KR101381866B1 - Pre-fabricated Steel Reinforced Concrete with steel angle - Google Patents

Abstract

The present invention is disposed vertically spaced apart from each other at the corners of the pillar to serve as the main root of the pillar, four a-beams that the corner is disposed toward the pillar edge; A plurality of strip reinforcing bars which are coupled to the outside of the a-beam while surrounding the outside of the a-beams, being segmented into four and welded while being horizontal to the outside of the a-beam; A plate-shaped coupling plate coupled to a position where beams of at least two or more surfaces of the pillar are installed to join the beams to the pillars, the both end surfaces of which are coupled to the outer surfaces of the a-beams; And reinforcing plates having both ends coupled to the inner side of the coupling plates so as to form a planar triangle with the coupling plate. It is about the prefabricated steel reinforced concrete structure using a-beam including a.
According to the present invention, since the a-shape is used instead of the large-diameter reinforcing bar in the pillar of the column, it is easy to fabricate the pre-assembly, there is an economic effect of reducing the column vertical member 25 ~ 35% compared to the PRC column, manufacturing precision compared to the PRC column Is excellent. In addition, the vertical member is used by the a-beam and mixed band reinforcement, it is possible to meet the different structural design standards, namely RC design standards and SRC design standards at the same time, while achieving reasonable structural design to ensure economic performance and performance.

Description

Prefabricated Steel Reinforced Concrete with Steel Angle

The present invention relates to a steel reinforced concrete structure, and more particularly to a pre-assembled steel reinforced concrete structure using a-beam.

Reinforced Concrete (RC) and Steel Reinforced Concrete (SRC) are subject to separate design standards. The simplest and easiest way to use a beam as a structural member is to design it according to the RC structural standards, considering it as the same as reinforcing steel, but it is not economical because it does not take advantage of the advantages of the a beam. On the other hand, while using reinforcing steel as a steel while using horizontal reinforcement instead of steel, such as section steel, SRC structural standards can reduce the volume by around 25-35%, but are unfamiliar to non-traditional forms and steel combinations. You will encounter resistance from staff.

If the horizontal or sand of the column is unified with A-beam and designed with SRC, it is sufficient to convince structural experts who are only familiar with traditional RC structures that the horizontal-steel and sand-based layout of A-beam does not follow the standard layout of RC strips. Validation data from experimental studies should be accumulated.

1 is a cross-sectional view showing a conventional SRC column, Figure 2 is a photograph showing the structure of the a-beam steel, Figure 3 is a perspective view showing a conventional pre-assembled reinforced concrete structure using a reinforcing bar.

As described above, the reason why the current technicians and experts have little understanding about the SRC design is that most construction experts still purchase the SRC only in the center of the cross section of the RC structure as shown in FIG. Because it recognizes only one. That is, the standard type of SRC columns or beams applied in the construction so far is to wrap around the H-beams 10 with reinforced concrete.

Meanwhile, the a-beam is a material of a high voltage line pylon as shown in FIG. 2 (a), a pole around a railway line, or a lightweight roof truss as shown in FIG. 2 (c), in construction. As shown in the drawings, it is mainly used as supporting hardware for tower cranes and the like, and for fittings for railings, stairs, and drainage trenches. As mentioned above, the a-beams are mainly used in lightweight structures in which the a-beams are exposed to the surface without being wrapped in concrete, and despite being abundant as structural materials, they are hardly utilized in general construction.

The present inventors have tried SRC heavy weight structure using the a-beam as a material for a long time, but until recently, the supply and demand of the a-beam was almost impossible in the domestic steel material market. In the meantime, the large a-beams exceeding the size of 100 × 100 mm are listed only in the steelmaker's catalog, but the actual supply and demand was not made properly. In particular, the a-beam made of high-strength steel to be used in the present invention is a rare special material that can be obtained only if the ship owners in large quantities, taking a long delivery schedule of two to three months until the price is higher than the ordinary section steel to deliver after order.

In recent years, however, large-scale imports of low-priced Chinese a-beams have brought about changes in the high-pressure business policies of domestic steelmakers. Now, domestic steelmakers are also trying to supply high-quality high quality steels at competitive prices in order to compete with Chinese production, and newly developed high-strength SN materials suitable for seismic structures are being supplied at a unit price that is roughly the same as that of general high strength steels. This positive market change now opens the way for the A-beams to be used as building structures instead of rebars. When I first developed rebar prefabrication methods a few years ago, I couldn't do it well.

RC structure is expensive, but it is expensive in tensile stress-inducing area of concrete with high compressive strength, but it is reasonable structure method to exert composite strength by reinforcing reinforcing bar with high tensile strength, and the unit cost of concrete is very cheap compared to other structural members. Has the advantage. However, on the other hand, the cost of the production process, such as formwork and copper barrel forming and demoulding, takes up a large part of the construction cost, and the standard curing period of concrete is 28 days. .

In order to overcome this problem, the present inventors have developed a rebar prefabricated pillar method, or a PRC column method as shown in FIG. 3 and registered a patent as Patent No.1050956. Actually, at the time, it was known at the time of development that the a-beam was most suitable as the material of the PRC pillar 20. However, in consideration of the fact that supply and demand of the large-strength high-strength a-beam was practically difficult, it was unavoidably developed by applying the large-diameter high-strength rebar instead. will be.

The PRC pillar is currently being sold smoothly, as it has been proven to be effective in reducing field work and shortening construction costs and construction periods by utilizing the characteristics of independence with only the frame even before the concrete is placed. However, welding of reinforcing bars is not familiar to conventional steel ball mills, so they have undergone many trials and errors in the early stages of production, and are still produced only at specific steel ball mills that are skilled at difficult work. In addition, although the panel zone 21 in which the beam 22 protrudes from the cross section of the PRC pillar 20 of FIG. 3 is a major structural part, the formwork of the part must be completely dependent on the site woodworking, so that quality and cost management are difficult. It is a problem. In other words, the PRC column has a limitation of being completed as a column only after attaching the beam 22 to the panel zone 21 and installing conventional formwork outside the main rod and the band reinforcement and pouring concrete into the inside. Substituting this and solving the technical challenges related to this, we can develop a column that is more economical and better than the current PRC pillar.

An object of the present invention is to propose a prefabricated steel reinforced concrete structure that can maximize the advantages of the prefabricated structure and increase the economics.

Another object of the present invention is to reduce the construction period and increase the quality of buildings by simplifying the panel zone formwork, which is the most difficult part of the existing RC or the inventors PRC column production process.

In order to achieve the above object, the pre-assembled steel reinforcement concrete structure using the a-beam according to an embodiment of the present invention are disposed vertically spaced apart from each other at the corner of the column to serve as the main root of the column, the corner is the corner of the column Four a-beams that are disposed towards; A plurality of strip reinforcing bars which are coupled to the outside of the a-beam while surrounding the outside of the a-beams, being segmented into four and welded while being horizontal to the outside of the a-beam; A plate-shaped coupling plate coupled to a position where beams of at least two or more surfaces of the pillar are installed to join the beams to the pillars, the both end surfaces of which are coupled to the outer surfaces of the a-beams; And reinforcing plates having both ends coupled to the inner side of the coupling plates so as to form a planar triangle with the coupling plate. .
At this time, between the a-beams, it characterized in that it further comprises a plurality of a-beams to serve as a secondary reinforcing bar.

delete

In addition, the end is coupled to the coupling plate, the concrete is poured into the inside may further include a cheolgolbo or cheolgolbo bracket having a U-shaped cross-section so as to serve as the formwork and the structure itself.

In addition, the cross section is a W-shape, it may further include a corner plate that is coupled to the outer surface of the cheolgolbo or cheolgolbo bracket in a position spaced apart by the coating thickness from the a-beams to serve as a permanent formwork.

According to the prefabricated steel reinforced concrete structure using a-beam according to an embodiment of the present invention,

First, since the straight line is used instead of the reinforcing bar as the main bar of the column, and it uses the a-beam that is advantageous for attachment to each member and concrete, it can be manufactured with higher precision than the PRC column that welds the bar and the main bar (vertical member) of the column It is possible to save 25 ~ 35%.

Second, by using the a-beam as a vertical member and mixing the reinforcing bars, it is possible to meet the two structural design criteria, namely the RC design criteria and the SRC design criteria, while maintaining reasonable structural design.

Third, it is possible to increase the bond with the beam by using the coupling plate, it is possible to effectively transfer the stress of one beam to the opposite beam through the reinforcing plate.

Fourth, it is possible to improve the workability by segmenting the four strip reinforcing bars and bonding them to the a-beams by welding or the like.

Fifth, the existing PRC column method is focused on reinforcing heavy bars in the corners of columns and beams in order to maximize the structural advantages of prefabricated rebar members. On the other hand, the a-beam is easy to manufacture because the shape of the cross section itself has the effect of collecting the reinforcing bars in the corner, and the welding point and the welding amount are also reduced when the band reinforcing bar is attached.

Sixth, the conventional PRC column is required for the upper and lower joint joints, but the joint portion where the end portions of the a-beams meet each other can be welded or bolted between the a-beams without a separate joint plate to improve the workability.

Seventh, by using a corner plate that serves as a permanent formwork, it is possible to absorb the error that may occur in the manufacturing and installation process of the pre-assembly column in the corner plate, the most traditional RC as well as the present inventors PRC column The production of panel zones, which is a tricky part, can be expected to shorten the formwork and minimize the air shortening and construction quality.

1 is a cross-sectional view showing a conventional SRC pillar.
Figure 2 is a photograph showing the structure of the a section steel.
Figure 3 is a perspective view showing a prefabricated reinforced concrete structure using a conventional a-beam.
Figure 4 is a perspective view showing a prefabricated steel reinforcement concrete structure using a-beam according to an embodiment of the present invention.
5 is a partial perspective view showing a pre-assembled steel reinforcement concrete structure using a-beam according to another embodiment of the present invention.
Figure 6 is a plan view showing that the beam is coupled to the prefabricated steel reinforced concrete structure using a-beam according to an embodiment of the present invention.
7 is a partial perspective view showing a corner plate of the pre-assembled steel reinforced concrete structure using a-beam according to an embodiment of the present invention.
8 is a formula and graph showing the difference between the design compressive strength calculation structural design criteria of RC columns and SRC columns.
9 is a table showing the tensile test results of renowned domestic steel bars.
Figure 10 is a perspective view showing a column joint method of prefabricated reinforced concrete structure and prefabricated steel reinforced concrete structure according to an embodiment of the present invention.
11 is a plan view showing a welding location of the prefabricated reinforced concrete structure and the prefabricated steel reinforced concrete structure pillar according to an embodiment of the present invention.
12 is a table showing the cross-sectional secondary radius value of the reinforcing bar and the a-beam.

Hereinafter, preferred embodiments of the present invention will be described in detail with reference to the accompanying drawings. Note that, in the drawings, the same components are denoted by the same reference symbols as possible. Further, the detailed description of known functions and configurations that may obscure the gist of the present invention will be omitted. For the same reason, some of the components in the drawings are exaggerated, omitted, or schematically illustrated.

Figure 4 is a perspective view showing a prefabricated steel reinforced concrete structure using a-beam according to an embodiment of the present invention, Figure 5 is a partial perspective view showing a prefabricated steel reinforced concrete structure using a-beam according to another embodiment of the present invention, Figure 6 is a plan view showing the coupling of the beam to the prefabricated steel reinforced concrete structure using a-beam according to an embodiment of the present invention, Figure 7 is a corner of the pre-assembled steel reinforced concrete structure using a-beam according to an embodiment of the present invention Partial perspective view of a plate.

4 to 6, the pre-assembled steel reinforcement concrete structure using a-beam according to an embodiment of the present invention is a-beam (100), strip reinforcement 200, coupling plate 300 and reinforcing plate 400 It includes.

Four a-beams 100 are vertically spaced apart from each other at the corners of the pillars to serve as the main root of the pillar, the corners thereof are disposed toward the pillar edges. As shown in (a) of FIG. 4, the secondary rebar SB may be further included between the a-beams.

More than 2 layers 1 piece prefabricated column The number of auxiliary rebars (SB) is adjusted according to the magnitude of the upper and lower stresses and more economical design is possible. In fact, it is possible and desirable to concentrate only on the lower layers in the general three sections.

In addition, as shown in (b) of FIG. 4, when the column cross section is large, some or all of the auxiliary reinforcing bars SB are formed of a plurality of A-beams to serve as auxiliary reinforcing bars S between the corners of the corners. Can be replaced.

The plurality of strip reinforcing bars 200 are coupled to the outside of the a-beams 100 by welding or the like while surrounding the outside of the a-beams. The band reinforcing bar 200 may be combined while wrapping one bar into a quadrangle as shown in FIG. 4 to surround the outside of the a-beams, and as shown in FIG. 5, the band reinforcing bar 200 'may be 4. It is divided into pieces and can be coupled by welding or the like while being horizontal on the outside of the a-beam 100.

The coupling plate 300 has a plate shape and both ends thereof are coupled to each other at the height at which the beam 500 is installed so that the ends of the beam 500 are coupled to each other by welding or the like. That is, the coupling plate 300 is coupled to the position where the beams of at least two or more surfaces of the pillars are installed to bond the beams to the pillars, and both end surfaces thereof are coupled to the outer surfaces of the a-beams. As shown in FIG. 6, the number of the coupling plates 300 varies depending on the number of beams coupled to the pillar.

The reinforcing plate 400 is coupled to both ends of the coupling plates 300 to form a planar triangle with the coupling plate 300.

More specifically, as shown in FIG. 6A, when the beam 500 is coupled in two directions, two coupling plates 300 and three reinforcement plates 400 are provided. The segmented strip reinforcing bar 200 is to replace the place. When the beam 500 is coupled in three directions as shown in (b) of FIG. 6, three coupling plates 300 and four reinforcement plates 400 are provided, and the band reinforcing bars 200 segmented on one side thereof are provided. It is provided. When the beam 500 is coupled in four directions as shown in (c) of FIG. 6, four coupling plates 300 and four reinforcement plates 400 are provided.

In this way, the coupling plate 300 may facilitate the coupling with the beam 500 economically, and the stress of the beam 500 may be transferred to the opposite beam 500 by the reinforcing plate 400.

Here, the structure formed by the a-beam 100, the strip reinforcing bar 200, the coupling plate 300 and the reinforcing plate 400, the beam 500 may be defined as a panel zone (PZ).

On the other hand, the beam 500 is used here as the cheolgolbo or cheolgolbo bracket 500, the end is coupled to the coupling plate 300. The cheolgolbo or cheolgolbo bracket 500 may be a U-shaped cross-section so that the concrete is poured into the interior itself to serve as the formwork and the role of the structure. In the case of cheolgolbo bracket 500, one side of the central portion of the cheolgolbo is coupled after being installed.

Next, as shown in FIG. 7, the prefabricated steel reinforced concrete structure may further include a corner plate 600.

Corner plate 600 is a W-shaped cross-section in the position spaced apart from the a-beams by the thickness of both ends to the outer surface of the cheolgolbo or cheolgolbo bracket 500 serves as a permanent formwork.

More specifically, as shown in FIG. 7, the corner plate 600 may be manufactured by combining the lightweight A-beam 610 and the lightweight molded steel plate 620.

That is, one side of the beam 500, each of the lightweight a-beams 610 are coupled to the bolt (B) through the slot hole (SH), the lightweight shaped steel plate 620 of the shape of the shape of the combined lightweight a-beams (610) Is made into a permanent formwork and bonded with a self-drilling screw (SS).

In this way, by using the corner plate 600 to serve as a permanent formwork can simplify the formwork of the so-called panel zone (PZ), and if the corner plate is manufactured to absorb the error generated in the manufacturing and installation process of the pre-assembled pillar Significant reductions in on-site formwork can be expected.

Hereinafter will be described in detail the effect of the pre-assembled steel reinforced concrete structure using a-beam according to an embodiment of the present invention.

8 is a formula and graph showing the difference between the structural design criteria of the design compressive strength of RC columns and SRC columns, Figure 9 is a table showing the tensile test results of reinforcing steel reinforcement in Korea, Figure 10 is a pre-fabricated reinforced concrete structure and the present invention A perspective view showing a method of jointing a prefabricated steel reinforced concrete structure according to an embodiment of the present invention, Figure 11 is a plan view showing a welding location of the prefabricated steel reinforced concrete structure and the prefabricated steel reinforced concrete structure column according to an embodiment of the present invention, 12 is a table showing the second-order radius values of reinforcing bars and a-beams.

As shown in FIG. 8, when the SRC structural calculation standard is applied instead of the RC structural calculation standard when calculating the structure of the prefabricated steel reinforced concrete column, economical efficiency may be utilized due to the difference in the design standard. Reinforcing bars are produced by melting scrap metal in an electric furnace, but since a-beam is hot rolled virgin iron (處女 鐵) produced in a blast furnace (furnace), the reliability of the material can be explained by the above reason. .

As shown in FIG. 9, the test results of rebars manufactured by domestic famous steelmakers also found that there was a large error in elongation affecting the seismic resistance. However, the use of SN materials has the advantage of greatly increasing the reliability of steel materials.

Structural design criteria are based on the newly published SRC design criteria of KBC 2009. The thickness and maximum spacing of strip reinforcement are selected in compliance with the RC structural design criteria.

The key to improving economics and performance while meeting two different structural design criteria, namely RC design standard and SRC design standard at the same time, is mainly to use A-beam (100) for the vertical material that is the main material of the column and only partially when necessary. It is to reinforce the secondary reinforcement (SB). In addition, the band reinforcement 200 is disposed to satisfy the RC design criteria.

As described above, while applying the design according to the SRC, applying the band reinforcement 200, which is a practically unnecessary element in the SRC, may seem contradictory at first glance, but the band reinforcement 200 does not correspond to the main stress and is a structural expert who is familiar with the RC structure. The aim is to reduce the unnecessary misunderstandings and resistances in practical application by satisfying the RC design standard in order to solve the anxiety of people.

The PRC column, which is the present inventor of the present invention, has been undergoing a lot of trial and error in the early stage of production because the welding process of rebar is not familiar to conventional general steel ball mills, and is still produced only in specific steel ball mills that are skilled at difficult work. However, if the steel bar is replaced with a-beam and the technical problems associated with it, it can be easily manufactured in existing steel ball factories that manufacture steel towers, temporary structures, etc. with a-beam, which is necessary for the rapid spread of the present invention and price competitiveness. Would be a great help.

Recently, large-scale imports of low-priced Chinese a-beams have brought about changes in the high-pressure business policies of domestic steelmakers. Now, domestic steelmakers are also trying to supply high-quality high quality steels at competitive prices in order to compete with Chinese production, and newly developed high-strength SN materials suitable for seismic structures are being supplied at a unit price that is roughly the same as that of general high strength steels. This positive market change now opens the way for the A-beams to be used as building structures instead of rebars.

However, domestic steel ball mills are ordered according to the unit price per ton in practice, so the use of steel with a small unit weight is not overestimated. A-steels have a lower unit weight than H-steel, so processing cost per weight may increase. However, the prefabricated steel reinforced concrete pillar of the present invention is significantly cheaper than the existing SRC, as well as 25 to 35% of the volume reduction effect in the vertical member of the column compared to the conventional reinforced prefabricated column, that is, PRC column and RC and PRC columns Since the manufacturing precision is better, it still has a very high competitiveness despite the increase in processing cost per unit weight.

Next, the most burdened in the existing PRC column is that the joint plate (CP) should be added to the vertical column joint portion vertically, as shown in (c) of Figure 10 in the present invention prefabricated steel reinforced concrete pillar It can be omitted and economical. That is, as shown in (a) of FIG. 10, the upper and lower a-beams may be vertically jointed through a simple connecting plate P1 and a bolt B, and the upper and lower auxiliary rebars SB may be jointed on-site through a coupler CPL. And, as shown in (b) of FIG. 10, the upper and lower a-beams are vertically jointed by on-site butt welding, and the upper and lower auxiliary reinforcing bars (SB) can be jointed on-site by means of secondary reinforcing steel plates (SBP). Of course, a combination of the two is possible.

In this way, when jointing the column vertically without directly using the joint plate (CP) a-shaped steel (100) can be directly welded or bolted to each other, so that the amount of welding with the accessory steel can be minimized.

In addition, in order to maximize the structural advantages of the pre-fabricated rebar members, the existing PRC column method often concentrates heavy bars in the corners of columns and beams, resulting in too many welding points in the narrow space of corners. On the other hand, the a-beam is easy to manufacture because the shape of the cross section itself has the effect of collecting the reinforcing bars in the corner, and the welding point and the welding amount are also reduced when the band reinforcing bar is attached.

That is, as shown in Fig. 11 (a), in the case of the conventional PRC pillar panel zone (PZ) 36 welding points with the column head 11 and the coupling plate 12 of all the reinforcing bars are required, but Fig. As shown in 11 (b), in the case of the prefabricated steel frame reinforced concrete pillar panel zone (PZ) of the present invention, the welding points between the a-beam (100), auxiliary reinforcement (SB), coupling plate 300 to 16 places Decrease significantly.

In addition, as shown in (c) of FIG. 11, in the case of the band reinforcing bar 13 of the conventional PRC pillar, 16 welding points are required with the column bars 11 and the band reinforcing bars 13 of all the bars. , As shown in FIG. 11 (d), in the case of the band reinforcing steel bar 300 of the pre-fabricated steel reinforcement concrete pillar of the present invention, a welding point between the a-beam (100), auxiliary reinforcement (SB), the band reinforcing bar (300) It decreases to 12 places.

As shown in FIG. 12, since the a-beam is larger in cross section than the rebar, the buckling length is long and the bending strength is excellent. The rigidity is increased when the pre-assembled steel reinforced concrete column material is transported and assembled on site. Therefore, as already patented, auxiliary steels such as transverse members and yarns may be unified to a-beams, but at the present time, the smallest standard products are also economically inferior due to their large cross-sectional area compared to D10 and D13, which are used for strip reinforcement of reinforced concrete columns. Unless the market fluctuates significantly, secondary steel will be used for rebar.

As shown in FIG. 8, the use of a-beam instead of large-diameter high-strength reinforcing bars is required because of differences in reduction coefficients in the recently announced RC and SRC design criteria. This can be said to be an environmental change due to the establishment of the SRC design standard, which was extremely poor in the past, was promulgated and published in KBC 2009. According to the above criteria, when calculating the cross section considering the buckling effect of SRC composite columns, there is another variable, but the approximate value is that the efficiency of the a-beams applied to SRC columns is 30 ~ 40% higher than that of RC bars. Confirmed. This is a significant improvement of 25 ~ 35%, even considering that SN490 steel is 5% more expensive than large diameter high strength rebar.

The ripple effect of the present invention is expected to be enormous as compared to most of the new technologies and new methods published in the meantime, which are less than 10% reduction compared to the existing methods.

It should be noted that the embodiments of the present invention disclosed in the present specification and drawings are only illustrative of the present invention in order to facilitate the understanding of the present invention and are not intended to limit the scope of the present invention. It will be apparent to those skilled in the art that other modifications based on the technical idea of the present invention are possible in addition to the embodiments disclosed herein.

100 ... a section 200 ... steel bars
300 ... Combination plate 400 ... Reinforcement plate
500 ... Steel Crest or Steel Crest Bracket
600 ... Corner Plate

Claims (5)

Four a-beams 100 disposed vertically spaced apart from each other at corners of the pillars to serve as the main roots of the pillars, the corners of which are disposed toward the corners of the pillars;
A plurality of strip reinforcing bars 200 which are coupled to the outside of the a-beams 100 while surrounding the outside of the a-beams, being segmented into four and welded horizontally to the outside of the a-beams 100;
A plate-shaped coupling plate 300 coupled to a position where beams of at least two or more surfaces of the pillars are installed to bond beams to the pillars, the both end surfaces of which are coupled to the outer surfaces of the a-beams; And
Reinforcing plates 400 having both ends coupled to the inside of the coupling plates 300 so as to form a planar triangle with the coupling plate 300; Prefabricated steel reinforced concrete structure using a-beam including a. The method according to claim 1,
Between the a-beams,
Pre-assembled steel reinforced concrete structure using a-beam, characterized in that it further comprises a plurality of a-beam for the role of secondary reinforcement. The method according to claim 1,
An end is coupled to the coupling plate 300, and the concrete is poured inside the cheolgolbo or cheolgolbo bracket 500 having a U-shaped cross section so that it can serve as a formwork and the structure itself; Prefabricated steel reinforced concrete structure using a-beam, characterized in that it further comprises a. The method of claim 3,
The cross section is a W-shape, both ends in the position spaced apart from the a-beams 100 by the coating thickness further includes a corner plate 600 that is coupled to the outer surface of the cheolgolbo or cheolgolbo bracket 500 to serve as a permanent formwork Pre-assembled steel reinforced concrete structure using a a-beam.
delete

Images