KR20200069282A - Pre-fabricated column with angle-type reinforcing bar - Google Patents

Abstract

The present invention relates to an angle type prefabricated column, which can improve manufacturing efficiency in a factory and constructability in a site. Provided is the angle type prefabricated column, in which a portion bent at 90 degrees is formed in a circular arc shape. The angle type prefabricated column includes: four primary main angles spaced apart from each other to be vertically arranged in a corner position of the column; a plurality of auxiliary bars arranged in parallel with the four primary main angles; a cross-shaped bonding beam provided between the four primary main angles to fix a composite beam; and a support bracket coupling the four primary main angles to connect the same to each other and supporting the cross-shaped bonding beam.

Description

Pre-fabricated column with angle-type reinforcing bar}

The present invention relates to a pre-assembled pillar, specifically, to a pre-assembled pillar using an angle.

Construction industry framing construction can be divided into reinforced concrete structure, steel structure, and steel reinforced concrete structure.

The most commonly applied reinforced concrete structure is a method of constructing directly on the site using only concrete and reinforcing bars, and installing formwork directly on the site, which has the advantage that the construction cost is the cheapest compared to the other two methods. However, almost all of the work and costs are incurred on site, and among the above three methods, the construction period is the longest and the weather is greatly affected. In addition, there is a high degree of dependence on manpower in the field, and recently, the labor cost of rebar and carpenters has increased, which makes it difficult to supply manpower and the cost of construction is also increasing.

The steel structure has the advantage of shortening the construction period because it can minimize the impact of the weather due to the factory construction of the steel member and the dry method at the site, but it costs more than the steel reinforced concrete construction because it takes more steel than other construction methods. This is a high construction method.

Steel reinforced concrete structure can be said to be a fusion of steel structure and steel concrete structure. It is a method that can make the strongest structure by compensating structural shortcomings that cannot be solved by steel frame with steel bars and concrete. However, the use of steel frame has a factor to increase the construction cost, and there are still disadvantages of installing formwork and pouring concrete at the site.

Therefore, there is a need for a method that can be effectively applied to the site by combining the advantages of the above methods and combining heterogeneous parts between processes.

At present, the construction market has a lot of bad news rather than good news, such as severe manpower shortages and instability of raw material prices, and the most serious problem is that the high-tech technicians continue to decrease and it is not possible to supply manpower on time.

For this reason, the market in the architectural market is gradually changing to a construction method that can simplify construction methods and minimize manpower input at the site, that is, a structure or product can be constructed in a factory to be constructed simply and quickly. Among the various types of construction methods created for the above reasons, there are many pre-assembled products and construction methods that produce and construct pillars or beams in factories, but there are many areas to be improved, such as lack of cost competitiveness due to early market entry or use of unnecessary steel. Is also emerging.

This is also the reason why the necessity of pre-assembly method of major structural parts, which has reduced the dependence on site work, which is the biggest drawback of reinforced concrete construction, and combined the manufacturing method of factory, which is the advantage of steel structure, has been highlighted. The pre-assembly method can satisfy two conditions: the economics of reinforced concrete columns and the constructability of steel structures.

However, when installing a rebar pre-assembled column, it is difficult to secure verticality due to the characteristics of the reinforcing bar even if it is constructed by calculating the degree of construction independence. It often happens.

Patent Literature 1: Korean Registered Patent No. 1233693 (2013. 02. 08), "Seismic joining structure of steel frame reinforced concrete pillars and steel beams using a-beam" Patent Literature 1: Korean Registered Patent No. 0898283 (2009. 05. 12), "Steel frame columns for SRC pillars with pre-assembled rebars and steel frame construction method using the same"

It is an object of the present invention to provide an angle-type pre-assembled pillar capable of improving the efficiency of factory production and the constructability in the field.

In order to achieve the above object, the angle-type pre-assembled pillar according to an embodiment of the present invention, the four primary parts are vertically spaced apart from each other at the corner position of the pillar as an angle of the portion bent at 90 ° arc shape Main angle; A plurality of auxiliary muscles arranged side by side with the four primary main angles; A cross-shaped junction beam provided between the four primary main angles to fix the composite beam; And a support bracket that is coupled to connect the four primary main angles to support the cross-shaped junction beam.

At this time, the cross-shaped junction beam, a first composite beam connector disposed to pass through the pillar; And a second composite beam connector that is disposed to pass through the pillar and is vertically connected to the first composite beam connector.

At this time, the first composite beam connecting body, as a prefabricated composite beam structure for fixing a large (大) composite beam connected to the pillar, a pair of first web plate; And a first lower plate that forms a bottom by combining with a lower flange of the first web plate, and the second composite beam connecting body is a prefabricated composite beam structure for fixing a small composite beam connected to the pillar, A pair of second web plates; And it may include a second lower plate to form a bottom in combination with the lower flange of the second web plate.

At this time, the first web plate and the second web plate are each provided with an inner upper flange horizontally bent in a portion in the inner position of the pillar, and outwardly in a portion positioned outside the pillar. A horizontally bent outer upper flange may be provided.

In addition, each of the first lower plate and the second lower plate may have a through hole in a portion passing through the center of the pillar.

Meanwhile, the first composite beam connecting body may include a pair of connecting plates connected to opposite second web plates inside the surface to which the second web plate is attached.

In addition, further comprising four secondary primary angles extending the four primary primary angles, the four primary primary angles are formed to a length corresponding to the height of the deck surface formed by the composite beam, The secondary main angle may be connected through a separation bracket spaced a predetermined distance from the end of the primary main angle to the inside of the pillar.

In addition, the cover plate disposed outside the primary main angle of the portion where the cross-shaped joint beam is disposed may be further included.

According to the angle-type line assembly pillar according to an embodiment of the present invention,

First, after the main structure of a building structure is manufactured in a factory, which is a method of manufacturing the same structure as a steel structure by using an angle, a pre-assembled pillar in the form of a finished product can be installed on the site.

Second, the application of a cross-shaped joint beam connecting the pillars and beams ensures precision and seismic resistance, and the arrangement of angles is arranged as much as possible at the corners of the pillars, facilitating the penetration of the cross-shaped joint beams, thereby increasing plant construction and site construction. have.

1 is a perspective view of an angle-type line assembly pillar according to an embodiment of the present invention.
FIG. 2 is a plan view of the angled line assembly pillar shown in FIG. 1.
FIG. 3 is a perspective view looking up at the angled line assembly pillar shown in FIG. 1.
FIG. 4 is a perspective view showing the cross-shaped junction beam shown in FIG. 1.
FIG. 5 is a side view of the angled line assembly pillar illustrated in FIG. 1.
FIG. 6 is a perspective view of another direction of the angled line assembly pillar illustrated in FIG. 1.
FIG. 7 is a perspective view illustrating that a cover plate is further applied to the angled line assembly pillar illustrated in FIG. 1.
8 is a perspective view of the angled line assembly column of FIG. 7 as viewed from another direction.
9 is a perspective view of an angle type line assembly pillar according to another embodiment of the present invention.
FIG. 10 is a perspective view of an angled line assembly pillar illustrated in FIG. 9.
FIG. 11 is a plan view of the angled line assembly column illustrated in FIG. 9.

Hereinafter, preferred embodiments of the present invention will be described in detail with reference to the accompanying drawings. Note that, in the accompanying drawings, the same components are denoted by the same reference numerals as possible. In addition, detailed descriptions of well-known functions and configurations that may obscure the subject matter of the present invention will be omitted. For the same reason, some components in the accompanying drawings are exaggerated, omitted, or schematically illustrated.

1 is a perspective view of an angled line assembly pillar according to an embodiment of the present invention, FIG. 2 is a plan view of the angled line assembly pillar shown in FIG. 1, and FIG. 3 is looking up at an angled line assembly pillar shown in FIG. 1. FIG. 4 is a perspective view showing the cross-shaped junction beam shown in FIG. 1, FIG. 5 is a side view of the angled line assembly pillar shown in FIG. 1, and FIG. 6 is an angled line assembly pillar shown in FIG. It is a perspective view of different directions.

1 to 6, the angle-type line assembly pillar 1000 according to an embodiment of the present invention includes a primary primary angle 100, an auxiliary muscle 210, a stiffener 220, and a support bracket 300. , Cross-shaped junction beam (T) and secondary primary angle (800).

The primary main angle 100 is an angle in which a portion bent at 90° has an arc shape and is vertically spaced apart from each other at a corner position of the pillar. Four primary primary angles 100 are provided to form the pillar. Each primary main angle 100 is arranged such that the bent portion becomes the edge of the pillar.

Depending on the practitioner, the primary primary angle 100 may use a common a-beam, but is preferably implemented as a steel bent in a round shape for ease of engagement with the stiffener 220.

The strip reinforcing bar 220 is coupled in multiple stages to the outside of the primary primary angle 100 while wrapping the outer side of the primary primary angle 100 so that the corners are arc-shaped. The reinforcing bar 200 may be used for welding reinforcing bar, and the reinforcing bar 200 may have an inner surface radius R of the bent portion 2 to 10 times the nominal reinforcing bar diameter d.

The primary main angle 100 and the reinforcing bar 220 are each joined by spot welding.

When the primary main angle 100 is implemented as a regular a-beam, it is difficult to secure the close contact of the stiffeners 220 due to the corners. Since the reinforcing bar 220 is in close contact with the round surface of the primary main angle 100, continuity can be secured to constrain the concrete inside the column. (confinement effect)

The auxiliary roots 210 are a plurality of auxiliary reinforcing bars arranged in parallel with the four primary main angles 100. The auxiliary muscle 210 is coupled to the reinforcing bar 220 by spot welding. The number of auxiliary muscles 210 used may be appropriately adjusted according to the cross-sectional size of the pillar 1000.

It is preferable that the auxiliary reinforcing rod 210 and the reinforcing bar 220 use reinforcing bars for welding, respectively. That is, it excludes the use of the conventional rebar and welds the auxiliary reinforcing bar 210 and the reinforcing bar reinforcing bar 220 using large-diameter welding reinforcing bars (SD500W, SD400W, etc.) to secure independence and constructability.

The reinforcing bar for welding is specially manufactured to increase the carbon content so that welding is easy in the processing plant. The carbon content of ordinary reinforcing bars is 0.2 to 0.3%, in the case of H-beams, about 0.2%, and for welding, reinforcing bars are 0.4% or more. In the case of general reinforcing bar, undercut phenomenon in which the strength is weakened when welding is performed, but in the case of reinforcing bar for welding, there is no problem.

The cross-shaped joint beam T is provided between the four primary main angles 100 to fix the composite beams 600 and 700 that are connected.

The cross-shaped junction beam T is composed of a first composite beam connector 400 and a second composite beam connector 500.

The first composite beam connecting member 400 is disposed to pass through the pillar 1000. That is, the primary primary angle 100 and the neighboring primary primary angle 100 are disposed in a form of being struck, and are supported by being provided in a form connecting between the primary primary angles 100.

In order to prevent departure during transportation, the support bracket 300 and the cross-shaped joint beam T may be welded. In addition, an auxiliary support bracket 310 for fixing the upper side of the cross-shaped joint beam T may be further provided for rigid fixing.

The first composite beam connecting member 400 is for fixing the large composite beam 600 connected to the pillar 1000, and has the same prefabricated composite beam structure as the connected large composite beam 600.

Referring to FIG. 4, the first composite beam connector 400 includes a pair of first web plates 410, a first lower plate 420, and a connecting plate 430.

The first composite beam connecting member 400 is formed to have the same cross-section as the cross-section of the composite beam (synthetic beam (大), 600) to be connected.

The first web plate 410 is an upper flange 411 horizontally bent in an outward direction, a lower flange 413 horizontally bent inward at the bottom, and a web 412 connecting the upper flange 411 and the lower flange 413. It includes.

The upper flange 411, the web 412, and the lower flange 413 may be formed by bending an integral steel sheet. That is, the first web plate 410 may be formed by bending one steel sheet.

Although one end of the first composite beam connecting member 400 has been described, since the first composite beam connecting member 400 is symmetrical around the pillar 1000, the opposite end has the same shape.

Meanwhile, the upper flange 411 horizontally bent in the outer direction is not placed in a portion located inside the pillar 1000 to prevent interference with the primary main angle 100.

In order to compensate for the strength of the flange, a portion located inside the pillar 1000 (that is, a region formed by the primary main angles 100) is welded with an a-shaped steel or a bending steel to the upper inner side of the web 412. The upper flange 414 horizontally bent in the inner direction is formed. At this time, the horizontally bent upper flange 414 is formed to extend to the outer portion of the pillar 1000 and may overlap the upper flange 411.

The first lower plate 420 is combined with the lower flange 413 of the first web plate 410 to form the bottom of the first composite beam connection 400. In this case, a through hole H may be provided in the portion where the first lower plate 420 passes through the pillar 1000 for easy pouring of concrete. In the illustrated example, the through-hole H is supposed to be square, but this is only one of the embodiments, and the shape of the through-hole H may be implemented in a circular shape depending on the size and cross-sectional shape of the pillar 1000. In some cases, it may be omitted.

The second composite beam connecting member 500 includes a pair of second web plates 510 and a second lower plate 520.

The second composite beam connecting member 500 is also formed to have the same cross-section as the cross-section of the composite beam (synthetic beam (small), 700) to be connected.

The second web plate 510 includes an upper flange 511 horizontally bent outward, a lower flange 513 horizontally bent inward at the bottom, and a web 512 connecting the upper flange 511 and the lower flange 513. It includes.

The second composite beam connecting member 500 is disposed to pass through the pillar 1000, and is vertically connected to the first composite beam connecting member 400.

That is, the second composite beam connector 500 should be disposed to pass through the pillar 1000, but when formed in one piece, it is blocked by the first composite beam connector 400, so that both sides of the first composite beam connector 400 are formed. It is connected in the form of bonding to.

In FIG. 4, only one second composite beam connector 500 connected to one web of the first composite beam connector 400 is shown, but this is for the sake of brevity only, and the second composite beam connector 500 is also provided on the other side. Combine in a symmetrical form.

When forming the second web plate 510, the upper flange 511, the web 512 and the lower flange 513 may be formed by bending the integral steel sheet. That is, the second web plate 510 may be formed by bending one steel sheet.

Meanwhile, the upper flange 511 horizontally bent in the outer direction is not placed in a portion positioned inside the pillar 1000 to prevent interference with the primary main angle 100.

In order to compensate for the strength of the flange, a portion located inside the column 1000 (that is, a region formed by the primary main angles 100) is welded with an a-shaped steel or a bending steel to the upper inner side of the web 512. An upper flange 514 horizontally bent in the inner direction is formed. At this time, the horizontally bent upper flange 514 is formed to extend to the outer portion of the pillar 1000 and may overlap the upper flange 511.

The second lower plate 520 is combined with the lower flange 513 of the second web plate 510 to form the bottom of the second composite beam connector 500.

Meanwhile, the first composite beam connector 400 further includes a connection plate 430 for connection continuity of the second composite beam connector 500.

The connection plate 430 is a plate that connects the second web plate 510 connected to the opposite side from inside the surface to which the second web plate 510 is attached.

The connecting plate 430 is coupled to the inner surfaces of both side first web plates 410 by welding. At this time, since the second web plate 510 is a pair, the corresponding connection plate 430 must also be provided in a pair.

A lower plate connecting plate 440 connecting the second lower plate may be further provided according to the size of the pillar 1000 and the size of the second composite beam connecting member 500.

In the building, the lower floor must support the weight of the upper floor, so the cross-sectional area of the pillar is determined according to the load. However, since the load to be supported decreases toward the upper layer, there is no need to form the cross-sectional area of the pillar the same as the lower layer.

When the cross-section size of the pillar 1000 is reduced, the primary main angle 100 is formed to have a length corresponding to the height of the deck surface formed by the composite beams 600 and 700.

That is, it is preferable to form a length corresponding to the pour height of the deck so that the primary main angle 100 does not protrude from the bottom surface of the corresponding layer supported by the composite beams 600 and 700.

The pre-assembled pillar 1000 further includes four secondary main angles 800 extending from the four primary main angles 100.

At this time, the secondary main angle 800 is connected through a separation bracket B spaced a predetermined distance from the end of the primary main angle 100 to the inside of the pillar.

The separation bracket (B) is a combination of flat iron by welding, and is formed to have a width equal to the width of the pillar to be reduced.

The secondary main angle 800 is preferably a rib-round angle in which the portion bent at the same 90° as the primary main angle 100 has an arc shape.

The strip reinforcing bar 220 is coupled in multiple stages to the outside of the secondary main angle 800 while surrounding the outer side of the secondary main angle 800 so as to have a circular arc shape.

The overall length of the column 1000 (the length of the primary main angle 100 and the secondary primary angle 800-1) is limited for easy transportation. The length of the secondary main angle 800 can be divided by a suitable line, and the upper assembly line pillars can be connected using the connecting hardware 900.

As described above, the pre-assembled pillar 1000 according to the present invention has a pre-assembled shape up to a portion where the cross-sectional area of the pillar is reduced, so that the time required for field installation can be shortened.

FIG. 7 is a perspective view illustrating that the cover plate is further applied to the angled line assembly pillar illustrated in FIG. 1, and FIG. 8 is a perspective view of the angled line assembly pillar of FIG. 7 viewed from another direction.

The illustrated embodiment includes a cover plate CP disposed outside the primary main angle 100 of the portion where the cross-shaped junction beam T is disposed.

The cover plate CP is formed by bending and welding steel. In a space consisting of the primary main angle 100, a certain distance (that is, the thickness of the concrete coating) is spaced apart.

Since the shape of the part where the cross-shaped junction beam T and the primary main angle 100 are connected is complicated, it takes a lot of time when installing the formwork in the field. Particularly in the case of high floor height, human/physical requirements such as preparing a temporary stand for work are caused. Therefore, when assembling the pre-assembled pillar 1000 at the factory, the cover plate CP serving as a formwork can be integrally formed to increase convenience of field assembly.

9 is a perspective view of an angled line assembly pillar according to another embodiment of the present invention, FIG. 10 is a perspective view looking up at the angled line assembly pillar shown in FIG. 9, and FIG. 11 is an angled line assembly pillar shown in FIG. 9 It is a top view.

As shown, the angle type line assembly pillar 1000' according to another embodiment of the present invention is an example in which the beam is made of H-shaped steel.

The primary primary angle 100, the secondary muscle 210, the reinforcing bar 220, the support bracket 300, the cross-shaped joint beam (T), and the secondary primary angle 800 are the same as in the embodiment of FIG. 1 and are repeated. The description will be omitted.

In this embodiment, the cross-shaped junction beam (T) is implemented in the form of an H-beam, and connection is made with the H-beam.

The embodiments of the present invention disclosed in the present specification and drawings are merely to provide a specific example to easily explain the technical content of the present invention and to understand the present invention, and are not intended to limit the scope of the present invention. It is obvious to those skilled in the art to which the present invention pertains that other modifications based on the technical spirit of the present invention can be implemented in addition to the embodiments disclosed herein.

1000, 1000': Angle type pre-assembled pillar
100: primary angle
210: Auxiliary root 220: Band reinforcing bar
300: support bracket 400: first composite beam connection
500: second composite beam connection 800: secondary main angle

Claims (2)

Four primary main angles which are bent at 90° and are vertically spaced apart from each other at a corner position of the pillar as an arc-shaped angle;
A plurality of auxiliary muscles arranged side by side with the four primary main angles;
A cross-shaped junction beam provided between the four primary main angles to fix the composite beam; And
It comprises a support bracket for supporting the cross-shaped joint beam by coupling to connect between the four primary main angle,
The cross-shaped junction beam,
A first composite beam connector disposed to pass through the pillar; And
Arranged to pass through the pillar, it is composed of a second composite beam connector that is vertically connected to the first composite beam connector,
The first composite beam connection,
A prefabricated composite beam structure for fixing a large composite beam connected to the pillar,
A pair of first web plates; And
It includes a first lower plate to form a bottom in combination with the lower flange of the first web plate,
The second composite beam connector,
As a prefabricated composite beam structure for fixing a small composite beam connected to the pillar,
A pair of second web plates; And
And a second lower plate forming a bottom by combining with the lower flange of the second web plate,
Each of the first lower plate and the second lower plate is provided with a through-hole in a portion passing through the center of the pillar. The method according to claim 1,
An angle type line assembly pillar further comprising a cover plate disposed outside the primary main angle of the portion where the cross-shaped junction beam is disposed.

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