KR101547539B1 - Shear reinforcement system for the joint structure of column and slab - Google Patents

Abstract

The present invention relates to a shear member which can be used to build a reinforced concrete structure and a shear reinforcement system for column and slab joint connection of a structure using the same, comprising a plurality of shear members positioned in a vertical direction of each surface of a column around the column. The shear members positioned on an axis of a vertical axis and a horizontal axis of a cross section of the column is connected by an upper connection material placed to coincide with the axis. The shear members positioned on an other axis is connected by a lower connection material placed to coincide with the other axis.

Description

BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to a shear reinforcement structure for a column-

BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to a shear reinforcement structure of a building using a shear member that can be used in constructing a reinforced concrete structure, and more particularly, to a shear reinforcement structure having a rectangular cross- The present invention relates to a shear reinforcement structure for a column-slab joint of a building using a shear member that is easy to manufacture since the reinforcing bars are formed in a continuous zigzag shape.

Shear stress acts on most members of a building. However, in the case of a flat plate structure, where the shear stress is particularly large, such as at the joint between the column and the slab, around the base column, around the underground retaining wall, It is necessary to provide additional reinforcement in order to reduce the cross section of the cross section.

Conventionally, a method has been proposed in which a slab reinforcement around a joint is reinforced with a reinforcing body formed by welding a plurality of stud bolts to a steel rod, Respectively. However, since the method of tying the slab reinforcement into the house is to be performed at the site, it is possible to reduce the resistance to the shear force because the work is complicated and the continuous shear stress occurs. In the case of a stud bolt-welded reinforcement, stud bolts must be individually welded to the steel bar, which requires a lot of manpower for fabrication, and there is a problem that the stud bolts are not fixed at their upper ends.

In addition, in the case of using the reinforcing bars of the oblique line around the corner of the opening of the wall, it is necessary to work individually in the field, and when a plurality of openings are to be formed on the wall, There is a problem that it is not suitable.

In order to solve the above problems, the present invention provides a shear stiffener having a double anchorage function of upper and lower registration numbers 10-0971736 shown in Fig. 1, And an upper and lower anchor heads 34 spaced apart from upper and lower ends by spacers 32 at upper and lower portions of the truss.

The prior art shear stiffeners are formed in a truss shape to increase the structural performance of the truss, and anchor heads installed at the upper and lower portions of the truss have an anchorage function, thereby maximizing the shear reinforcement performance.

However, since the trusses and anchor heads constituting the shear stiffeners are made of steel bars or steel pipes, economical efficiency is lowered due to the use of an excessive amount of steel and the weight of the trusses and the anchor heads is large. It takes a lot of manpower. In addition, since members used for manufacturing shear stiffeners do not have standardized specifications, it is necessary to individually manufacture members according to the required specifications at each site, and it is not easy to change specifications according to the magnitude of the required stress, There is a problem in that a member constituting the shear reinforcement applied to the structural part can not be used for other structural parts.

SUMMARY OF THE INVENTION The present invention has been made to solve the above-mentioned problems of the prior art, and it is an object of the present invention to provide a steel pipe having a semi-closed rectangular cross- And it is an object of the present invention to provide a shear reinforcement structure for a column-slab joint of a building using a shear member which is easily formed and easily formed into various standards.

According to a preferred embodiment of the present invention, there is provided a method of manufacturing an optical module comprising a horizontal leg and a vertical leg, each having a cross-sectional shape or a cross-sectional shape and each end face of the vertical legs facing each other, The upper lattice is formed by bending a reinforcing bar in a zigzag shape. The upper lattice is joined to a vertical bending part of the vertical leg. A lower lattice is joined to one side of a vertical leg of the lower section steel, Two unit members made of the same material; Wherein the unit members are joined so that upper and lower sections of the unit members are symmetrical with respect to a vertical axis.

According to another embodiment of the present invention, the first lattice roots of the unit members are staggered from each other.

According to another embodiment of the present invention, the two unit members are formed to be spaced apart from each other, and spacers formed by bending the reinforcing bars in zigzag form between the upper section steel and the lower section steel are joined to each other, Wherein the front end member is provided with a front end member.

According to another embodiment of the present invention, the reinforcing bars are formed by being bent in a zigzag shape, and upper bending portions are joined to the other side of the vertical legs of the upper portion steel, and the lower bending portions are joined to the vertical legs of the lower portion steel, And a second lattice roughening the second lattice roots.

According to another embodiment of the present invention, a front end member is provided, wherein a plurality of through holes are formed in at least one of the upper and lower sections.

According to another aspect of the present invention, there is provided a column-slab joint of a reinforced concrete building, comprising: a plurality of front end members positioned around a column in a direction perpendicular to the respective surfaces of the column, Wherein the front-end members positioned on one axis are connected by an upper connection member placed in line with the one axis, and the front-end members positioned on the other axis are connected by a lower connection member placed in alignment with the other axis. A shear reinforcement structure is provided.

According to another embodiment of the present invention, in the opening portion of the reinforced concrete building, a stud bolt is attached to both upper and lower ends of the front end member, the front end member being horizontally positioned above the opening portion. , And a shear reinforcement structure of the opening end portion using the front end member is provided.

Since the members constituting the shear member according to the present invention can be manufactured by simple processing of the ready-made article, manpower and cost for manufacturing can be reduced. The front end member can have various specifications by varying the interval of each of the section steel and the bending interval of the first lattice root constituting the front end member, thereby making it possible to utilize the front end member in place.

Since the lattice structure constituting the shear member is made of reinforcing bars, it is possible to reduce the amount of steel used in the fabrication of the shear member, and it is easy to lay the reinforcing bars through the shear members. In addition, It can be put into place.

The front end member can be configured to have a semi-closed rectangular cross section, and the sectional performance is also excellent.

When the unit members of the front end member are joined to each other so that the horizontal legs of the upper and lower sections are opposed to each other, the upper and lower sections have the effect of restricting the concrete placed in the front end member by wrapping the edges of the front end members.

When the unit members of the front end member are joined to each other so as to face the vertical legs of the upper and lower sections, the upper and lower ends of the front end member serve as more effective anchors.

When the first lattice roots of the unit members are arranged to be offset from each other, the load acting on all the upper and lower directions of the front end member can be effectively supported.

The through holes are formed in the upper and lower sections so that the concrete can be poured tightly when the concrete is poured, and the reinforcing bars passing through the upper and lower sections can be easily placed.

When the shear member is applied to the joining portion of the column and the slab, the shear member has a good cross-sectional performance and has a well-formed structure with the concrete, thereby increasing the stiffness against the shear force of the slab. The shear members placed on the same axis are connected by the upper and lower connecting members to have a continuous structure, thereby effectively coping with shear stress acting on the slab.

When the front end member is applied to the opening end portion, the shear reinforcement effect is further increased by attaching stud bolts.

The front end member may also be utilized as a beam member which is excellent in bending stiffness and is subjected to warping.

1 is a perspective view of a 'shear stiffener having a double anchorage function in each of the upper and lower sides' as a prior art.
2 is an embodiment of a front end member according to the present invention.
3 is a perspective view of a front end member in a case where a section of the front end member has a L-shaped cross section and two unit members are joined so that the vertical legs of the upper and lower sections are opposed to each other.
FIG. 4 is a perspective view of a front end member in the case where at least one of the upper and lower sections of the unit member has a cross section. FIG.
FIG. 5 is a perspective view of the front end member in the case where the first lattice roots are arranged alternately.
Fig. 6 is a perspective view of the front end member in the case where a spacer is further formed. Fig.
FIG. 7 is a perspective view of a case where a second lattice root is further formed on the front end member. FIG.
Fig. 8 is an explanatory view showing that the shear member is applied to a joint portion of a column-slab to form a shear reinforcement structure.
Fig. 9 is an explanatory view of a shear reinforcement structure applied to the opening portion of the front end member; Fig.
Fig. 10 is an explanatory view of the case where the front end member is used as a beam member. Fig.

Hereinafter, embodiments of the present invention will be described in detail with reference to the accompanying drawings. In the following description of the present invention, however, it is to be understood that the present invention is not limited to the disclosed embodiments.

2 is a perspective view of a front end member 100 according to the present invention.

The shear member 100 according to the present invention includes upper and lower sections 110 and 120 having horizontal and vertical legs, respectively, and having end faces of the vertical legs facing each other and spaced apart from each other. The upper and lower beams 110 and 120 are bent in a zigzag shape. The upper bend is joined to one side of the vertical leg of the upper beam 110, and the lower bend is joined to one side of the vertical leg of the lower beam 120, And a first lattice root (130) connecting the first lattice root (120) to the first lattice root (130); The unit members U are formed by joining the upper and lower sections 110 and 120 of each unit member U symmetrically with respect to the vertical axis.

The upper and lower sections 110 and 120 constituting the front end member 100 are made of an a-shaped or T-shaped steel and the first lattice root 130 is also formed by bending and shaping a prefabricated reinforcing bar into a zigzag shape. The members constituting the 'shear stiffener having the double anchorage function of each of the upper and lower anchors' according to the prior art have a form that can be applied only to the above-mentioned prior art, so that the constituent members have to be specially manufactured or the semi-finished products have to be specially processed according to the above- The members constituting the shear member 100 according to the present invention can be manufactured by simply cutting or bending the prefabricated product, thereby reducing manpower and cost for production.

Even if the required strength of the building to which the shear member 100 is applied needs to be different for different shear members 100, the spacing of the beams 110 and 120 and the bending interval of the first lattice root 130 It is possible to easily manufacture the front end members 100 of different specifications only by doing different things.

The unit member U composed of the upper and lower sections 110 and 120 and the first lattice frame 130 is formed in a truss shape so as to support a large force even when the unit member U is made of a thin wire. Since the first lattice root 130 serving as a workpiece is formed by one member having a zigzag shape instead of being separated by broken portions, it is easy to manufacture and manage the unit member U.

As the first lattice root 130 is made of reinforcing steel, the amount of steel used for manufacturing the front end member 100 can be reduced and the weight of the front end member 100 is reduced. The open form of the shear member 100 facilitates the work of reinforcing the reinforcing bars through the shear member 100 and allows the concrete to be evenly poured into the end face of the shear member 100, So that the synthesis of the compound is effectively carried out.

The shear force of the shear member 100 according to the present invention is supported by the first lattice root 130 vertically disposed between the upper section steel 110 and the lower section steel 120. However, , 120) also reinforces the shear stress by restraining the concrete, thereby enhancing the shear reinforcement performance of the shear member (100).

The unit members U are symmetrically joined to each other so that the front end member 100 has a long rectangular cross section as a whole. When the unit member U has such a semi-closed rectangular cross section, the cross sectional performance of the front end member 100 So that the shape of the front end member 100 made of a plurality of wire rods can be firmly maintained. The sections 110 and 120 located at the corners of the shear member 100 themselves have a cross-section or a cross-section to further enhance this characteristic. If the upper and lower anchor heads 34 serve as intermittent anchors in the prior art shown in FIG. 1, the sections 110 and 120 of the shear member 100 according to the present invention serve as continuous anchors And the shear strength can be improved in the synthesis with concrete.

2 and 3 show a front end member 100 in which upper and lower sections 110 and 120 have a Lempical section, When the horizontal legs of the lower sections 110 and 120 are joined to each other, the upper and lower sections 110 and 120 surround the edges of the front section 100 to constrain the concrete placed in the front section 100 Effect.

Alternatively, the two unit members U may be joined so that the vertical legs of the upper and lower sections 110 and 120 face each other, as shown in FIG. In this case, the front end member 100 has a cross-sectional shape close to the letter I, so that the plurality of front end members 100 can be efficiently arranged in accordance with required rigidity.

4 (a) shows a front end member 100 in which the upper and lower beams 110 and 120 have a rhombic cross section. In FIG. 4 (b), the upper section steel 110 has a rhombic cross- The section 120 is shown with a shear member 100 having a cross section. In these cases, the outwardly projecting horizontal legs improve the anchoring effect of the front end member 100.

As shown in FIG. 3, a stud bolt B is further attached to the space between the horizontal legs and the vertical legs of each of the sections so as to improve the integrity with the concrete.

The first lattice roots 130 of each unit member U may be staggered from each other as shown in Fig. In the case of a horizontally arranged member, it is usual to receive a downward load acting perpendicularly to the member. However, when the member is installed in a portion where buoyancy occurs, or when an earthquake occurs, a vertical load However, if the first lattice roots 130 are arranged alternately to each other, it is possible to effectively support a load acting in all directions.

2, the unit members U may be joined so that the members 110 and 120 are directly contacted with each other, but the unit members U may be separated from each other, And the gap members 140 having a zigzag shape may be joined between the lower members 120 and the lower members 120 to connect the unit members U. 6 is a perspective view of the front end member 100 in which the spacers 140 are further formed.

The spacers 140 may be formed by bending a reinforcing bar into a zigzag shape similar to the first lattice rope 130 so as to facilitate the fabrication of the shear member 100. The shear member 100 may be a lightweight semi- . ≪ / RTI >

A second lattice root 150 having a zigzag shape may be further formed on the vertical legs of the upper and lower sections 110 and 120. Fig. 7 is a perspective view of the front end member 100 further having the second lattice root 150. As shown in Fig. The upper and lower end portions of the second lattice root 150 are joined to the vertical legs to connect the upper and lower section steels 110 and 120 in the same manner as the first lattice root 130.

As the shear member 100 has the second lattice roots 150 and the shear member 100 has the double lattice roots 130 and 150, the shear member 100 has a more rigid structure.

Just as lattice roots 130 and 150 can be formed as inner and outer double, the spacers 140 can also be formed as inner and outer double.

A plurality of through holes (H) may be formed in at least one of the upper and lower sections (110, 120). 2B shows a front end member 100 in which the through holes H are formed in the respective horizontal legs of the upper and lower sections 110 and 120. The through holes H are formed in the through- Of course, be formed not only in the horizontal leg but also in the vertical leg.

When the concrete is poured after the front end member 100 is installed in the portion where the front end reinforcement is required, the concrete can be poured tightly into the space between the end faces of the upper and lower beams 110 and 120 After the concrete is cured, it gives a perfobond effect to increase the shear performance. In addition, by allowing the reinforcing bars to pass through the front end member 100 when the reinforcing bars are laid, the reinforcing bars can be easily positioned without being affected by the position of the front end members 100. [

Hereinafter, a description will be made of a shear reinforcement structure in which the shear member 100 is applied to a reinforced concrete structure. The shear member 100 is applied to the joining portion and the opening portion of the columnar slab, 100) can be applied, but the present invention is not limited to this, and can be applied to any portion where a base of a column, a column-column junction, an underground retaining wall, a beam, or the like requires shear reinforcement. As described above, since the front end member 100 according to the present invention can easily form various sizes of the front end member 100, various front end members 100 can be manufactured according to the distribution and the size of the required stress, .

FIG. 8 shows the shear member 100 applied to a column-slab joint.

The front-end reinforcing structure of the column-slab joint is composed of a plurality of front-end members 100 positioned around the column 200 in a direction perpendicular to the respective surfaces of the column 200, The front end members 100 positioned on one axis are connected by the upper connection member C1 placed in line with the one axis and the front end members 100 positioned on the other axis are connected by the lower connection member C2 placed coinciding with the other axis can do.

In the portion where the column 200 and the slab 300 are joined to each other in the flat plate structure, excessive stress concentration occurs around the column 200 and shear fracture may occur. The shear member 100 may cause shear failure So that the stiffness of the slab 300 against the shearing force is increased.

Since the upper section steel 110 and the lower section steel 120 are vertically spaced and the front section 100 has a longitudinally long section, the front section 100 has excellent stiffness against shear force. Since the upper section steel 110 and the lower section steel 120 are connected by the lattice roots 130 and 150 so that the shear member 100 has an open structure, concrete is evenly poured into the section of the shear member 100 The shear reinforcement effect of the shear member 100 increases due to the combined effect of the linear upper and lower beams 110 and 120 and the lattice roots 130 and 150 and concrete. If necessary, it is easy to insert a reinforcing bar through the inside of the end surface of the shear member 100.

The front end members 100 placed on the same axis are connected by the upper coupling member C1 or the lower coupling member C2 to have a continuous structure and thus can effectively resist the shearing stress acting on the slab 300 have.

8, the upper and lower coupling members C1 and C2 may be connected to the lattice roots 130 and 150, but they may be connected to the upper and lower sections 110 and 120, The lower joints C2 are spaced apart from each other at the height of the lower section steel 120 below the cross section at the level of the upper section steel 110 on the cross section of the column 200, Since the upper and lower connecting members C1 and C2 are vertically arranged so that they can be easily disposed, they may be arranged to contact with each other at similar heights if they are not completely matched. So that the upper part can be reinforced.

The upper and lower coupling members C1 and C2 may be formed in a straight line as shown in the drawing, or may be formed in a zigzag shape like the lattice roots 130 and 150.

The shear reinforcement structure of the column-slab joint may be similarly applied to the lower part of the foundation column. In this case, the shear member 100 positioned on one axis is formed integrally with the shear member 100 positioned on the other axis. And then integrated with the coupling members C1 and C2.

Fig. 9 is an explanatory diagram of a case where the front end member 100 according to the present invention is applied to the opening portion.

The shear reinforcement structure in the opening portion includes a front end member 100 positioned horizontally above the opening portion S and a stud bolt 160 is attached to both upper and lower ends of the front end member 100.

Since the opening S formed in the wall of the building is an empty space, it is necessary to reinforce the periphery of the opening, especially the upper part of the opening, because it can not support the load acting on the upper part. It plays a role.

9, the front end member 100 is formed so as to extend beyond both ends of the width of the opening S at the upper portion of the opening portion S so that the load acting on the upper portion of the opening portion S is larger than the load acting on the upper portion of the opening portion S, To be transmitted to the wall. The stud bolts 160 formed on the upper and lower ends of the front end member 100 enable the concrete constituting the wall and the front end member 100 to be firmly combined to improve the shear reinforcement effect of the front end member 100.

The upper and lower sections 110 and 120 and the lattice roots 130 and 150 of the shear member 100 are linear members but the upper and lower sections 110 and 120 have flat surfaces. 160 can be easily attached.

As described above, the front end member 100 can be applied to an underground retaining wall. Since the horizontal retaining force acts on the under retaining wall due to the earth pressure, the front end member 100 is divided into the upper and lower sections 110 and 120 ) Should be placed in the direction of the inner and outer surfaces of the underground retaining wall, not the up and down directions.

As described above, the shear member 100 according to the present invention may be used as a member to be embedded in concrete and to reinforce shear. However, since the upper and lower steel beams 110 and 120 having excellent cross- And is arranged in the longitudinal direction of the member 100, and has excellent bending stiffness, so that it can be utilized as a member subjected to warping. 10 is a cross-sectional view of a case where the front end member 100 is used as a beam member and the slab P is mounted on the upper end of the front end member 100 as an example.

While the present invention has been described in connection with what is presently considered to be practical exemplary embodiments, it is to be understood that the invention is not limited to the disclosed embodiments, but, on the contrary, It will be obvious that various modifications may be made within the scope of the idea. It is therefore intended that such modifications are within the scope of the invention as set forth in the claims.

100: shear member 110: upper section steel
120: lower section steel 130: first lattice root
140: Interval material 150: Second lattice root
160: Stud bolt 200: Column
300: Slab
C1: Upper connector C2: Lower connector
H: through hole S: opening
U: unit member

Claims (7)

delete delete delete delete delete In a column-slab joint of a reinforced concrete building,
The front end members (100) positioned on the one axis of the vertical axis and the horizontal axis of the column cross section are arranged in a direction coinciding with the uniaxial axis The front end members 100 placed on the other shaft are connected by the lower connecting member C2 laid in correspondence with the other shaft;
The front end member (100) includes upper and lower sections (110, 120) having horizontal and vertical legs and having a cross section or a cross section and having end surfaces of the vertical legs facing each other with an interval therebetween, The upper and lower beams 110 and 120 are formed by bending the reinforcing bars in a zigzag shape, and the upper bent portions are joined to one side of the vertical legs of the upper section steel 110 and the lower bent portions are joined to one side of the vertical legs of the lower section steel 120. (U) comprising a first lattice root (130) for connecting the first unit lattice (130); The unit members U are joined such that the upper and lower sections 110 and 120 of the unit members U are symmetrical with respect to the vertical axis and the first lattice roots 130 of the unit members U And a plurality of through holes (H) are formed in at least one of the upper and lower sections (110, 120).
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