WO2019215939A1

WO2019215939A1 - Composite panel structure

Info

Publication number: WO2019215939A1
Application number: PCT/JP2018/024716
Authority: WO
Inventors: 直以野呂; 藤川　敬人; 水上　繁樹
Original assignee: 日鉄エンジニアリング株式会社
Priority date: 2018-05-08
Filing date: 2018-06-28
Publication date: 2019-11-14
Also published as: JP7206060B2; PH12019500831A1; JP2019196599A

Abstract

Provided is a composite panel structure comprising primary girder panels (12), intermediate panels (14), and a concrete slab (16). The primary girder panels (12) have first transverse ribs (15A). The intermediate panels (14) have second transverse ribs (15B). A plurality of the second transverse ribs (15B) are arranged in a bridge axis direction (X) with an interval on the upper surface of a second bottom steel plate (13). The second transverse ribs (15B) are arranged shiftedly in the bridge axis direction (X), to the first transverse ribs (15A). The second transverse ribs (15B) protrude from an edge of the second bottom steel plate (13) in a direction (Y) perpendicular to the bridge axis direction toward the upper surface of a first bottom steel plate (11). A plurality of through-holes (18) that penetrate in the bridge axis direction (X) and are arranged with an interval in the direction (Y) perpendicular to the bridge axis direction are formed in each of the first transverse ribs (15A) and the second transverse ribs (15B).

Description

Composite panel structure

The present invention relates to a composite panel structure.
This application claims priority based on Japanese Patent Application No. 2018-089758 filed in Japan on May 8, 2018, the contents of which are incorporated herein by reference.

As shown in Patent Document 1, a composite panel structure is known in which horizontal ribs integrally joined to a concrete floor slab are arranged on the upper surface of a bottom steel plate.
In such a composite panel structure, the concrete floor slab and the lateral rib are coupled by the adhesion force of the concrete member and the force by which the flange of the lateral rib grips the concrete.

Japanese Patent No. 3908642

As described above, in the composite panel structure, the concrete floor slab and the lateral rib are coupled by the adhesion force of the concrete member and the force by which the flange of the lateral rib grips the concrete. For this reason, in order to obtain the bonding force between the concrete floor slab and the lateral rib, it is necessary to consider the construction in the operation of placing the floor slab concrete.

An object of the present invention is to provide a composite panel structure capable of easily and firmly bonding a concrete floor slab and a lateral rib.

According to the first aspect of the present invention, the composite panel structure includes a main girder panel, an intermediate panel, and a concrete floor slab. The main girder panel includes first bottom steel plates placed on the upper surfaces of a plurality of main girders extending in the bridge axis direction of the bridge, and a plurality of the main girder panels are arranged at intervals in the direction perpendicular to the bridge axis. The intermediate panel has a second bottom steel plate disposed between the first bottom steel plates of the main girder panel adjacent to each other in the direction perpendicular to the bridge axis. Concrete floor slabs are provided on the main girder panel and the intermediate panel. The main girder panel further includes a first lateral rib. A plurality of first lateral ribs are arranged on the upper surface of the first bottom steel plate at intervals in the bridge axis direction. The first lateral rib is further coupled integrally with the concrete floor slab. The first transverse rib further extends over the entire area of the first bottom steel plate in the direction perpendicular to the bridge axis. The intermediate panel has a second lateral rib. The second transverse rib is disposed on the upper surface of the second bottom steel plate. A plurality of second lateral ribs are arranged so as to be spaced in the bridge axis direction and shifted in the bridge axis direction with respect to the first lateral rib. The second lateral rib is further coupled integrally with the concrete floor slab. The second lateral rib further extends in the direction perpendicular to the bridge axis. The second transverse rib protrudes from the end of the second bottom steel plate in the direction perpendicular to the bridge axis toward the upper surface of the first bottom steel plate. The first lateral rib and the second lateral rib each have a plurality of through holes penetrating in the bridge axis direction. These through holes are formed at intervals in a direction perpendicular to the bridge axis.

In the first aspect, a plurality of through holes are formed in each of the first lateral rib and the second lateral rib. Therefore, the coupling force between the concrete floor slab and each of the first lateral rib and the second lateral rib is secured by the engagement force in the direction perpendicular to the bridge axis between the through hole and the concrete member entering the through hole. it can. As a result, the concrete floor slab and the horizontal rib can be easily and firmly bonded.

In the first aspect, the second lateral rib arranged on the upper surface of the second bottom steel plate of the intermediate panel protrudes toward the upper surface of the bottom steel plate of the main girder panel and is integrally coupled with the concrete floor slab of the main girder panel. Has been. For this reason, the end of the second transverse rib in the direction perpendicular to the bridge axis engages with the concrete floor slab of the main girder panel in the direction perpendicular to the bridge axis. That is, when shear stress is applied to the concrete floor slab in the direction perpendicular to the bridge axis from the end surface of the second transverse rib in the direction perpendicular to the bridge axis, the portion of the concrete slab that overlaps the second transverse rib in the direction perpendicular to the bridge axis Therefore, the shear stress can be received.
Thereby, in addition to the engaging force of the concrete member that has entered the through hole, the concrete floor slab and the second lateral rib can be more easily and firmly coupled.

According to the second aspect of the present invention, the transverse rib according to the first aspect may be an I-shaped steel.
By making the horizontal rib I-shaped steel, the cross-sectional area at the end of the transverse rib in the direction perpendicular to the bridge axis is secured, and the surface pressure applied to the concrete slab by the end of the transverse rib in the direction perpendicular to the bridge axis is reduced. can do. Therefore, it can suppress that a concrete floor slab yields by the force of the bridge axis orthogonal direction which receives from a horizontal rib.

According to the third aspect of the present invention, the through hole of the first lateral rib according to the first or second aspect avoids a position overlapping the edge of the second lateral rib in the direction perpendicular to the bridge axis in the bridge axis direction. May be formed.
In the third aspect, the through hole of the first lateral rib is formed so as to avoid a position overlapping the edge of the second lateral rib in the direction perpendicular to the bridge axis in the bridge axis direction. For this reason, the concrete floor near the through hole of the first horizontal rib is compared with the case where the through hole of the first horizontal rib is arranged so as to be positioned on the line connecting the end surface of the second horizontal rib in the bridge axis direction. The degree of shear stress generated in the plate can be reduced.

According to the above synthetic panel structure, the concrete floor slab and the horizontal rib can be easily and firmly bonded.

It is a perspective view of the synthetic panel structure concerning one embodiment of the present invention. It is a top view in the synthetic | combination panel structure shown in FIG. It is a figure which shows the synthetic | combination panel structure which concerns on the Example in a verification test. It is sectional drawing which follows the AA line of FIG. 3A. It is a figure which shows the synthetic | combination panel structure which concerns on the comparative example in a verification test. FIG. 3B is a cross-sectional view taken along line BB in FIG. 3C.

(Embodiment)
Hereinafter, with reference to FIG. 1 and FIG. 2, the synthetic | combination panel structure 10 which concerns on one Embodiment of this invention is demonstrated.
The composite panel structure 10 according to the present embodiment constitutes the road surface of the bridge 1. The bridge 1 includes a plurality of main girders 2 extending in a direction along the bridge axis O1. The main girder 2 is mainly made of I-girder steel in which rolled materials are assembled into an I-section.
In the following description, a direction along the bridge axis O1 is referred to as a bridge axis direction X, and a direction orthogonal to the bridge axis direction X in a top view is referred to as a bridge axis perpendicular direction Y.

As shown in FIG. 1, the composite panel structure 10 includes a plurality of main girder panels 12, an intermediate panel 14, and a concrete floor slab 16. The plurality of main girder panels 12 have a first bottom steel plate 11 placed on the upper surface of the main girder 2. The intermediate panel 14 has the 2nd bottom steel plate 13 arrange | positioned between the 1st bottom steel plates 11 of the main girder panel 12 adjacent to the bridge-axis perpendicular direction Y. As shown in FIG.

A plurality of main girder panels 12 are arranged at intervals in the direction Y perpendicular to the bridge axis.
The upper surfaces of the first bottom steel plate 11 and the second bottom steel plate 13 are flush with each other. In the illustrated example, three main girder panels 12 and two intermediate panels are arranged for six main girder 2s. Between the three main girder panels 12, intermediate panels 14 are respectively arranged.

The concrete floor slab 16 is provided on the main girder panel 12 and the intermediate panel 14. The concrete floor slab 16 is provided over the entire area on the three main girder panels 12 and the entire area on the two intermediate panels 14. The concrete floor slab 16 is integrally provided on the three main girder panels 12 and the two intermediate panels 14.
The concrete slab 16 may be constructed by on-site casting, or a precast concrete member may be laid. An asphalt pavement 17 is constructed on the upper surface of the concrete floor slab 16. The upper surface of the asphalt pavement 17 is a road surface on which the vehicle travels.

The main girder panel 12 includes a first lateral rib 15A. The first lateral rib 15 A is disposed on the upper surface of the first bottom steel plate 11. A plurality of first lateral ribs 15 A are arranged at intervals in the bridge axis direction X. These first lateral ribs 15 A are integrally coupled to the concrete floor slab 16.
The first lateral rib 15A extends in the direction Y perpendicular to the bridge axis. The first lateral ribs 15 A extend in the entire region of the first bottom steel plate 11 in the direction Y perpendicular to the bridge axis. The first transverse rib 15A is made of rolled steel I-type steel.

The intermediate panel 14 includes a second lateral rib 15B. The second lateral ribs 15 B are disposed on the upper surface of the second bottom steel plate 13. A plurality of second lateral ribs 15B are arranged at intervals in the bridge axis direction X. These second lateral ribs 15B are arranged so as to be shifted in the bridge axis direction X with respect to the first lateral ribs 15A.
The second lateral rib 15B is integrally coupled to the concrete floor slab 16. The second lateral rib 15B extends in the direction Y perpendicular to the bridge axis. The second transverse rib 15B is made of rolled I-shaped steel.

The first lateral ribs 15A and the second lateral ribs 15B are alternately arranged at intervals in the bridge axis direction X. The distance between the first lateral rib 15A and the second lateral rib 15B in the bridge axis direction X is equal. The distance between the first lateral rib 15A and the second lateral rib 15B in the bridge axis direction X is, for example, 150 mm.

The second lateral rib 15B protrudes from the end of the second bottom steel plate 13 in the direction Y perpendicular to the bridge axis toward the upper surface of the first bottom steel plate 11. The second lateral ribs 15B are integrally coupled to a concrete floor slab 16 located above the main girder panel 12.

A plurality of through holes 18 are formed in each of the first lateral rib 15A and the second lateral rib 15B. These through holes 18 are penetrated in the bridge axis direction X. These through holes 18 are formed at intervals in the direction Y perpendicular to the bridge axis.
The number of through holes 18 formed in each of the first lateral rib 15A and the second lateral rib 15B can be arbitrarily changed.

Here, the through hole 18 of the first horizontal rib 15A is formed so as to avoid a position overlapping with the edge of the second horizontal rib 15B in the bridge axis perpendicular direction Y in the bridge axis direction X. In other words, the through hole 18 of the first lateral rib 15A is not disposed on a line connecting the end surface of the second lateral rib 15B in the bridge axis direction X.

Next, the external force generated in the composite panel structure 10 will be described with reference to FIG.
In the state shown in FIG. 2, for example, when the vehicle travels on the road surface, a bending moment and a shearing force are generated in the main girder panel 12 and the intermediate panel 14 due to the weight of the vehicle.
Opposing to the shearing force thus generated, the bridge axis perpendicular direction Y is formed between the through hole 18 formed in each of the first lateral rib 15A and the second lateral rib 15B and the concrete member in the through hole 18. The engagement force of is generated.
An engaging force is generated between the end of the transverse rib 15 in the direction perpendicular to the bridge axis Y and the concrete floor slab 16. In this way, the concrete slab 16 opposes the shear force in the direction Y perpendicular to the bridge axis described above.

As described above, according to the composite panel structure 10 according to the present embodiment, a plurality of through holes 18 are formed in each of the first lateral ribs 15A and the second lateral ribs 15B. For this reason, the bonding force between the concrete floor slab 16 and each of the first lateral ribs 15A and the second lateral ribs 15B includes the adhesion force of the concrete member, the force with which the flanges of the

lateral ribs

15A and 15B grip the concrete, and the through holes. This can be ensured by the engagement force in the direction Y perpendicular to the bridge axis between the concrete member 18 and the concrete member entering the through hole 18. Therefore, the concrete floor slab 16 and the lateral rib 15 can be easily and firmly coupled.

The second lateral ribs 15 B arranged on the upper surface of the second bottom steel plate 13 of the intermediate panel 14 protrude toward the upper surface of the bottom steel plate of the main girder panel 12. The second lateral rib 15B is further integrally coupled to the concrete floor slab 16 of the main girder panel 12. For this reason, the end of the second transverse rib 15B in the direction perpendicular to the bridge axis Y engages with the concrete floor slab 16 of the main girder panel 12 in the direction perpendicular to the bridge axis.

That is, when a shear stress is applied to the concrete floor slab 16 from the end surface of the second horizontal rib 15B in the bridge axis perpendicular direction Y, the second horizontal rib 15B of the concrete floor slab 16 is applied to the second horizontal rib 15B. The shear stress can be received by the portion overlapping the direction Y perpendicular to the bridge axis.
Thereby, in addition to the engaging force of the concrete member that has entered the through hole 18, the concrete floor slab 16 and the second lateral rib 15 B can be more easily and firmly coupled.

Since the lateral rib 15 is I-shaped steel, the cross-sectional area (or the area of the end face) of the end of the lateral rib 15 in the direction Y perpendicular to the bridge axis can be ensured. Therefore, the surface pressure applied to the concrete slab 16 by the ends of the lateral ribs 15 in the direction Y perpendicular to the bridge axis can be reduced. Therefore, it is possible to suppress the yielding of the concrete floor slab 16 due to the force in the direction Y perpendicular to the bridge axis received from the lateral rib 15.

The through hole 18 of the first lateral rib 15A is formed so as to avoid a position overlapping with the edge of the second lateral rib 15B in the bridge axis perpendicular direction Y in the bridge axis direction X. Therefore, the through hole 18 of the first lateral rib 15A is penetrated by the first lateral rib 15A as compared with the case where the end face of the second lateral rib 15B is arranged on a line continuous with the bridge axis direction X. The degree of shear stress generated in the concrete floor slab 16 near the hole 18 can be reduced.

(Verification test)
Hereinafter, a verification test for confirming the effect of the present invention will be described with reference to FIGS. 3A to 3D.
In this verification test, a composite panel structure 10 according to this embodiment as shown in FIGS. 3A and 3B was employed as an example. As a comparative example, a configuration 10B in which the through holes 18 of the first lateral ribs 15A as shown in FIGS. 3C and 3D are arranged so as to be positioned on a line connecting the end surfaces of the second lateral ribs 15B in the bridge axis direction X. Adopted.
For each of the examples and comparative examples, the degree of shear stress generated inside was evaluated by numerical analysis.

In the composite panel structure according to the example, a shear stress of about 0.2 N / mm ² is applied to the concrete slab 16 near the first lateral rib located on the line connecting the end surface of the second lateral rib 15B in the bridge axis direction X. The degree of occurrence was confirmed by numerical analysis.
In the composite panel structure according to the comparative example, in the concrete floor slab 16 in the vicinity of the through hole 18 of the first lateral rib 15A, the portion corresponding to the S portion shown in FIGS. 3C and 3D is about 1.0 N / mm ² . It was confirmed that shear stress was generated.
Based on these results, the concrete floor slab is formed by forming the through hole 18 of the first lateral rib 15A so as to avoid the position overlapping the edge of the second lateral rib 15B in the bridge axis perpendicular direction Y and the bridge axis direction X. It was confirmed that the degree of shear stress generated in 16 can be reduced.

The technical scope of the present invention is not limited to the above embodiment, and various modifications can be made without departing from the spirit of the present invention.

For example, in the above-described embodiment, the configuration in which the two intermediate panels 14 are arranged between the three main girder panels 12 is shown, but the present invention is not limited to such a mode. The quantity of the main girder panel 12 and the intermediate panel 14 can be arbitrarily changed.

In addition, it is possible to appropriately replace the constituent elements in the above-described embodiments with well-known constituent elements without departing from the spirit of the present invention, and the above-described modified examples may be appropriately combined.

The present invention can be applied to a composite panel structure. According to the present invention, the concrete slab and the horizontal rib can be easily and firmly bonded.

DESCRIPTION OF SYMBOLS 1 Bridge 2 Main girder 10 Composite panel structure 11 1st bottom steel plate 12 Main girder panel 13 2nd bottom steel plate 14 Intermediate panel 15A 1st horizontal rib 15B 2nd horizontal rib 16 Concrete floor slab 18 Through-hole

Claims

A main girder panel having a first bottom steel plate placed on the upper surfaces of a plurality of main girders extending in the bridge axis direction of the bridge, and arranged in a plurality at intervals in a direction perpendicular to the bridge axis;
An intermediate panel having a second bottom steel plate disposed between the first bottom steel plates of the main girder panel adjacent in the direction perpendicular to the bridge axis;
A concrete floor slab provided on the main girder panel and the intermediate panel,
A plurality of the main girder panels are arranged on the upper surface of the first bottom steel plate at intervals in the bridge axis direction, and are integrally coupled with the concrete floor slab, and the whole area of the first bottom steel plate is perpendicular to the bridge axis. A first lateral rib extending;
A plurality of the intermediate panels are arranged on the upper surface of the second bottom steel plate so as to be spaced apart in the bridge axis direction and shifted in the bridge axis direction with respect to the first lateral rib. A second transverse rib coupled together and extending in a direction perpendicular to the bridge axis;
The second lateral rib protrudes from the end of the second bottom steel plate in the direction perpendicular to the bridge axis toward the upper surface of the first bottom steel plate,
A composite panel structure in which a plurality of through holes penetrating in the bridge axis direction are formed in the first horizontal rib and the second horizontal rib at intervals in a direction perpendicular to the bridge axis.
The composite panel structure according to claim 1, wherein the first lateral rib and the second lateral rib are I-shaped steel.
3. The composite panel according to claim 1, wherein the through hole of the first lateral rib is formed so as to avoid a position overlapping with an edge of the second lateral rib in a direction perpendicular to the bridge axis in the bridge axis direction. Construction.