KR20150019274A - Wide PC beam for slim floor - Google Patents

Abstract

The present invention relates to a wide PC composite girder which cures concrete on a molded steel plate with a cover structure to form the wide PC composite girder to reduce the slab point gap and the floor height of the small and medium girder bridge to effectively arrange a horizontal member and be used for a composite construction beams. The present invention includes: an upper plate formed by punching multiple holes through; a lower opening including side plates which are arranged on both ends of the upper plate in the width direction and are extended in a downward direction and formed by cutting the lower end of the side plates; a center opening which is formed to be spaced apart from the upper and lower ends of the side plates; the molded steel plate which is formed by merging the upper openings formed on the coupling area of the upper and side plates; and a lower concrete unit which is formed to embed the lower end of the side plates of the mold steel plate by a predetermined depth and to be wider than the upper plate in the width.

Description

Wide PC beam for slim floor

BACKGROUND OF THE INVENTION 1. Field of the Invention [0001] The present invention relates to a wide PC composite girder, and more particularly, to a wide PC composite girder, which comprises a composite steel girder having a cover structure, And a wide PC composite girder which can effectively arrange the horizontal member by reducing the slab point interval and is suitable as a composite beam for construction.

Steel concrete composite girder is an efficient structural member that makes steel beam and reinforced concrete to be integrally behaved by a single horizontal member, so that when the bending moment is received, most of the compressive stress is imposed on the concrete and tensile stress is imposed on the steel. It is possible to reduce the dies or molds of these girders (beams) and to reduce the mold space and floor height of civil and architectural structures, and to increase the resistance strength and resistance stiffness of the girder (beam) It has the advantage of being increased. Steel concrete composite girders have been developed for a long period of time. One of them is steel sheet bending type composite, in which the cross section of the steel is concentrated on the tensile side skin of the structural member and the concrete is filled in it. TSC beam is representative. Since the concrete is confined by the steel plate, the flexural rigidity is increased and the concrete is not exposed. Therefore, it is possible to prevent cracks and neutralization, thereby improving durability. On the other hand, the open cross-section is prone to geometrical instability of the cross-section due to the weighting work by the crane and the load during the construction before the concrete is placed in the inside of the beam.

As a background of the present invention, there is a patent publication No. 0401671 entitled "Composite Using Prestressed Precast Concrete Panel" (Patent Document 1). 11, a steel panel 1 in which bolt holes are formed at predetermined intervals in the lower flange 11, a PC panel 2 in which the PC steel wire 21 is embedded in the longitudinal direction, And a joining means (4) provided for joining the PC panel (2) and the steel frame (1), wherein the joining means (4) And a high strength bolt 43 embedded in the PC panel 2 so that a screw portion formed at both ends of the plate 41 is exposed through the plate 41, Wherein the steel frame beam (1) and the PC panel (2) are joined by fastening the nut (44) after inserting the high strength bolt (43) into the bolt hole formed in the steel bridge beam (1) And the "synthesis using using."

However, the above background art also has a problem that a cross section of a vertical load or a lateral buckling of a member occurs due to a high open sectional structure of the upper and lower portions of the conventional composite view. If the wide sectional structure is used, And it is difficult to narrow the slab point interval.

Patent Registration No. 0401671 "Composite Using Prestressed Precast Concrete Panel"

The present invention has been made to solve the above-mentioned problems, and it is an object of the present invention to provide a composite girder having a large width by synthesizing concrete at the bottom of a steel plate having a lid- It is possible to secure the shape of the bridge and to reduce the floor height in the construction and to narrow the interval of the slab point by the enlarged width so that it is possible to flexibly apply various floor plate systems according to the span, In addition, by using a molded steel plate having a lid type structure, the girder (beam) and the slab can be structurally integrated without a separate shear connection member to maintain a safe synthetic relationship, and a reinforcing steel for reinforcing a stress, The introduction of the prestressing concept using And to provide a wider PC composite girder.

The present invention also provides a wide PC composite girder in which a shear reinforcement and an upper plate compression reinforcement are selectively installed in a molded steel plate to solve a twisting problem of an open end face and free from a buckling problem of a plate material in a construction step.

In addition, it is intended to provide a wide PC composite girder which is capable of reliably ensuring effective structural behavior on the tensile force acting on the steel plate and synthesis integration with the lower rigid concrete by selectively forming a tensile reinforcement element on the steel plate.

The present invention is characterized in that it comprises a top plate formed by perforating a plurality of holes and a side plate formed vertically or inclined at both ends in the width direction of the top plate and extending downwardly, A central opening formed by perforating a portion spaced a predetermined distance from an upper end portion and a lower end portion of the side plate, and an upper opening formed by piercing the portion where the upper plate and the side plate meet, or one or more of A molded steel plate having a cover structure; And a lower rigid concrete which is formed so that the lower end of the side plate of the steel plate is embedded at a predetermined depth and is formed to be wider than the width of the upper plate.

The upper end of the upper plate is coupled to the lower surface of the upper steel plate to reduce the buckling length of the steel plate. Wherein a shear reinforcement member configured to reinforce a sectioning force is combined with the entire length configuration of the steel plate, the configuration only at both ends, and the discrete uniform division structure over the entire length.

Also, the present invention provides a wide PC composite girder characterized in that the shear reinforcement is formed of a bending reinforcement formed by continuously bending a steel bar or a reinforcing bar in a shape of a triangle, a quadrangle, or a trapezoid.

The present invention also provides a wide-width PC composite girder characterized in that the bending reinforcement is further provided with a lower reinforcing steel material in the longitudinal direction at a lower portion thereof.

Also, the present invention provides a wide PC composite girder characterized in that the shear reinforcement is a stud having an enlarged cross section at one end.

Also, the present invention provides a wide PC composite girder characterized in that the shear reinforcement is made of a shear reinforcement steel having an H-shaped or ⊥-shaped cross-section so that the web is vertically positioned on the upper plate.

It is also intended to provide a wide PC composite girder characterized in that the web of the shear reinforcement steel is formed of a corrugated steel plate.

The shear reinforcement steel is formed at both ends in the longitudinal direction of the molded steel plate, and the outer end of the shear reinforcement steel is configured to coincide with or protrude from the end of the formed steel plate to improve resistance to the moment and shear force at the beam ends, So as to increase the height of the wide PC composite girder.

Also, the present invention is to provide a wide PC composite girder in which a plurality of through holes are formed in the web through the shear reinforcement steel.

Further, a tensile reinforcing plate or a plate-shaped reinforcing plate which is bent so as to bend outward or inward in the horizontal direction at the lower end of the side plate of the cover steel structure, or a plate- And a tensile reinforcing member is constructed.

Also, it is intended to provide a wide PC composite girder in which a tensile reinforcing plate reinforcing member made of any one of a reinforcing steel, a steel plate, an A-shaped steel and a U-shaped steel is further coupled to the upper portion of the tensile reinforcing plate.

Also, an upper plate compression stiffener is coupled to the lower or upper portion of the upper plate of the steel plate having the lid-like structure over the entire length.

Also, the present invention provides a wide PC composite girder characterized in that a molded steel plate having a lid-like structure is formed by discontinuous division.

Also, the present invention provides a wide PC composite girder characterized in that the upper plate compression stiffener is a compression-strengthened steel plate formed of a steel plate.

The compression-strengthened steel plate is spaced apart from the lower surface of the upper plate of the molded steel plate by a predetermined distance and both ends thereof are coupled to the side plates to form a space compression portion between the upper plate and the compression- The present invention provides a wide-width PC composite girder which is formed by filling a wide-width PC composite girder.

Also, the upper plate compression stiffener is formed of a reinforcing bar formed of a steel bar or a deformed reinforcing bar.

Also, the upper plate compression stiffener is formed by a steel pipe having a square or circular cross section, and is formed of a reinforced steel pipe filled with a cementitious filler material without filling the inside thereof.

Also, a connecting hole is formed in a side plate of a steel plate having a lid-like structure, and is formed of any one of a steel bar, a reinforcing bar, a-shaped steel and a b-shaped steel to penetrate the connecting hole in the width direction and to be embedded in the lower rigid concrete. The present invention provides a wide PC composite girder.

Also, it is desired to provide a wide PC composite girder wherein the penetrating shear member is formed in a ring shape by bending and penetrating the side plate in the width direction as a steel bar or a reinforcing bar.

The wide PC composite girder of the present invention has a structure in which the concrete is synthesized at the lower part of the steel plate having the cover structure to form a wide synthetic girder so that the width is widened without increasing the cross- It is possible to secure a bridge shaped space and to reduce the thickness of a building, and to narrow the interval of the slab point by an enlarged width, various floor plate systems can be flexibly applied according to the span, , The girder (beam) and the slab can be structurally integrated without separate shear connectors to maintain a safe synthetic relationship. Also, the concept of prestressing using a steel wire or steel bar as well as a stress reinforcing steel in the lower rigid concrete So that a more effective composite girder can be realized.

In addition, a shear reinforcement and an upper plate compression reinforcement are selectively installed in the inside of the molded steel plate to solve the twisting problem of the open end face and free from the buckling problem of the plate in the construction step.

In addition, since the tensile reinforcing element is selectively formed on the molded steel plate, the structural behavior effective for the tensile force acting on the molded steel plate and the synthesis and integration with the lower rigid concrete can be reliably ensured.

BRIEF DESCRIPTION OF THE DRAWINGS The accompanying drawings, which are incorporated in and constitute a part of the specification, illustrate exemplary embodiments of the invention and, together with the description, serve to explain the principles of the invention, Shall not be construed as limiting.
1 is a perspective view of an embodiment of a wide PC composite girder of the present invention.
Fig. 2 is a cross-sectional view of Fig. 1; Fig.
3 is a perspective view of a molded steel plate 10 of a wide PC composite girder of the present invention.
4 and 5 are views showing various embodiments of the shear stiffener 30 of the present invention.
6 is a sectional view of various embodiments of the molded steel plate 10 of the wide PC composite girder of the present invention.
7 is a sectional view showing a state in which the upper plate compression stiffener 111 of various embodiments is coupled to the molded steel plate 10 of the present invention.
8 is a side view showing an embodiment in which the molded steel plate 10 of the present invention is formed by discontinuous division.
9 and 10 are perspective views showing an embodiment in which the penetrating shear member 40 of the present invention is constituted.
11 is a longitudinal sectional view (a) and a transverse sectional view (b) of a concrete example of a composite bow using a conventional prestress precast concrete panel.

DETAILED DESCRIPTION OF THE PREFERRED EMBODIMENTS The present invention will be described in detail below with reference to the embodiments shown in the accompanying drawings, but the present invention is not limited thereto.

 Hereinafter, the technical structure of the present invention will be described in detail with reference to the preferred embodiments.

A wide PC composite girder according to the present invention relates to a wide PC composite girder capable of narrowing a low-height bridge girder, a floor height reduction and a slab point interval by composing concrete at the lower part of a formed steel plate to form a wide composite girder.

Fig. 1 is a perspective view of one embodiment of a wide PC composite girder of the present invention, and Fig. 2 is a sectional view of Fig. 1. Fig.

1, the wide PC composite girder 1 according to the present invention includes a molded steel plate 10 bent in a wide C shape and a lower rigid concrete 20 formed by embedding a lower end portion of the formed steel plate 10 ). As shown in FIG. 2, the lower end of the molded steel plate 10 is embedded in the lower rigid concrete 20 up to a certain height and synthesized.

3 is a perspective view of a molded steel plate 10 of a wide PC composite girder according to the present invention.

3, the molded steel plate 10 of the wide PC composite girder 1 according to the present invention is formed by bending into a C-shaped cross-section and has an upper plate 11 and an upper plate 11, And a side plate 12 extending downward from both end portions in the width direction of the frame.

The upper plate 11 is formed by drilling a plurality of holes 113. When the lower end portion of the molded steel plate 10 is embedded in the lower rigid concrete 20 and confined, the closed end face is formed, so that it becomes difficult to fill the concrete in the inside. Therefore, the top plate 11 is formed by piercing a plurality of piercing holes 113 to facilitate the injection of concrete. The shape of the piercing hole 113 is not particularly limited, and the size is determined by the maximum dimension of the coarse aggregate.

The side plates 12 are formed to extend downward from both end portions in the width direction of the top plate 11 and the upper plate 11 and the side plates 12 can be integrally formed by bending a single steel plate.

In addition, a plurality of openings may be additionally formed in the molded steel plate 10 to fill the closed topping concrete. The shape and position of the openings may be unlimited, and the size may be determined by the maximum dimension of the coarse aggregate. The opening portion is formed as a dowel action portion for realizing a shear-synthesizing action with the topping concrete which is additionally installed, thereby providing a more reliable wide PC composite girder.

A lower opening 121 formed at a lower end of the side plate 12 so as to open the lower portion of the side plate 12 according to a position at which the opening is formed, a lower opening 121 formed at a portion spaced from the upper and lower ends of the side plate 12, An upper opening 123 formed at a portion where the upper plate 11 and the side plate 12 meet, and one or more of them may be formed in combination. The shape of the openings 121, 122, and 123 is not particularly limited, and only a part of the openings 121, 122, and 123 may be formed, or a combination of the openings 121, 122, and 123 may be formed in various patterns.

The top openings 121, 122 and 123 are provided with a topping concrete pouring on top of a bottom construction system (PC slab, deck plate, conventional formwork) placed on the right and left of the lower rigid concrete 20 in addition to the function of filling the concrete tightly. 122, and 123 to the inside and outside of the side plate 12 so that the molded steel plate 10 can be integrally formed with the topping concrete.

Although the molded steel plate 10 may be formed of a flat plate, a corrugated steel plate may be used although not shown, and when the corrugated steel plate is constructed of a corrugated steel plate, the contact area of the concrete increases to increase the bonding strength.

As shown in FIGS. 2 and 3, the shear reinforcement 30 may be formed below the upper plate 11 of the molded steel plate 10 to reduce the buckling length of the formed steel plate 10 and to reinforce the sectional strength thereof have.

Shear stiffener 30 is formed to have a height greater than that of the molded steel plate 10 in the longitudinal direction of the center of the upper plate 11 in the width direction so that the upper end thereof is coupled to the lower surface of the upper plate 11, Is embedded in the lower rigid concrete (20).

If the shear reinforcement 30 constrained to the lower rigid concrete 20 is joined to the lower surface of the upper plate 11, the shear reinforcement 30 can compress the upper portion of the forming steel plate 10, (Strut-to-tie behavior) to the lower rigid concrete 20 by the tensile or compressive truss behavior (strut-to-tie behavior).

The buckling of the formed steel plate 10 is problematic when receiving the axial force in the longitudinal direction of the closed end formed by joining the formed steel plate 10 and the lower rigid concrete 20. The shear stiffener 30 is formed of the steel plate 10 So as to reduce the length of the buckling length, thereby effectively acting on the compressive force acting on the formed steel plate 10. [0051] As shown in FIG. In addition, the shear reinforcement 30 functions as a shear connection member between the topping concrete and the composite girder (beam).

4 and 5 are views showing various embodiments of the shear stiffener 30 of the present invention.

Fig. 4 is a perspective view of an embodiment composed of a bending stiffener 31 and a stud 34 of the shear stiffener 30 of the present invention.

4A and 4B, the shear stiffener 30 may be formed of a bending stiffener 31 bent to repeatedly form a shape of a triangle, a quadrangle, or a trapezoid in a steel bar or a reinforcing bar. When the triangular shape is bent, it can be formed into various triangles such as an isosceles triangle or a right triangle which is shifted to one side.

4B, when the bending stiffener 31 is continuously bent in a triangular shape, the lower surface of the upper plate 11 of the molded steel plate 10 is formed with a saw tooth shape having a one-directional inclination from the center in the longitudinal direction to the end side in the longitudinal direction As shown in FIG. A 45 ° truss model with an inclination angle of 45 ° is proposed, which is idealized as a diagonal tension element which is constantly inclined at 45 ° to resist the shear force of the reinforced concrete beam, So that they can be formed by serially bending.

4A, in the case of a bending stiffener 31 formed by bending a steel bar or a reinforcing bar into various shapes, a lower reinforcing steel material 311 may be additionally formed in the longitudinal direction at the lower end thereof to form a bending stiffener 31 ) Can be reinforced. Although the bending reinforcement 31 is shown as a steel plate in FIG. 4A, it may be composed of a steel plate, and a-shaped steel having a LZ section and a C-shaped section having a LZ section may be used. The a - section steel and the c - section steel may be used as off -

4C, the shear stiffener 30 is not limited thereto, and may be formed of a stud 34 coupled to the lower surface of the upper plate 11 of the molded steel plate 10 with a predetermined gap therebetween. The studs 34 may be of various shapes combined with a member having an enlarged cross section at the end of a steel bar or a reinforcing bar, and may include a stud bolt or the like.

5A is a perspective view showing the shear stiffener 30 according to an embodiment of the present invention. FIG. 5A is a perspective view of the shear stiffener 30 in a disassembled state. FIGS. 5B and 5C are cross- Sectional view and side sectional view of the combined state of the composite girder.

5A, the shear reinforcement 30 may be constituted by an H-shaped steel or a shear reinforced steel 32 having a ⊥-shaped cross-section such that the web is positioned perpendicularly to the top plate 11. As shown in Fig. The shear reinforcement steel 32 functions as a shear connection member between the topping concrete and the synthetic girder (beam) filled in the molded steel plate 10 by making a plurality of through holes 321a through the web.

At the same time, the shear reinforcement steel (32) is formed at both ends in the longitudinal direction of the steel plate (10) so that the resistance to the moment and shear force at both ends is improved, Can be increased.

5a (a) and 5 (b), the shear reinforcement steel 32 may be made of a seamless steel or welded to a steel sheet, A web of a vertical steel plate perpendicular to the top plate 11 can be a bended steel plate bent from a steel plate and the cross sectional shape of the corrugated steel plate is formed into a curved shape or a bent rectangular shape such as a rectangular trapezoid But may be configured in various shapes having a waveform without limitation

5B, the outer end of the front-end reinforced steel 32 can be made to coincide with the end of the formed steel plate 10, and the height of the web of the shear- the lower flange may be embedded in the lower rigid concrete 20 as shown in FIG. 5A, or may be configured to be exposed to the outside as shown in FIG. 5B.

Further, as shown in Fig. 5C, the outer end of the front-end reinforced steel 32 is configured so as to protrude more than the end portion of the molded steel plate 10, thereby functioning as a shear connection member between the topping concrete and the synthetic girder .

6 is a sectional view of various embodiments of the molded steel plate 10 of the wide PC composite girder of the present invention.

6 (a), the side plates 12 may be formed to extend from both ends in the width direction of the top plate 11 to the vertical lower portion, and may extend outward from both ends in the width direction of the top plate 11 Or may be formed so as to be inclined so as to be narrowed inward at both end portions in the width direction of the top plate 11. [

A tensile reinforcing plate 13 or a tensile reinforcing member 13a may be additionally provided at the lower end of the molded steel plate 10 to receive the tensile force of the wide PC composite girder 1. The tensile reinforcing plate 13 And the tensile reinforcing member 13a serve not only as a tensile reinforcement but also as a shear connection member between the molded steel plate 10 and the lower rigid concrete 20.

6 (b) and 6 (c), the tensile reinforcing plate 13 is formed by bending and extending in the horizontal direction outward or inward from the lower end of the side plate 12 of the molded steel plate 10, 6 (d), a separate plate-like tensile reinforcing member 13a may be joined at the lower end of the side plate 12 by a known method such as welding, so as to maintain a constant width on both sides in the width direction .

When the tensile reinforcing plate 13 is formed as described above, the tensile reinforcing plate 14 is further joined to the upper portion of the tensile reinforcing plate 13 as shown in FIG. 6 (e) So as to more effectively resist the tensile force.

The tensile reinforcing plate reinforcing member 14 can be formed over the entire length of the wide PC composite girder 1. [ Although shown as reinforcing bars in the illustrated embodiment, any one of the steel plate, the a-shaped steel having a cross-section and the c-shaped steel having a cross-sectional shape can be selected.

7 is a sectional view showing a state in which the upper plate compression stiffener 111 of various embodiments is coupled to the molded steel plate 10 of the present invention.

The upper plate compression stiffener 111 may have various cross-sectional shapes formed of steel such as, for example, a steel plate, an A-shaped steel and a C-shaped steel or a steel bar.

Since the molded steel plate 10 of the present invention is formed to have a wide width, buckling of the top plate 11 occurs due to the wide width of the top plate 11, or the shape of the top plate 11 A separate upper plate compression stiffener 111 may be combined with the upper plate 11 so as to prevent deformation.

As shown in FIG. 7A, the upper plate compression stiffener 111 can be reinforced by joining the compression-strengthened steel plate 111a made of a steel plate to the lower portion or the upper portion of the upper plate 11 over the entire length .

As shown in FIG. 7A, the compression-strengthened steel sheet 111a is spaced apart from the lower surface of the upper plate 11 of the molded steel plate 10 by a predetermined distance to have both ends joined to the side plate 12 And the cement-based filler 11b is filled in the space compression portion 11a formed between the top plate 11 and the compression-strengthened steel plate 111a so as to be in the same three-axis compressive stress state as the end face of the closed type filled concrete So that an effective compression portion of the beam can be formed.

7B, a reinforcing bar 111b made of a reinforcing bar or a steel bar may be coupled to the lower portion or the upper portion of the upper plate 11 in the longitudinal direction over the entire length. As shown in FIG. 7C, At least one reinforcing steel pipe 111c having a rectangular or circular cross section may be formed at the lower portion of the upper plate 11 of the molded steel plate 10. The reinforced steel pipe 111c may be filled with a cement based filler.

The compression-strengthened steel sheet 111a, the reinforcing rope 111b and the reinforced steel pipe 111c may be manufactured by joining the upper plate 11 by any known method in the art such as welding.

In the case where the upper plate compression stiffener 111 is reinforced on the lower surface of the upper plate 11, strength and rigidity against a large compressive force generated at the upper end of the beam due to a large bending moment generated at the central portion of the beam can be reinforced There is also.

9 and 10 are perspective views showing an embodiment in which the penetrating shear member 40 of the present invention is constituted.

The through-shear (20) is formed of any one of a-shaped steel having a reinforcing root, a LZA section and a c-shaped section having a U-shaped cross section so as to penetrate the side plate (12) of the molded steel plate (10) So that the member 40 can be configured to serve as a shear connection member between the molded steel plate 10 and the lower rigid concrete 20.

9 and 10, the through-hole shear member 40 is configured to penetrate the side plate 12, and the side plate 12 is provided with a separate connector (not shown) The lower opening 121 or the center opening 122 may be formed in the side plate 12 as shown in Figures 10b and 10c. 121) 122 formed in the housing. The penetrating shear member 40 may be formed of any one of a steel bar, a reinforcing bar, a-shaped steel having a cross-sectional shape and a c-shaped steel having a cross-shaped shape.

10A, when the through-hole shear member 40 is formed of a-shaped steel having a L-shaped cross section and a c-shaped steel having a U-shaped cross section, So that the penetrating front end member 40 can be fitted and coupled with the bottom opening.

10c, when the penetrating shear member 40 is formed of a reinforcing bar or a steel bar, the side plate 12 may be formed in a ring-like shape by passing through the width direction of the side plate 12 so as to have a greater binding force with the lower rigid concrete 20. Can be increased.

According to the present invention having the above-described structure, the concrete is combined with the lower part of the steel plate having the cover structure to form a wide composite girder so that the width is widened without increasing the cross- It is possible to secure the shape space of bridges and to reduce the floor height in the construction and to narrow the interval of the slab point by the enlarged width so that various floor plate systems can be flexibly applied according to the span, , The girder (beam) and the slab can be structurally integrated without separate shear connectors to maintain a safe synthetic relationship, and the concept of prestressing is introduced to the lower rigid concrete using not only the reinforcing steel for stress but also the strand or steel rod So that a more effective composite girder can be realized.

In addition, a shear stiffener and an upper plate compression stiffener are selectively installed in the inside of the molded steel plate to solve the twisting problem of the open end face, and the effect is free from the buckling problem of the plate in the construction step. So that the structural behavior effective on the tensile force acting on the molded steel plate and the synthesis integration with the lower rigid concrete can be reliably ensured.

While the present invention has been particularly shown and described with reference to exemplary embodiments thereof, it is evident that many alternatives, modifications and variations will be apparent to those skilled in the art in light of the above teachings. will be. The invention is not limited by these variations and modifications, but is limited only by the claims appended hereto.

1: Wide PC composite girder
10: Molded steel plate
11: Top plate
111: Top plate compression stiffener
111a: Compression reinforced steel plate
111b: Rebar
111c: reinforced steel pipe
113: Casting ball
12: side plate
13: tensile reinforcing plate
14: tensile reinforcing plate reinforcing member
121: Lower opening
122: central opening
20: Lower stiffness concrete
30: shear stiffener
31: Bending stiffener
311: Lower reinforcement steel
32: shear reinforcement steel
321a: Through hole
34: Stud
40: Through-

Claims (18)

A top plate 11 formed by punching a plurality of holes 113 and a side plate 12 extending vertically or inclined at both ends in the width direction of the top plate 11 and extending downward,
A lower opening 121 formed by cutting the lower end of the side plate 12 so as to open the lower portion thereof, a central opening 122 formed by perforating the lower plate 12 at a distance from the upper and lower ends of the side plate 12, (10) formed by combining any one or more of the upper openings (123) formed by perforating the portion where the side plate (11) and the side plate (12) meet;
And a lower rigid concrete (20) formed so that a lower end of the side plate (12) of the molded steel plate (10) is embedded at a certain depth and is formed wider than a width of the upper plate (11). The method according to claim 1,
And the lower end portion is embedded in the lower rigid concrete 20 and the upper end of the lower end portion of the upper plate 11 is formed to have a height larger than that of the molded steel plate 10 in the longitudinal direction of the center portion in the width direction of the upper plate 11, The shear stiffener 30 configured to reduce the buckling length of the molded steel plate 10 and to reinforce the sectional force is formed in the entire length of the molded steel plate 10, Wherein the first and second girders are combined with each other. The method of claim 2,
Wherein the shear reinforcement (30) is made of a bending stiffener (31) formed by continuously bending a steel bar or a reinforcing bar in the shape of a triangle, a quadrangle, or a trapezoid. The method of claim 3,
Wherein the bending stiffener (31) further comprises a lower reinforcing steel (311) in the longitudinal direction at the lower part thereof. The method of claim 2,
Wherein the shear reinforcement (30) is a stud (34) having an enlarged cross section at one end. The method of claim 2,
Wherein the shear reinforcement (30) comprises a shear reinforcement steel (32) having an H-shaped or ⊥-shaped cross-section so that the web is vertically positioned on the top plate (11). The method of claim 6,
Wherein the web of the shear reinforcement steel (32) is made of a corrugated steel plate. The method of claim 6,
The shear reinforcement steel (32) is formed at both ends in the longitudinal direction of the molded steel plate (10), and the outer end thereof is formed to coincide with or protrude from the end of the molded steel plate (10) So as to improve the bonding property with the column. The method of claim 6,
Wherein the shear reinforcement steel (32) is formed by passing through a plurality of through holes (321a) in the web. The method according to any one of claims 1 to 9,
To maintain a constant width on both sides in the width direction at the lower end of the tensile reinforcing plate 13 or the side plate 12 which is bent outward or inward in the horizontal direction from the lower end of the side plate 12 of the molded steel plate 10 And a tensile strengthening member (13a) in the form of a plate to be joined is constituted. The method of claim 10,
Wherein a tensile reinforcing plate reinforcing member (14) made of any one of a reinforcing steel, a steel plate, an A-shaped steel and a U-shaped steel is additionally joined to the upper portion of the tensile reinforcing plate (13). The method according to any one of claims 1 to 9,
Wherein an upper plate compression stiffener (111) is coupled to a lower portion or an upper portion of the upper plate (11) of the molded steel plate (10) over the entire length thereof. The method of claim 12,
Wherein the molded steel plate (10) is formed by discontinuous division. The method of claim 12,
Wherein the upper plate compression stiffener (111) is a compression-strengthened steel plate (111a) formed of a steel plate. 15. The method of claim 14,
The compression-strengthened steel sheet 111a is spaced apart from the lower surface of the upper plate 11 of the molded steel plate 10 by a predetermined distance and both ends thereof are coupled to the side plate 12 so that the upper plate 11 and the compression- , A space compression portion 11a is formed,
And the cement-based filler (11b) is filled in the space compression portion (11a). The method of claim 12,
Wherein the upper plate compression stiffener (111) is formed of a reinforcing bar (111b) formed of a steel bar or a deformed reinforcing bar. The method of claim 12,
Wherein the upper plate compression stiffener (111) is formed by a steel pipe having a rectangular or circular cross section and formed of a reinforced steel pipe (111c) filled with the cementitious filler (11b) without filling the inside thereof. The method according to any one of claims 1 to 9,
A connection hole 124 is formed in the side plate 12 of the molded steel plate 10 and is formed of any one of a steel bar, a reinforcing bar, a-shaped steel and a b-shaped steel to penetrate the connecting hole 124 in the width direction, 20. The wide PC composite girder according to claim 1,

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