JP2002332609A - Connecting-section structure of corrugated steel plate and concrete floor slab in corrugated steel-plate web pc bridge - Google Patents

Abstract

PROBLEM TO BE SOLVED: To ensure the integrality of a corrugated steel plate and upper and lower concrete floor slabs, and to increase resistance against bending moment in the direction orthogonal to the bridge-axis working to the connecting sections of the corrugated steel plate and the concrete floor slabs in a PC bridge using the corrugated steel plate for a web. SOLUTION: Web plates 5 and 5 in which through-holes 5a are formed at intervals in the bridge axial direction are arranged in rows in the direction orthogonal to the bridge-axis, on the concrete sides of flanges plates 4 welded on end faces on the concrete floor slab 1, 2 sides of the corrugated steel plates 3, and unified with the flange plates 4. Reinforcements 7 are inserted into the through-holes 5a of the web plates 5.

Description

DETAILED DESCRIPTION OF THE INVENTION

[0001]

BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to a PC bridge using a corrugated steel sheet for a web, and while maintaining the integrity of the corrugated steel sheet and the upper and lower concrete slabs, the resistance to bending moment in the direction perpendicular to the bridge axis. It relates to an enhanced joint structure.

[0002]

2. Description of the Related Art A corrugated steel sheet web PC bridge composed of an upper concrete floor slab, a lower concrete slab, and a web of corrugated steel sheets connecting both slabs has a horizontal shear in the bridge axis direction. As shown in FIG. 7, a method of welding a stud dowel to a flange plate welded to the end face of the corrugated steel plate on the floor slab side as shown in FIG. 7 is used as a slip stopper between the corrugated steel plate and the concrete. In particular, since the design is performed on the premise that the corrugated steel sheet and the floor slab maintain a perfect composite structure with respect to the horizontal shear force, the shear force to be borne by the stud dowel tends to increase.

When using a stud dowel, it is necessary to increase the number of stud dowels in order to increase the adhesion area of the stud dove and concrete in order to secure the resistance to the shearing force between the flange plate and the concrete. On the other hand, in order to secure around and adhere to concrete, there is a limit to the number of flange plates that can be welded to the corrugated steel plate, so the number and number of flange plates that can be protruded are limited. In some cases, it is necessary to change the design from the ground up, for example, it is necessary to enlarge the dimensions of the corrugated steel sheet itself.

[0004] In order to solve this problem, the applicant has welded a perforated steel plate having a large number of holes to the flange plate in place of the stud dowel, and utilizes the shear strength of the concrete to form a gap between the flange plate and the concrete of the floor slab. (Japanese Patent Laid-Open Publication No. 2000-2000)
No. 355906).

In this method, as shown in FIG. 9, concrete wraps around the hole of the perforated steel plate, and the horizontal shearing force acting between the concrete and the flange plate in the bridge axis direction is reduced. Part of the concrete and the bearing force between the inner surface of the concrete hole penetrating the hole, and the concrete located in the hole in two cross sections on the same plane as both surfaces of the perforated steel plate The shear resistance of the concrete core, which has a cross-sectional area corresponding to the diameter of the hole, is added to the shear resistance, resulting in the advantage that the shear resistance can be expected to be greater than when a stud dowel is protruded. is there.

However, the position of the cross section of the shear strength exhibited by the concrete in the hole of the perforated steel sheet is determined by the thickness of the perforated steel sheet, and the distance between the two surfaces of the perforated steel sheet is determined by the shear strength of the concrete at that position. Since it is not large enough to be formed, it cannot withstand the bending moment in the direction perpendicular to the bridge axis acting on the joint between the corrugated steel plate and the concrete floor slab as shown in FIG.

As shown in FIG. 8, there is a method of welding an angle dowel instead of a stud dowel, but there is a problem that the welding amount is large and initial irregularities such as residual stress of a flange plate due to an increase in welding extension become large. In addition, since the angle gibber cannot exert resistance in the direction perpendicular to the bridge axis, it cannot resist bending moment in the direction perpendicular to the bridge axis.

The present invention proposes a joint structure capable of resisting a bending moment in a direction perpendicular to a bridge axis acting on a joint between a corrugated steel plate and a concrete slab.

[0009]

According to a first aspect of the present invention, there is provided a web plate having through holes formed at intervals in the bridge axis direction on a concrete side of a flange plate welded to an end face of a corrugated steel plate on a concrete floor side. By arranging them in parallel in the direction perpendicular to the bridge axis, a couple is formed by the shear resistance generated by the concrete located in the through hole of each web plate, and acts on the joint between the corrugated steel plate and the concrete floor slab Ensuring the ability to resist bending moment in the direction perpendicular to the bridge axis.

[0010] The concrete located in the through hole of the web plate exerts shear resistance on each web plate in two cross sections on the same plane as both surfaces, but the bridge shaft acting on the upper and lower ends of the corrugated steel plate. With respect to the bending moment in the perpendicular direction, the concrete in the through hole of each web plate exerts a resisting force in the opposite direction to each other, thereby forming a couple moment and resisting the bending moment.

The magnitude of the shearing resistance generated by concrete for each web plate is the sum of the shearing strengths in two sections located on the same plane as both sides of the web plate. The magnitude of the couple moment is determined by the distance between the parallel web plates, and becomes larger as the web plates are further apart.

According to the second aspect of the present invention, when a reinforcing bar is inserted through the through hole of the web plate, the shear strength of the concrete is reduced by the diameter of the reinforcing bar, but the shear strength of the reinforcing bar is reduced by the concrete in the through hole of the web plate. , The moment of the couple that resists the bending moment increases.

Further, since the reinforcing bar penetrates the through hole of the web plate, the reinforcing bar maintains the state of being engaged with the through hole even after exceeding the shear strength of the concrete, and continues to exhibit the resistance. The toughness against the bending moment at the joint between concrete is improved.

When the through hole of the web plate is larger than the diameter of the reinforcing bar as described in claim 3, reduction of the shear strength of the concrete by the diameter of the reinforcing bar substantially disappears, and the shear strength of the concrete and the shear strength of the reinforcing bar are reduced. Will directly resist the bending moment as the shear resistance.

When a reinforcing bar is inserted through the through hole of the web plate, the shear strength of the reinforcing bar functions as a resistance to resist the bending moment, and the toughness is expected to be improved. Since it is possible to secure the resistance, when the reinforcing bar is inserted, the through hole of the web plate has such a size that the reinforcing bar can be inserted just as described in claim 4, that is, a size approximately equal to the diameter of the reinforcing bar. It does not have to be large enough to exert the shear strength of concrete.

In this case, the moment of the couple due to the shear strength of the reinforcing bar at the portion penetrating the through hole of each web plate with respect to the bending moment in the direction perpendicular to the bridge axis acting on the joint between the corrugated steel sheet web and the concrete slab. Will resist.

According to the first aspect, a couple moment due to the shear strength of the concrete in the through hole is used to resist the bending moment in the direction perpendicular to the bridge axis, respectively. , Flange plate at least 2
It is enough if the web plates are integrated.

[0018]

DETAILED DESCRIPTION OF THE PREFERRED EMBODIMENTS As shown in FIG. 1, the present invention relates to a PC bridge comprising an upper concrete slab 1 and a lower concrete slab 2, and a corrugated steel sheet 3 of a web connecting the two concrete slabs. Plate 4 welded to the end face of corrugated steel plate 3 on the side of concrete floor slabs 1 and 2
On the concrete side, web plates 5 and 5 having through holes 5a are arranged side by side in the direction perpendicular to the bridge axis and integrated.

The PC bridge has an upper concrete floor slab 1 and a lower concrete floor slab 2 and a corrugated steel plate 3 as shown in FIG. The upper end of the corrugated steel plate 3 is joined to the upper concrete slab 1 and the lower end is joined to the lower concrete slab 2.

As shown in FIGS. 5 and 6, the web structure of the PC bridge gradually increases from the center of the span to the fulcrum or near the fulcrum. FIG. 6 shows the use of a corrugated steel plate 3 of a constant thickness over the entire length of the struts, in particular to simplify the production of the corrugated steel plate 3 and the joining with the lower concrete slab 2,
The web near the center of the span is composed of only the corrugated steel plate 3,
The case where the web near the fulcrum is composed of the corrugated steel plate 3 and the web concrete 6 thereunder is shown.

As shown in FIG. 1 showing a cross section of the PC bridge, the flange plate 4 has a width that accommodates the entire width of the corrugated steel plate 3.
The upper and lower ends of the corrugated steel plate 3 are welded, and the web plates 5 and 5 are welded to the upper surface of the upper flange plate 4 and the lower surface of the lower flange plate 4, respectively. Corrugated steel sheet 3
The upper flange plate 4 and the web plates 5 and 5 are attached to the upper concrete floor slab 1 and the lower flange plate 4
The web plates 5 and 5 are buried in the concrete of the lower concrete slab 2.

In FIGS. 2 and 3, the flange plate 4 and the web plates 5, 5 use a channel steel in which the web plates 5, 5 parallel to the flange plate 4 are integrated. If irregularity does not become a problem, the web plates 5 and 5 may be welded to the flange plate 4 and assembled in a groove shape. When welding the web plate 5 to the flange plate 4, the web plate 5
In some cases, a striped steel plate is used.

The flange plate 4 and the web plate 5,
In the case of using a channel steel as 5, the joint between the corrugated steel plate 3 and the concrete floor slabs 1 and 2 is constituted only by welding the web of the channel steel having a through hole 5 a formed in the flange in advance to the corrugated steel plate 3. Therefore, the production of the corrugated steel plate 3 having the flange plate 4 and the web plates 5 and 5 is simplified, and the welding extension is reduced as compared with the case where the flange plate 4 and the web plates 5 and 5 are separate. As a result, there is an advantage that the initial irregularity is suppressed.

2 and 3, the flange plate 4
And the web plates 5 and 5 are continuous in the bridge axis direction, but may be intermittently arranged.

Through holes 5a are formed in the web plates 5, 5 at intervals in the bridge axis direction. In FIG. 2, each through-hole 5a is used to resist the horizontal shear force in the bridge axis direction and the bending moment in the direction perpendicular to the bridge axis acting between the flange plate 4 and the concrete by the shear strength of the concrete and the shear strength of the reinforcing bar 7. Reinforcing bars 7 arranged in the concrete of the upper concrete floor slab 1 or the lower concrete floor slab 2 are inserted. In this case, all through holes 5a
It is not necessary to insert the reinforcing bar 7 through the hole, and the shape of the through hole 5a is not limited to a circle.

In order to resist the horizontal shear force in the bridge axis direction and the bending moment in the direction perpendicular to the bridge axis acting between the flange plate 4 and the concrete only by the shear strength of the concrete passing through the through-hole 5a, the through-hole 5a is required. It is not necessary to insert the reinforcing bar 7, but the through hole 5a is provided with a size of about several tens mm to several tens mm at which the concrete can exert the shear strength.

When the reinforcing steel 7 is inserted into the through-hole 5a and the shear strength of the concrete in the through-hole 5a is exerted, as shown in FIG. The through hole 5a is formed to be larger than the diameter of the reinforcing bar 7 to such an extent that there is no influence of the loss.

In the case where the shear strength of the concrete in the through hole 5a is not expected and the resistance is given only by the shear strength of the reinforcing bar 7, as shown in FIGS. It is formed in a large size. FIG. 4 shows a flange plate 4 used in FIG.
And a channel steel comprising web plates 5 and 5.

[0029]

According to the first aspect, a web plate having through holes formed at intervals in the bridge axis direction is formed on the concrete side of the flange plate welded to the end face of the corrugated steel sheet on the concrete floor slab side in the direction perpendicular to the bridge axis. The joint between the corrugated steel plate and the concrete floor slab is formed by arranging them in parallel to each other to form a couple by the shear strength in two cross sections on the same plane as both sides of the web plate of the concrete located in the through hole. The ability to resist bending moment in the direction perpendicular to the bridge axis acting on the bridge can be secured.

According to the second aspect of the present invention, since the reinforcing steel is inserted through the through hole of the web plate, the shearing strength of the reinforcing steel is added to the shearing strength of the concrete, so that the moment of the couple that resists the bending moment increases.

Further, since the reinforcing bar penetrates the through hole of the web plate, the reinforcing bar maintains the state of being engaged with the through hole even after exceeding the shear strength of the concrete, and continues to exhibit the resistance. The toughness against the bending moment at the joint between concrete is improved.

According to the third aspect of the present invention, since the through hole of the web plate is made larger than the diameter of the reinforcing bar, the reduction of the shear strength of the concrete by the diameter of the reinforcing bar is substantially eliminated. Can be expected as a shear resistance force that resists the bending moment.

According to a fourth aspect of the present invention, the through-holes of the web plate are formed to have a size substantially equal to the diameter of the reinforcing bar, so that only the shearing strength of the reinforcing bar is used as the resistance to resist the bending moment. Although not expected, the toughness at the joint can be improved.

[Brief description of the drawings]

FIG. 1 is a sectional view showing a configuration of a corrugated steel sheet web PC bridge.

FIG. 2 is a perspective view showing a relationship between a corrugated steel plate, a flange plate, and a web plate in a case where the shear strength of concrete and the shear strength of a reinforcing steel in a through hole of a web plate are exerted.

FIG. 3 is a perspective view showing a relationship between a corrugated steel plate, a flange plate, and a web plate when only the shear strength of a reinforcing bar in a through hole of a web plate is exerted.

FIG. 4 is a perspective view showing a flange plate and a web plate used in FIG. 3;

FIG. 5 is an elevational view showing the appearance of a corrugated steel sheet web PC bridge in a case where the web is composed of only corrugated steel sheets.

FIG. 6 is an elevational view showing the appearance of a corrugated steel sheet web PC bridge when the web is composed of corrugated steel sheet and web concrete.

FIG. 7 is a perspective view showing a conventional joint when a stud dowel is welded to a flange plate.

FIG. 8 is a perspective view showing a conventional joint when an angle dowel is welded to a flange plate.

FIG. 9 is a perspective view showing a conventional joint when a perforated steel plate is welded to a flange plate.

[Explanation of symbols]

1 ... upper concrete slab, 2 ... lower concrete slab, 3 ... corrugated steel plate, 4 ... flange plate, 5 ...
... web plate, 5a ... through-hole, 6 ... web concrete, 7 ... rebar.

Claims (4)

[Claims] 1. A PC bridge comprising an upper concrete slab and a lower concrete slab, and a corrugated steel plate of a web connecting the two concrete slabs, wherein a flange plate is welded to an end face of the corrugated steel plate on the concrete slab side, Corrugated steel plate with web plate with through holes formed at intervals in the bridge axis direction on the concrete side of the flange plate and integrated in parallel in the direction perpendicular to the bridge axis. Part structure. 2. A joint structure between a corrugated steel plate and a concrete floor slab in a corrugated steel plate web PC bridge according to claim 1, wherein a reinforcing bar is inserted into a through hole of the web plate. 3. A joint structure between a corrugated steel plate and a concrete floor slab in a web PC bridge of corrugated steel plates according to claim 2, wherein the through hole of the web plate is larger than the diameter of the reinforcing bar. 4. A PC bridge comprising an upper concrete slab and a lower concrete slab, and a corrugated steel plate of a web connecting the two concrete slabs, wherein a flange plate is welded to an end face of the corrugated steel plate on the concrete slab side, On the concrete side of the flange plate, web plates with through holes formed at intervals in the bridge axis direction are integrated in parallel in the direction perpendicular to the bridge axis, and reinforcing steel is inserted through the through holes of the web plate. The structure of the joint between the corrugated steel plate and the concrete floor slab in the corrugated steel web PC bridge whose through hole is about the same as the diameter of the reinforcing bar.