JP2004204602A - Joint structure between steel main girder and pier and joint method - Google Patents

Abstract

<P>PROBLEM TO BE SOLVED: To greatly reduce reinforcements of a rigid connection section between a steel main girder and a pier, enable workability to improve and, at the same time, to provide a joint structure between the steel main girder capable of being rationally designed and the pier and a joint method. <P>SOLUTION: A plurality of cell chambers 13 are formed of oppositely arranged webs and cell steel plates partitioning among these webs, a multi-chamber cell cross beam 10 provided with a slippage stop to both of the web and the cell steel plate or either one of them and a pair of steel girders 1 placed in the direction of the bridge axis on the pier P are included in each cell chamber 13, the multi-chamber cell cross beam 10 is placed between a pair of steel girders 1 to fit the cell chamber 13 to the upper part of a projection attached steel frame 30 burying the lower part in the pier, both end sections thereof are connected to the steel girder 1 to constitute the steel main girder G, and the cell chamber 13 of the multi-chamber cell cross beam 10 is filled with concrete to make the rigid connection between the steel main girder G and the pier P. <P>COPYRIGHT: (C)2004,JPO&NCIPI

Description

[0001]
TECHNICAL FIELD OF THE INVENTION
The present invention relates to a joining structure and a joining method between a steel main girder and a pier, and more particularly, to a structure and a method for rigidly connecting a steel main girder and a pier.
[0002]
[Prior art]
The basic principle of a steel concrete pier is to provide a high anchoring strength by arranging anchoring reinforcing steel around an H-beam with protrusions and suppressing the progress of split cracks (REED method).
For the rigid connection structure between a steel girder and a steel concrete pier, a steel pipe with external ribs embedded in the pier is directly connected to the main girder or cross girder at the top of the pier to transmit force, and For example, there is a type in which a stud is installed on a web, and a form steel plate arranged in parallel with a cross beam is rigidly connected to a steel concrete bridge pier by installing a perforated steel plate shovel (for example, Patent Document 1).
[0003]
[Non-patent document 1]
Proceedings of the 57th Annual Meeting of the Japan Society of Civil Engineers “Basic Study on Rational Jointing Method of Composite Rahmen Bridge Using Steel Pipe / Concrete Composite Pier” (pages 757 to 758) September, 2002
[Problems to be solved by the invention]
When the REED method is applied to the joint structure between a steel girder and a steel concrete pier, the work of assembling the reinforcing reinforcing steel must be performed in a narrow space surrounded by the main girder and the cross girder, resulting in poor workability and a lot of labor and labor. It takes time. Further, since the height of the steel girder for fixing the steel frame is generally lower than that of the footing, the fixing length may be insufficient in this fixing method.
[0005]
In the rigid connection structure between a girder and a steel concrete pier described in Non-Patent Document 1, a steel pipe with external ribs embedded in the pier is directly connected to a main girder or a cross girder at the top of the pier. The construction error of the steel frame inside cannot be tolerated. In addition, a large amount of reinforcing steel is required in connection with the installation of the stud, which makes it difficult not only to arrange the reinforcing bars but also to deteriorate the workability of concrete. In addition, the load transfer from the rigid girder to the steel-concrete bridge pier can be carried out in three ways: directly from the steel girder to the steel frame, from the studs of the main girder web through the concrete, and from the perforated steel plate dowel of the formwork steel through the concrete. When designing a rigid connection, it is not possible to make a rational design because the ratio of the force transmitted from each path is not clear.
[0006]
The present invention has been made in order to solve the above-described problems, and it is possible to significantly reduce the reinforcing steel at the rigid connection portion between the steel main girder and the pier, improve the workability, and achieve a rational design. It is an object of the present invention to provide a joining structure and a joining method between a steel main girder and a pier.
[0007]
[Means for Solving the Problems]
(1) In the joint structure between a steel main girder and a pier according to the present invention, a plurality of cell chambers are formed by opposed webs and a cell steel sheet partitioning between the webs, and a web and a cell steel sheet are formed in each of these cell chambers. A multi-chamber cell girder provided with a slip stopper on both or one of them, and a steel girder installed in the bridge axis direction on the pier, the multi-chamber cell girder between the steel girder. The cell chamber is arranged and the lower part is fitted to the upper part of the steel frame with projections buried in the pier, and both ends are joined to the steel girder to form a steel main girder, and the multi-cell horizontal girder is formed. Is filled with concrete, and the steel main girder and the pier are rigidly connected.
[0008]
(2) Studs were used for the stoppers provided in the multi-chamber horizontal beam of (1).
(3) Reinforcing bars were tied in advance to the studs provided on the multi-room cell cross beam of (2).
[0009]
(4) The method of joining a steel main girder and a pier according to the present invention includes the steps of previously manufacturing a multi-chamber cell cross girder according to any of the above (1) to (3) in a factory or the like, and embedding the lower part in a pier. Installing a steel girder in the bridge axis direction of the pier on both sides of the projected steel frame, fitting a cell chamber of a multi-compartment cell horizontal girder to the upper part of the steel frame with the projection, and attaching both ends of the steel girder to the steel girder. To form a steel main girder, and a step of filling concrete in the cell chamber of the multi-chamber horizontal girder to rigidly connect the steel main girder and the pier.
[0010]
BEST MODE FOR CARRYING OUT THE INVENTION
FIG. 7 is a schematic diagram showing a basic configuration of a joint structure between a steel main girder and a pier according to the present invention, where P is a steel concrete pier (hereinafter simply referred to as a pier), A is an abutment, S is a shoe, and G is a pier. Steel main girder provided on P, D is a floor slab installed on steel main girder G, and these steel main girder G and floor slab D constitute upper structure B, and pier P and steel main girder G are rigidly connected. Have been.
FIG. 8 is a cross-sectional view taken along the line CC of FIG. 7, where 1 is a steel girder forming the main steel girder G, 10 is a multi-cell horizontal girder, and 4 is a pavement forming a bridge surface.
[0011]
[Embodiment 1]
1 is a schematic longitudinal sectional view of Embodiment 1 of the present invention, FIG. 2 is a sectional view taken along line AA of FIG. 1, FIG. 3 is a front view of FIG. 2, and FIG. 4 is a sectional view taken along line BB of FIG. is there.
In the figure, reference numeral 30 denotes a steel frame with a projection made of a steel material having an H-shaped cross section and provided with a large number of projections and the like on the outer surface of the flange, and is buried in the pier P except for an upper portion (projection). In addition, the steel frame 30a with a protrusion located outside the steel main girder G and the steel frame 30a with a protrusion located between the opposed multi-chamber cell cross beams 10 are formed shorter than the steel frame 30 with the protrusion, and have a total length of the pier. It is buried in P (in the following description, the steel frames 30 with projections, 30a may be collectively indicated by reference numeral 30).
[0012]
In the above description, a case where a steel material having a protrusion in an H-shaped cross section is used for the steel frame 30 with a protrusion, but a steel pipe having a circular or square cross section and a surface with a protrusion may be used. In addition, a projection such as a stud that can be integrated with concrete may be provided on the surface of a steel material or a steel pipe having a normal H-shaped cross section without a projection.
[0013]
Reference numeral 1 denotes a pair of steel girders having an I-shaped cross section that constitute the steel main girder G, and is installed in the bridge axis direction on the pier P on both sides of the protruding steel frame 30 with projections. Then, on the facing surface of the web 1a of both steel girders 1, at a distance corresponding to the protruding portion of the steel frame 30 with projections and at a distance corresponding to the width of the multi-chamber cell horizontal girder 10, from slightly above the central part in the vertical direction. A pair of connecting steel plates 2 are welded to the lower flange 1b at right angles to the web 1a. The connected steel plate 2 is joined to the steel girder 1 in a factory or the like in advance.
[0014]
FIG. 5 shows an example of a pair of multi-chamber cell horizontal beams 10 constituting the steel main beam G together with the steel beam 1. In FIG. 5, reference numerals 11a and 11b denote I-shaped cross sections or plate-like side plates (hereinafter, referred to as lengths) corresponding to the distance between the connecting steel plates 2 of the opposed steel girders 1 and having a height corresponding to the height of the connecting steel plates 2. , A plurality of cell steel plates 12 are welded at predetermined intervals between the webs 11a and 11b, thereby providing a size with a margin for the cross-sectional area of the steel frame 30 with projections. Are formed.
[0015]
In each of the cell chambers 13, a plurality of studs 14 are provided in the vertical direction so as to prevent the webs 11 a and 11 b from shifting in the longitudinal direction of the facing surface (only one of the webs 11 a is shown). Reinforcing bars 15 are provided between the opposed cell steel plates 12 so as to correspond to the studs 14, and the reinforcing bars 15 are bound to the studs 14, respectively.
As described above, the multi-chamber cell cross beam 10 in which the studs 14 and the reinforcing bars 15 are provided in each cell chamber 13 is manufactured in advance at a factory or the like and transported to a construction site.
[0016]
In the above description, in each cell chamber 13 of the multi-chamber cell cross beam 10, a plurality of studs 14 are provided on the facing surfaces of the webs 11a and 11b, and the reinforcing bars 15 provided between the facing cell steel plates 12 are provided with the studs 14. Although studs 14 and reinforcing bars 15 tied to the studs 14 may be provided on the facing surfaces of the webs 11a and 11b and the cell steel plate 12, respectively, or the studs 14 may be provided on the facing surface of the cell steel plate 12. May be provided, and reinforcing bars 15 bound to the webs 11a and 11b may be provided.
Further, the reinforcing bars 15 may be omitted and only the studs 14 may be provided.
[0017]
Next, an example of the construction procedure of the present embodiment as described above will be described. It is assumed that a steel frame 30 with a projection is embedded in the pier P, and a connecting steel plate 2 is previously joined to the web 1a of the steel girder 1 in a factory or the like, and the multi-chamber cell horizontal girder 10 is also in advance. They are manufactured at factories, etc., and they are carried to the construction site.
[0018]
First, the steel girders 1 are opposed to each other at a predetermined distance in the bridge axis direction on both sides of the steel frame 30 with projections protruding from the upper surface on the pier P.
Next, between the two steel girders 1, the cell chambers 13 of the multi-chamber cell horizontal girder 10 are fitted from above into the reinforcing steel bars 30 with protrusions projecting from the upper surface of the pier P, and are installed on the pier P. Then, both ends of the webs 11a and 11b of the multi-compartment cell cross beam 10 are aligned with the connecting steel plate 2 provided on the steel beam 1, and both are integrally joined by the attachment plate 3. Thereby, the steel main girder G is formed.
[0019]
Next, concrete is poured between the pier P and the steel main girder G, and each cell room 13 of the multi-cell horizontal girder 10 is filled with concrete to be integrated with the steel frame 30 with projections. Rigidly bonded to P. In this case, one or more holes are provided in each cell steel plate 12 of the multi-compartment cell beam 10 to improve the workability such as reducing the number of concrete placing points, and at the same time, concrete and multi-cell beam are used. You may make it contribute to integration between ten.
Further, if necessary, concrete may be poured into the space region SP (FIG. 4) formed between the opposing multi-chamber cell cross beams 10 to further improve the rigidity of the rigid connection portion.
Finally, the upper surface flange 16 is attached to the upper surface of the multi-chamber cell cross beam 10.
[0020]
At the rigid connection between the pier P and the steel main girder G as described above, the transmission of the force from the multi-chamber cell girder 10 to the protruding steel frame 30 of the pier P is performed by the webs 11a, By providing the stud 14 on the 11b, the operation is performed in the order of the multi-chamber cell cross beam 10 → stud 14 → filled concrete → steel 30 with projection. Thus, since the transmission of the stress from the steel main girder G to the pier P is clear, a rational design is possible.
[0021]
[Embodiment 2]
FIG. 6 is a longitudinal sectional view of Embodiment 2 of the present invention.
In the present embodiment, a steel box girder 5 is provided instead of the steel girder 1 constituting the steel main girder G of the first embodiment, and other configurations, functions and effects are the same as those of the first embodiment. It is almost the same (the steel girder 1 and the steel box girder 5 may be collectively referred to as a steel girder in the following description). In the first and second embodiments, the case where the pier P is a steel reinforced concrete pier has been described. However, the present invention can be applied to a steel reinforced concrete pier that also uses an axial reinforcing bar.
[0022]
【Example】
The specifications of each part according to the present invention are variously varied depending on the type, scale, etc. of the target structure, but examples of the dimensions of each part in the first embodiment are not shown, but are as follows.
The cross section of the pier P is 7 m (in the direction perpendicular to the bridge axis) × 3 m (in the direction of the bridge axis), and the steel frame 30 with protrusions is an H-shaped steel with protrusions of 200 × 204 × 8 × 12 mm, and is equally spaced in the direction perpendicular to the bridge axis. Seven of them were installed in two rows in the bridge axis direction, and extruded 1.5 m above the concrete upper surface except for the steel frame 30a with protrusions on both sides of each row.
[0023]
The steel girder 1 has a height of 2.5 m, the thickness of the web 1 a is 22 mm, the width of the upper and lower flanges 1 b and 1 c is 0.65 m, the thickness is 50 mm, and the distance between the opposed steel girder 1 is 5 m. is there.
The height of the webs 11a and 11b of the multi-chamber horizontal beam 10 is 2 m, the plate thickness is 12 mm, the width of the upper and lower flanges is 0.25 m, and the plate thickness is 25 mm. The thickness of the cell steel plate 12 is 12 mm, the interval between the integrated webs 11a and 11b is 0.7 m, and the interval between the cell steel plates 12 is 1 m. The studs 14 provided on the webs 11a and 11b have a diameter of 22 mm and a length of 0.15 m, and two studs 14 are provided between the cell steel plates 12 of the webs 11a and 11b in the cell chamber 13 in four rows in the vertical direction. The reinforcing bar 15 is D16.
[0024]
Using the steel girder 1 and the multi-compartment cell cross girder 10 having the above-described dimensions, the steel girder G was smoothly and quickly connected to the pier P provided with the protruding steel frame 30 in the above-described manner. R could be rigidly bonded to P.
[0025]
According to the present invention configured as described above, in fixing the steel frame 30 with projections to the multi-chamber cell cross beam 10, the steel plate of the multi-chamber cell cross beam 10 provided with the studs 14 exerts a fixing reinforcement effect. An anchoring reinforcing bar is not required, and work on site can be greatly simplified. Further, since the fixing reinforcing effect is large, the fixing length can be shortened.
Furthermore, since the amount of rebar arranged around the stud 14 of the multi-chamber cell cross beam 10 can be reduced to zero or small, the work on site can be greatly simplified, and the workability at the time of concrete casting is improved. Can be improved.
[0026]
Further, when the reinforcing bars 15 are arranged around the studs 14 of the multi-room cell cross beam 10, the reinforcing bars 15 are previously bound to the studs 14 in a factory or the like, so that the on-site work can be greatly simplified. Further, since the steel main girder G and the pier P are bonded and joined, the construction error of the pier P can be absorbed to some extent, thereby reducing the construction cost and shortening the construction period.
[0027]
【The invention's effect】
In the joint structure between the main steel girder and the pier according to the present invention, the multi-chamber cell cross girder is arranged between the steel girder, and the cell chamber is fitted to the upper part of the steel frame with projections, the lower part of which is embedded in the pier. The steel girder was joined at both ends to form a steel girder, and the cell room of the multi-chamber horizontal girder was filled with concrete to make a rigid connection between the steel girder and the pier. The rebar of the part can be greatly reduced, the workability can be improved, and a rational design can be performed.
[Brief description of the drawings]
FIG. 1 is a schematic longitudinal sectional view of a joint structure between a steel main girder and a pier according to Embodiment 1 of the present invention.
FIG. 2 is a sectional view taken along line AA of FIG.
FIG. 3 is a front view of FIG. 2;
FIG. 4 is a sectional view taken along line BB of FIG. 2;
FIG. 5 is a perspective view of a multi-room cell cross beam partially shown in cross section.
FIG. 6 is a schematic longitudinal sectional view of a joint structure between a steel main girder and a pier according to Embodiment 2 of the present invention.
FIG. 7 is a schematic diagram showing a basic configuration of a joint structure between a steel main girder and a pier according to the present invention.
FIG. 8 is a sectional view taken along line CC of FIG. 7;
[Explanation of symbols]
P Pier G Steel main girder 1 Steel girder 5 Steel box girder 10 Multi-chamber cell cross girder 11a, 11b Web 12 Cell steel plate 13 Cell room 14 Stud 15 Reinforcing bar 30 Steel frame with projection

Claims (4)

A multi-chamber cell cross beam in which a plurality of cell chambers are formed by webs arranged opposite to each other and a cell steel plate separating these webs, and in each of these cell chambers, both or one of the web and the cell steel plate is provided with a stopper. And a steel girder installed in the bridge axis direction on the pier,
The multi-chamber cell cross girder is arranged between the steel girders, and the cell chamber is fitted to the upper part of the protruding steel frame whose lower part is embedded in the pier, and both ends are joined to the steel girder. A joint structure between a steel main girder and a pier, comprising a steel main girder, wherein concrete is filled in a cell room of the multi-chamber horizontal girder, and the steel main girder and the pier are rigidly connected. The joint structure between a steel main girder and a pier according to claim 1, wherein a stud is used for a slip stopper provided in the multi-chamber cell cross beam. The joint structure between a steel main girder and a pier according to claim 2, wherein a reinforcing bar is previously bound to a stud provided on the multi-chamber cell cross beam. A step of manufacturing the multi-room cell cross beam according to any one of claims 1 to 3 in a factory or the like in advance;
A step of installing steel girders in the bridge axis direction of the pier on both sides of the protruding steel frame having a lower part embedded in the pier,
A step of fitting a cell chamber of a multi-chamber cell girder to the upper part of the steel frame with projections, and joining both ends to the steel girder to form a main steel girder,
A method of joining a steel main girder and a pier, comprising a step of filling concrete into a cell room of the multi-chamber horizontal girder and rigidly connecting the steel main girder and the pier.

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