JPH02167909A - Constructing composite floor board for bridge - Google Patents

Abstract

PURPOSE:To contrive reduction of costs by installing a bottom board made from a checkered steelplate, spanning the upper ends of main girders made from upside-down T-shape steels, and by casting concrete thereon with shear connectors embedded therein. CONSTITUTION:A bottom board 15, made from a checkered steelplate, having at its underside breadthwise ribs 2 and lengthwise ribs 3 arranged in gridiron shape, and at its surface shear connectors 4 made from dowels or the like, is placed spanning the upper ends of main girders 1 made from upside-down T-shape steels. Then main reinforcements 6 are arranged, with bar holding spacers, in the direction breadthwise to the bottom board 15 that is positioned at a place higher than the upper ends of the shear connectors 4, and distributing bars 8 are arranged intersecting the main reinforcements 6. Then either of concrete 9 or steel fiber concrete 19 is cast over the bottom board 15 so that the shear connectors 4, the main reinforcements 6 and the distributing bars 8 are all embedded therein. Thereby the number of the shear connectors 4 can be reduced as projections on the surface of the checkered steelplate serve for transmitting horizontal shearing force.

Description

DETAILED DESCRIPTION OF THE INVENTION "Field of Industrial Application" The present invention relates to a method of constructing a composite deck slab for a bridge.

``Conventional technology'' Traditionally, it has been used to make the thickness of the slab thinner than general reinforced concrete deck slabs for bridges, to increase the bending rigidity of the slab, and to be used as formwork during concrete pouring. For reasons such as improving performance, Figure 10,
As shown in FIG. 11, each example has horizontal ribs 2 and vertical ribs 3 in a lattice pattern on the lower surface between the upper ends of the R-shaped steel main girder l,
A flat steel F2tU bottom 1 roll 5 having a slip prevention member 4 such as a stud dowel on the upper surface is installed, and the slip one stop member 4 is installed.
The main reinforcing bars 6 are arranged in the width direction of the bottom plate 5 at the position F from the upper end, with the reinforcing bars t and ↑ spacers 7 interposed therebetween, and distribution reinforcing bars 8 are arranged orthogonally to each of the main reinforcing bars 6. On the bottoms 1 & 5, there is a composite floor slab in which concrete 9 is poured so as to embed the anti-slip member 4, the main iron 1) 7i 6 and the distribution iron B'b 8.

"Problems to be Solved by the Invention" Firstly, the flat steel T&U bottom plate used as the formwork needs to have a thickness of about 30mm in terms of stress calculation, but it has a thickness of 78mm.
Generally speaking, flat steel plates with a thickness of 6 mm or more are used in connection construction, which is uneconomical and also increases the horizontal front shear force that must be transmitted from the bottom plate to the concrete.

Therefore, in order to deal with this, it is necessary to increase the diameter of the anti-slip member u' or increase the number of misalignment members. Since this is limited by the wear of the bottom plate and the thickness of the concrete, it is common to take measures to increase the required number of anti-slip members.

However, increasing the required number of anti-slip members means that the material of the anti-slip portion Il will be increased. There are problems such as an increase in the cost of welding the 4ff and anti-slip members, and difficulties in arranging main reinforcing bars and distribution reinforcing bars and in pouring concrete.

Second, ordinary concrete is sheared IJJt'tlc
If this ordinary concrete has a small resistance and is used for a composite slab, the minimum total thickness of the composite slab should be the minimum total thickness of the reinforced concrete slab (1601 m according to the IF road bridge designation blue).
Due to the material properties of concrete, it is difficult to make it thinner than the specified thickness.

However, if the minimum total thickness of the composite slab is large, 1Ifi
The dead load of the composite deck slab, which accounts for about 50% of the dead weight of the entire beam 4:I, is large, and there is no economic advantage over reinforced concrete deck slabs.

Thirdly, the lower surface of the bottom plate is provided with 4 vertical ribs drawn in a lattice pattern, but the positive ribs in particular contact the bottom plate by 18 degrees, so there is a welding deformation in the bottom plate, which requires correction. To become a,
Since it is perpendicular to the vertical ribs, there are problems such as complicated joint construction at the intersection, poor construction quality, and hot spots that reduce fatigue resistance of the bottom plate. .

The present invention provides a composite deck slab for bridges that solves each of the problems of the first to third individual layers of the prior art, and comprehensively solves all of the problems of the first to θth and third problems. This is a construction method developed.

``Means for Solving the Problems J'' The first gist of the method of constructing the composite deck slab for bridges according to the present invention is that a stud dowel etc. ta with a slip prevention member
A bottom plate made of a steel plate is installed, and concrete is poured onto the bottom plate made of a striped steel plate so as to embed the anti-slip member.

Similarly, the second gist is that a flat steel plate bottom plate with a stud dowel or other anti-slip member placed on the top surface is installed between the upper ends of each inverted R-shaped steel main girder, and this flat steel Fi Steel fiber concrete is placed on the board so as to embed the anti-slip member.

Similarly, the third gist is that a striped steel bottom plate is installed between the upper ends of each inverted T-shaped corrugated steel girder on the top surface of which a stud dowel or other anti-slip member is attached, and on this striped steel bottom plate, The purpose is to pour steel fiber concrete into which the anti-slip member is placed.

Similarly, the fourth point is that each inverted T-shaped steel: E t
A flat steel plate bottom plate having a slip prevention member such as a stud dowel on the top surface is installed between the upper ends of the ij, and a main reinforcing bar is welded across the width direction of the bottom plate between the tops of the above-mentioned deviation + L members, and Arrange the distribution reinforcing bars orthogonally to the reinforcing bars, and make the above-mentioned flat! The purpose is to pour concrete onto the l1lffi bottom plate so as to embed the anti-slip member, main reinforcing bars, and distribution reinforcing bars.

Similarly, the fifth point is that a striped steel bottom plate having a stud dowel or other anti-slip member on the upper surface is installed between the upper ends of each inverted T-shaped steel main girder, and the top of each of the anti-slip members is installed. The main reinforcing bars are in contact with each other in the width direction of the bottom plate between adjacent parts, and the distribution reinforcing bars are arranged orthogonally to each main reinforcing bar, and the anti-slip member, the main reinforcing bars, and the distribution reinforcing bars are placed on the striped steel plate bottom plate. The purpose is to pour concrete to embed it.

Similarly, the sixth gist is that each example'r-shaped steel main ti
A flat steel bottom plate having a slip prevention member such as a stud dowel on the upper surface is installed between the upper ends of i, and a main reinforcing bar is welded across the width direction of the bottom plate between the tops of each of the slip prevention members described in 1fil. Distribution reinforcing bars are arranged perpendicularly to the reinforcing bars, and steel fiber concrete is cast on the flat steel plate bottom plate so as to embed the anti-slip member, the main reinforcing bars, and the distribution reinforcing bars.

Similarly, the seventh point is that each inverted T-shaped steel main t11
A bottom plate made of striped steel is installed between the upper ends, and a slip prevention member such as a stud dowel is installed on the upper surface, and main reinforcing bars are welded across the width direction of the bottom plate near the top of the table slip prevention member, and each main reinforcing bar is Distribution reinforcing bars are arranged perpendicular to the striped steel plate bottom plate, and steel fiber concrete is cast on the striped steel plate bottom plate so as to embed the reinforcement members and the distribution reinforcing bars.

As stated in Section 1 of the closing whistle of the present invention, by using a striped steel plate as the bottom plate, the protrusions of the striped steel plate play a role in transmitting the horizontal shear force that occurs at the interface between the bottom plate and the concrete. Therefore, the required number of anti-slip members can be reduced compared to the conventional one.

As described in the second gist of the method of the present invention, by placing steel fiber concrete on a flat steel bottom plate, it is possible to increase the shear load capacity compared to ordinary concrete, and prevent the occurrence of cracks in the concrete. Therefore, the minimum total thickness can be reduced compared to composite deck slabs using ordinary concrete.

As described in the third aspect of the method of the present invention, by placing steel fiber concrete on the striped steel bottom plate, the synergistic effect of the first and second aspects of the method of the present invention reduces the required amount of the anti-slip member. The number of ribs can be reduced compared to the conventional method, the minimum total thickness of the composite deck slab can be reduced compared to the conventional method, and the required number of horizontal ribs on the lower surface of the floor board can be reduced compared to the conventional method.

As in the fourth aspect of the method of the present invention, the main reinforcing bars are installed in the width direction of the bottom plate near the top of each anti-slip member on the flat steel bottom plate. By placing distribution reinforcing bars in contact with each main reinforcing bar and perpendicular to each main reinforcing bar, and placing concrete on the flat steel plate bottom plate so as to embed the slip prevention member, main reinforcing bars, and distribution reinforcing bars, the bottom plate Since many closed-section bonks can be formed by the anti-slip member and the main reinforcing bars that are in contact with each other in the vicinity of the top of the anti-slip member, the bending rigidity of the composite deck can be increased. Therefore, horizontal ribs on the lower surface of the bottom plate can be made unnecessary.

As in the fifth aspect of the method of the present invention, main reinforcing bars are welded across the width direction of the bottom plate between the sri parts of each anti-slip member on the striped steel bottom plate, and distribution reinforcing bars are placed orthogonally to each main reinforcing bar. By placing concrete on the striped steel bottom plate so as to embed the anti-slip member, main reinforcing bars, and distribution reinforcing bars, a synergistic effect in the first and fourth aspects of the method of the present invention is achieved. In addition, the required number of anti-slip members can be reduced compared to the conventional one, and horizontal ribs on the lower surface of the bottom plate can be made unnecessary.

As in the sixth aspect of the method of the present invention, main reinforcing bars are welded across the width direction of the bottom plate between the vicinity of the tops of the respective anti-slip members on the flat steel bottom plate, and distribution reinforcing bars are placed orthogonally to each of the main reinforcing bars. The second method of the present invention is achieved by placing steel fiber concrete on the flat steel plate bottom plate so as to embed the anti-slip member, main reinforcing bars, and distribution steel.
Due to the synergistic effect in the fourth aspect, the minimum total thickness of the composite deck slab can be reduced compared to the conventional one, and the horizontal ribs on the lower surface of the bottom plate can be made unnecessary.

As in the seventh aspect of the method of the present invention, the main reinforcing bars are connected by /8 across the bottom plate width direction near the top of each anti-slip member on the striped steel bottom plate, and the distribution reinforcing bars are perpendicular to each main reinforcing bar. 3 of the method of the present invention, by placing the steel fiber concrete in which the anti-slip member, the main reinforcing bars, and the distribution reinforcing bars are embedded on the striped steel bottom plate.
Due to the synergistic effect in the fourth aspect, the required number of anti-slip members can be reduced by 1lII+ compared to the conventional method, the minimum total thickness of the composite deck slab can be reduced compared to the conventional method, and the lateral side of the lower surface of the bottom plate can be reduced. Ribs can be made unnecessary.

``Example'' Next, an example of how to construct a composite deck slab for a bridge according to the present invention will be described below with reference to FIGS. 1 to 9. II.

FIG. 1 shows a first embodiment of the method of the present invention, in which each example T-beam main girder l has horizontal ribs 2 and vertical ribs 3 in a lattice pattern on the lower surface, extending between the upper ends of the main girder l. It has a deviation Ll correction member 4 such as a stano dojiheru on the upper surface! ! i Steel plate bottom plate 15
, and a main reinforcing bar 6 is arranged in the width direction of the bottom plate 15 at a position above the upper end of the anti-slip member 4 via a reinforcing bar holding spacer 7 shown in FIG.
Distribution reinforcing bars 8 are arranged perpendicular to J6, and concrete 9 is cast on the bottom plate I5 so as to embed the slip prevention member 4, main reinforcing bars 6, and distribution reinforcing bars 8, thereby creating a composite deck slab for a bridge. The goal is to build.

As shown in Figure 2, the maximum bond sag of the striped steel plate is 6.5f, compared to the maximum bond strength of 241srf/cd of the flat steel plate.
Although the sound is high, the relative deviation taken into account in the design calculation is 10.1-
The adhesion strength at the point is 70 kgf/-, which is about three times that of the flat steel plate.

In addition, as shown in Figure 3, the direct pI of /8 was planted on a flat steel plate at the relative deviation of 0.1 + n points, which is considered in the design calculation. 1
The load bearing capacity (shearing force) of four stud dowels with a length of 3 seconds and a length of 70 meters was 4.6 tons when tested by shearing and wiping by punching. In case of 4 stud dowels of 70 tuna, diameter 13mm, length
The fiiQ forces in the case of four stud dowels at 130 am are 13.2) and 12.4), respectively,
This is about 29 times and about 2.7 times the Gj resistance of Stanotojihel melt-grafted on a flat steel plate.

Therefore, for example, a flat steel plate l with a thickness in the range of 6 to 12 axes! I
Conventionally, the welding spacing of Sukunodjiheru with a straight I ¥13ga and a height 130m++ between the bottom plate and concrete with a thickness of 150 to 200 mm is 100 IIX 1.
00mm is required, but the striped steel sheet of the same thickness range is the same size as the striped steel plate of the same thickness.

The spacing between 18 plants of 1 noheru is 200 l x 250 x 20
It can be widened to a range of 0mmX loOam,
The required number of stars and 1' dihers can be reduced to 20 to 50% of the conventional number.

FIG. 4 shows a second embodiment of the method of the present invention, in which horizontal ribs 2 and vertical ribs 3 are arranged in a lattice pattern on the lower surface between the upper ends of each inverted T-shaped steel main tii I, and A bottom plate 5 made of a flat steel plate having a displacement restraining member 4 such as a SKU 7 donohel is installed on the upper surface, and a main reinforcing bar 6 is installed in the width direction of the bottom fi 5 located above the upper end of the said displacement preventing member 4 as a spacer for holding the reinforcing bar. 7, distribution reinforcing bars 8 are arranged orthogonally to each of the main reinforcing bars 6, and steel bars are placed on the bottom plate 5 so that the anti-slip member 4, the main reinforcing bars 6, and the distribution reinforcing bars 8 are embedded. Fiber concrete 19 is poured to construct a composite deck slab for a bridge.

Therefore, the steel fiber concrete composite floor slab used as the experimental specimen was 100mm in diameter and 11mm in diameter.
A static bending fracture test as shown in FIG. 5 was conducted on ready-pointed concrete with a nominal strength of 350 kgf/cd and a steel fiber mixing ratio of 1.0%.

Figure 6 shows the load-deflection curve at the center of the span (2 m) of the steel fiber concrete composite deck slab in the static bending fracture test.

At the design load (Pds = 131 tons), the measured values of the deflection and strain distribution at the center of the span were equal to the calculated values, indicating behavior close to that of a fully composite girder.

The ultimate strength is 1. compared to the calculated value (Puc, 301 tons) according to the formula of the American Highway Association (AASHTO).
It weighs 332 tons, which is 10 times larger, and the total thickness of the floor slab is 1100a.
However, sufficient load-bearing capacity was obtained.

The mixing ratio of steel fibers was 1.0%±0.
A range of 2% (volume ratio) is preferable.

In the third embodiment of the method of the present invention, a composite deck slab for a bridge is constructed by replacing the bottom plate 5 made of flat steel plate in the second embodiment shown in FIG. 4 with a bottom plate made of striped steel plate.

According to the third embodiment, due to the synergistic effect of the first and second embodiments, the required number of stand dowels can be reduced from 20 to 5 compared to the conventional number.
0%, and the total thickness of the floor slab can be reduced to 100%.
Sufficient load carrying capacity can be obtained even with m-, and the required number of horizontal ribs 2 can be reduced compared to the conventional one.

7 to 9 show a fourth embodiment of the method of the present invention, in which a vertical rib 3 is provided on the lower surface between the upper ends of each inverted T-shaped steel main girder l, and a stud dowel is provided on the upper surface. A flat flil plate bottom plate 5 having anti-slip members 4 such as Then, distribution reinforcing bars 8 are arranged, and concrete 19 is poured on the flat steel plate bottom plate 5 so as to embed the anti-slip member 4, main reinforcing bars 6, and load-bearing reinforcing bars 8, thereby forming a composite deck slab for a bridge. The goal is to build.

According to the fourth implementation IJI+ of the method of the present invention, many closed cross-section boxes are formed by the bottom plate 5, the anti-slip member 4, and the main reinforcing bar 6 welded to the vicinity of the top of the slip-soil member 4. As a result, the bending rigidity of the synthetic floor slab can be increased, and the horizontal ribs on the lower surface of the bottom plate 5 can be made unnecessary.

In the fifth embodiment of the method of the present invention, the bottom plate 5 made of flat steel plate in the fourth embodiment shown in FIGS. 7 to 9 is replaced with a bottom plate made of striped steel plate,
We construct composite deck slabs for bridges.

According to the fifth embodiment, the required number of stand dowels can be increased from 20 to
This can be reduced to 50% and also eliminate the need for horizontal ribs.

In the sixth embodiment of the method of the present invention, the concrete 9 in the fourth embodiment shown in FIGS. 7 to 9 was replaced with steel fiber concrete, and Ji! The plan was to construct the Yanagawa Goai floor slab.

According to the sixth embodiment, due to the synergistic effect of the second and fourth embodiments, sufficient load-bearing capacity can be obtained even when the total thickness of the floor slab is 100 m5, and the horizontal ribs can be made unnecessary.

In the seventh embodiment of the present invention, the bottom plate 5 made of flat steel plate in the fourth embodiment shown in Figs. 7 to 9 is replaced with a bottom plate made of steel plate, and the concrete 9 is replaced with steel fiber concrete. It composes the edition.

According to the seventh embodiment, due to the synergistic effect of the third and fourth embodiments, the required number of stand dowels can be reduced from 20 to 5 compared to the conventional number.
It can be reduced to 0%, and the total thickness of the floor slab can be reduced to 10% (
Sufficient load-bearing capacity can be obtained even with Ja@, and the horizontal ribs can be made unnecessary.

Incidentally, expandable cement may be mixed into the mix of ordinary concrete or steel fiber concrete.

"Effects of the Invention" As described above, as in the first gist of the method of the present invention, by using a striped steel plate as the bottom plate, the protrusions of the striped steel plate can be
Since it plays the role of transmitting the horizontal shearing force generated at the interface between the bottom plate and the concrete, the required number of anti-slip members can be reduced compared to the conventional method.

As per the second gist of the method of the present invention, by placing steel fiber concrete on a flat steel bottom plate,
It is possible to increase the shear load (loading force) than ordinary concrete, and also prevent cracking of concrete, so the minimum and total thickness is lower than that of composite slabs using ordinary concrete. Be able to do it.

As described in the third aspect of the method of the present invention, by placing steel fiber concrete on the bottom plate made of striped steel plate, the required number of anti-slip members is achieved by the synergistic effect of the first and second aspects of the method of the present invention. can be reduced compared to the conventional method, the minimum total thickness of the composite deck slab can be reduced compared to the conventional method, and the required number of horizontal ribs on the lower surface of the bottom plate can be reduced compared to the conventional method.

As in the fourth aspect of the method of the present invention, main reinforcing bars are welded across the width direction of the bottom plate between the vicinity of the top of each anti-slip member on the bottom plate made of flat steel plate, and distribution iron stones are welded orthogonally to each main reinforcing bar. By placing level concrete that embeds the anti-slip members, main reinforcing bars, and distribution reinforcing bars on the flat steel bottom plate, the bottom plate, the anti-slip members, and the vicinity of the tops of the anti-slip members are placed. Since many closed cross-section boxes can be formed by the main reinforcing bars welded in between, the bending rigidity of the composite deck slab can be increased, and horizontal ribs on the bottom surface of the bottom plate can be made unnecessary.

As in the fifth aspect of the method of the present invention, the main reinforcing bars are in contact with f8 across the width direction of the bottom plate between the vicinity of the tops of the respective anti-slip members on the bottom plate made of striped steel plate, and the distribution reinforcing bars are arranged orthogonally to each main reinforcing bar. By placing concrete on the striped steel bottom plate so as to embed the anti-slip member, the main reinforcing bars, and the distribution reinforcing bars, a synergistic effect in the first and fourth aspects of the method of the present invention, The required number of anti-slip members can be reduced compared to the conventional one, and horizontal ribs on the lower surface of the bottom plate can be made unnecessary.

As in the sixth aspect of the method of the present invention, main reinforcing bars are welded across the width direction of the bottom plate between the vicinity of the top of each anti-slip member on the flat steel bottom plate, and distribution reinforcing bars are arranged orthogonally to each main reinforcing bar. and on the flat steel plate bottom plate, the anti-slip member, the main reinforcing bar,
By placing steel fiber concrete so as to embed distribution reinforcing bars, the second and fourth methods of the present invention can be achieved.
Due to the synergistic effect of the above points, the minimum total thickness of the composite deck slab can be reduced compared to the conventional one, and the horizontal ribs on the lower surface of the bottom plate can be made unnecessary.

As in the seventh aspect of the method of the present invention, the main reinforcing bars are welded across the width direction of the bottom plate between the vicinity of the top of each anti-slip member on the striped steel bottom plate, and the distribution reinforcing bars are arranged orthogonally to each main reinforcing bar. The anti-slip member, the main reinforcing bar,
By pouring steel fiber concrete so as to embed distribution reinforcing bars, the third and fourth methods of the present invention can be achieved.
Due to the synergistic effect of the above points, the required number of anti-slip members can be reduced compared to the conventional method, the minimum total thickness of the composite deck slab can be reduced compared to the conventional method, and horizontal ribs on the bottom surface of the bottom plate are no longer required. be able to.

[Brief explanation of the drawing]

Fig. 1 is a partially cutaway perspective view showing the first embodiment of the method of the present invention, Fig. 2 is a graph showing the relationship between the adhesive strength of a striped steel plate and a flat steel plate to concrete and the relative displacement amount, and Fig. 3 is A graph showing the relationship between shear force and relative deviation amount in the IN' pullout shear test of stud dowels welded on a striped steel plate and stud dowels welded on a flat steel plate, FIG. 4 is the second implementation of the method of the present invention. A partially cutaway perspective view showing an example, Fig. 5 is an explanatory diagram of the static bending fracture test method for steel fiber concrete composite deck slabs, and Fig. 6 is a static (protrusion fracture test of steel fiber concrete 1 to composite). A graph showing the relationship between Qm at the center of the span of the floor slab and deflection, FIG. 7 is a partially cutaway perspective view showing the fourth embodiment of the method of the present invention, and FIG. 8 is a diagram showing the main parts in FIG. 7. An enlarged view, FIG. 9 is an enlarged view showing another example of the main part in FIG. 7, FIG. 10 is a perspective view showing the conventional example, and FIG. 11 is an enlarged view of the main part in FIG. 1O. l...Inverted T-shaped steel main girder, 2...Horizontal rib, 3...Vertical rib, 4...Slip prevention member, 5...Flat steel plate bottom plate, 1
5... Bottom plate made of striped steel plate, 6... Main reinforcing bar, 8... Distribution reinforcing bar, 9... 1 piece of concrete, 19... Steel fiber concrete Figure 2 θ, f 0.2 0 .4 0.6 0.8 Interest-free (sm) Figure 1 Figure 3 Figure 3 Figure CrL star Figure 8 Figure 7 Figure 9 Work j-F (sign a)

Claims (7)

[Claims] (1) A striped steel bottom plate having a stud dowel or other anti-slip member on the top surface is installed between the upper ends of each inverted T-shaped steel main girder, and concrete is placed on top of this striped steel plate bottom plate to embed the anti-slip member. A method for constructing a composite deck slab for a bridge, characterized by pouring. (2) A flat steel bottom plate having a stud dowel or other anti-slip member on the top surface is installed between the upper ends of each inverted T-shaped steel main girder, and the steel plate is embedded so that the anti-slip member is embedded on the flat steel bottom plate. A method for constructing a composite deck slab for a bridge, characterized by pouring fiber concrete. (3) A striped steel bottom plate having a stud dowel or other anti-slip member on the top surface is installed between the upper ends of each inverted T-beam main girder, and the steel plate is embedded in the striped steel bottom plate so that the anti-slip member is embedded in the striped steel bottom plate. A method for constructing a composite deck slab for a bridge, characterized by pouring fiber concrete. (4) A flat steel bottom plate having a slip prevention member such as a stud dowel on the upper surface is installed between the upper ends of each inverted T-shaped steel main girder, and the bottom plate is installed in the width direction of the bottom plate between the tops of the respective slip prevention members. Welding the reinforcing bars, placing distribution reinforcing bars perpendicular to each main reinforcing bar, and pouring concrete on the flat steel plate bottom plate so as to embed the anti-slip member, the main reinforcing bar, and the distribution reinforcing bar. A method for constructing composite deck slabs for bridges. (5) A bottom plate made of striped steel plate having a slip prevention member such as a stud dowel on the upper surface is installed between the upper ends of each inverted T-shaped steel main girder. Welding reinforcing bars, placing distribution reinforcing bars perpendicular to each main reinforcing bar, and pouring concrete onto the striped steel plate bottom plate so as to embed the anti-slip member, main reinforcing bars, and distribution reinforcing bars. A method for constructing composite deck slabs for bridges. (6) A flat steel bottom plate having a slip prevention member such as a stud dowel on the upper surface is installed between the upper ends of each inverted T-shaped steel main girder, and the bottom plate is installed in the width direction of the bottom plate between the tops of the respective slip prevention members. Weld the reinforcing bars, place distribution reinforcing bars perpendicular to each main reinforcing bar, and pour steel fiber concrete onto the flat steel plate bottom plate so as to embed the anti-slip member, main reinforcing bars, and distribution reinforcing bars. A method for constructing composite deck slabs for bridges, which is characterized by: (7) A bottom plate made of striped steel plate having a slip prevention member such as a stud dowel on the upper surface is installed between the upper ends of each inverted T-shaped steel main girder, and the bottom plate is installed in the width direction of the bottom plate between the tops of the respective slip prevention members. The reinforcing bars are welded, distribution reinforcing bars are placed perpendicular to each main reinforcing bar, and steel fiber concrete is cast on the striped steel plate bottom plate so as to embed the anti-slip member, main reinforcing bar, and distribution reinforcing bar. A method for constructing composite deck slabs for bridges, which is characterized by: