflected sound of a car or the like traveling on the road under the viaduct), and may be made of steel or nonmetal.

Example 1
The present invention is applied, and a three-diameter continuous bridge with a box-shaped bridge girder cross-section perpendicular to the bridge axis using grooved steel as the shape steel (bridge length 160m, side span (length 50m) + center span Trial design was carried out for (length 60 m) + side span (length 50 m), effective width 7.5 m, road bridge (B live load)). This bridge girder is composed of 18 box girders 3 in the direction of the bridge axis. The dimensions of one steel segment 1 forming the box girder 3 are about 1 m wide, about 10 m long, and 1 to 3 t steel weight. It is composed of. Compared to the technique disclosed in Patent Document 1, when the present invention is applied, the man-hours for manufacturing the bridge girder (processing at the factory) can be reduced by about 30 to 40%, and the present invention improves the processing efficiency. It became clear that the production man-hours could be greatly reduced.

(Example 2)
In addition, the cross section of the bridge girder perpendicular to the bridge axis has an open section box shape (FIG. 2), an L shape (FIG. 16), and a bridge girder made of stacked H-section steel disclosed in Patent Document 2 (cross section I type). As a result of trial design with respect to the bridge girder of the three shapes of the shape, Fig. 10), the ratio of the girder height is 100: 100: 150, and the ratio of the steel weight is 100: 110: 140. Compared to steel bridge girders, both the girder height and the steel weight can be significantly reduced, and it is clear that the present invention can effectively resist the cross-sectional force generated in the bridge girder by suppressing the girder height and the steel weight as compared with the prior art. Became.

It is a perspective view of a bridge girder structure showing a first embodiment of the present invention. It is a side view of a bridge girder which has a bridge girder structure concerning a first embodiment of the present invention. It is a perspective view of a bridge girder structure showing a second embodiment of the present invention. It is sectional drawing which shows the connection part of the bridge axis direction of the bridge girder which concerns on this invention. It is the perspective view which showed the bridge girder structure concerning 2nd embodiment of this invention, and the figure which shows a part of lower flange of a girder. It is an expansion perspective view of the bridge girder structure concerning a second embodiment of the present invention. It is the side view to which the center span part of the bridge girder which has a bridge girder structure concerning the present invention was expanded. It is the top view to which the center span part of the bridge girder which has a bridge girder structure concerning the present invention was expanded. It is a perspective view which shows the bridge girder structure comprised by the conventional panel type steel segments. It is sectional drawing which shows the conventional stacked H-shaped steel bridge. It is sectional drawing which shows the box-shaped bridge girder structure which has arrange | positioned diagonally the web of the girder formed by connecting the steel segments which consist of H-shaped steel. It is a top view which shows the connection part of a bridge axis direction. It is sectional drawing which shows the box-shaped bridge girder structure formed by connecting the steel segments which consist of channel steel. It is sectional drawing which shows the box-shaped bridge girder structure which arrange | positioned the web of the girder formed by connecting the steel segments which consist of H-section steel perpendicularly | vertically. It is sectional drawing which shows the bridge girder structure which arrange | positioned the L-shaped girder formed by connecting the steel segments which consist of channel steel to the left and right. It is sectional drawing which shows the bridge girder structure which arrange | positioned the L-shaped girder formed by connecting the steel segment which consists of H-shaped steel and a channel steel. It is sectional drawing which shows the bridge girder structure which has arrange | positioned the L-shaped girder formed by connecting the steel segment which consists of H-section steel in right and left. It is sectional drawing which shows the bridge girder structure which has arrange | positioned the T-shaped girder formed by connecting the steel segments which consist of channel steel. The cross section of the bridge girder may be T-shaped as well as box-shaped or L-shaped. It is sectional drawing which shows the bridge girder structure which has arrange | positioned the T-shaped girder formed by connecting the steel segment which consists of H-section steel in right and left. It is sectional drawing which shows the bridge girder structure which has arrange | positioned the H-shaped girder formed by connecting the steel segments which consist of channel steel. It is sectional drawing which shows the bridge girder structure which has arrange | positioned the H-shaped girder formed by connecting the steel segments which consist of H-section steel in right and left. It is a box-shaped bridge girder structure with a closed cross section formed by connecting steel segments made of channel steel. It is sectional drawing which shows the bridge girder structure which arrange | positioned the H-shaped girder formed by connecting the steel segment which consists of H-shaped steel and a channel steel, and provided the cover in right and left.

Explanation of symbols

1, 1 ', 1''Steel segment using shape steel 2 Floor slab 3 Box girder 4, 4' bolt 5 Girder lower flange 6 Girder web 7 Girder upper flange 8, 8 'Shaped flange 9 Three span continuous bridge 10 Side span 11 Center span 12 Flat bar 13 Joint plate 14 Joint in the bridge axis direction 15 Joint in the direction perpendicular to the bridge axis 16 Groove 17 Intermediate diaphragm 18 Made by welding assembly or cold bending molding Panel type steel segment 19 Bolt hole for connecting plate 20 H-shaped steel 21 Channel steel 22 Shaped steel 23 Corner section 24 Horizontal connecting material 25 Cover 26 Shape steel web 27 Open section box girder 28 Floor girder 29 Main girder 30 H-shaped steel 31 Flange 32 High strength bolt 33 L-shaped girder 34 Reverse T-shaped girder 35 H-shaped girder 36 Box girder 37 H-shaped girder

Claims (4)

  A steel segment having a flange and a web having a U-shaped cross section, or a steel segment having a plurality of the flanges connected to each other as a joint. The longitudinal direction of each steel segment is a bridge axis. A bridge girder structure using section steel, wherein a plurality of steel segments are arranged so as to be in a direction, and the steel segments adjacent to each other are connected by a flange at an end portion in the width direction of the steel segment.   A steel bridge made of a steel section with a U-shaped cross section having a flange and a web in a bridge girder structure having a box-shaped, L-shaped, T-shaped or H-shaped bridge girder cross section perpendicular to the bridge axis. A plurality of steel segments, or a plurality of steel segments formed by connecting the flanges as joints, so that the longitudinal direction of each steel segment is the bridge axis direction, and the width direction of the steel segments A bridge girder structure using a structural steel, wherein the adjacent steel segments are connected to each other by a flange at an end.   The bridge structure using a steel bar according to claim 1 or 2, wherein the flange and the web, or the webs are connected to each other at least at a corner portion of the bridge structure.   The bridge beam structure using the shape steel according to any one of claims 1 to 3, wherein the shape steel is a groove shape steel.

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