KR101042404B1 - Prefabricated seismic reinforcement structure and method of rc column-beam joint - Google Patents
Prefabricated seismic reinforcement structure and method of rc column-beam joint Download PDFInfo
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Classifications
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04H—BUILDINGS OR LIKE STRUCTURES FOR PARTICULAR PURPOSES; SWIMMING OR SPLASH BATHS OR POOLS; MASTS; FENCING; TENTS OR CANOPIES, IN GENERAL
- E04H9/00—Buildings, or groups of buildings, or shelters adapted to withstand or provide protection against abnormal external influences, e.g. war-like action, earthquake, extreme climate
- E04H9/02—Buildings, or groups of buildings, or shelters adapted to withstand or provide protection against abnormal external influences, e.g. war-like action, earthquake, extreme climate withstanding earthquake or sinking of ground
- E04H9/021—Bearing, supporting or connecting constructions specially adapted for such buildings
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
- E04B1/18—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons
- E04B1/30—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons the supporting parts being composed of two or more materials; Composite steel and concrete constructions
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
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- E04B1/40—Separate connecting elements
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
- E04B1/62—Insulation or other protection; Elements or use of specified material therefor
- E04B1/92—Protection against other undesired influences or dangers
- E04B1/98—Protection against other undesired influences or dangers against vibrations or shocks; against mechanical destruction, e.g. by air-raids
Abstract
Description
The present invention relates to a dry seismic reinforcement structure and method of reinforced concrete column-beam joints.
Earthquakes are natural phenomena in which the earthquake energy accumulated inside by earth movements is released to the outside. Due to earthquakes, there is increasing interest in securing the stability of structures against earthquakes in Korea. Seismic design is mandatory for buildings over six stories.
However, since most existing buildings were constructed before seismic design was mandated, it is not known how much their seismic performance is, and there is no method for how to evaluate them.
As such, many facilities around the building are designed to be earthquake-resistant, so significant economic and human damage is expected when an earthquake occurs. . Representative seismic reinforcement details of reinforced concrete frame at home and abroad include “Jacketing method” using reinforced concrete or FRP, but there are difficulties in construction and economic burden to reinforce the shear surface of the joint. Therefore, there is an urgent need to develop and disseminate reinforcement measures that ensure seismic performance, rationality of construction, air shortening, and economic feasibility while securing at least the level of life safety against anticipated earthquake load.
An experimental study on the hysteretic behavior of high-strength reinforced concrete beam-column joints using FRP, steel plate bonding, epoxy injection, etc. Study on repair-reinforcement of beam joint, study of seismic performance of external beam-column joint of reinforced concrete according to the change of column axial force, experimental study performed by making external beam-column joint in full size, external beam-column specimen Has been reduced to about one-third the size of the actual structure and lateral loads have been applied to the top of the column. However, due to the lack of research experiments, the reliability of the experimental data is insufficient and the seismic force is not considered without considering the axial force on the column. The research on the RC frame with details is insignificant, the practical aspects are very weak, and the economic burden is high.
In addition, overseas experiments on the steel plate bonding method of manufacturing the test specimen by mounting the hook, the study of applying the haunch reinforcement method symmetrically on the upper and lower beams. However, overseas technology is different from rebar reinforcement practices of domestic construction, and there is a problem that the use of floor space is limited due to reinforcement at the upper part of the beam.
The background art described above is technical information possessed by the inventors for the derivation of the present invention or acquired during the derivation process of the present invention, and is not necessarily a publicly known technique disclosed to the general public before the application of the present invention.
The present invention, dry-added to the column-beam joint of the already reinforced reinforced concrete structure to provide a seismic reinforcement of the structure and increase the energy dissipation of the earthquake-reinforced structure can exhibit a relatively good energy dissipation capacity Rather, it is to provide a seismic reinforcement structure and a method for reducing the shear deformation angle to excellent shear resistance ability.
According to one aspect of the invention, the structure for the seismic reinforcement of the reinforced concrete column-beam connection, the first L-shaped steel is installed in the site where the upper surface of the column and the beam, and the lower surface of the column and the beam is in contact with the A haul reinforcement member provided to connect the 2 L-shaped steel and the wings of the 2 L-shaped steel to each other, a first steel plate provided at a position facing the first L-shaped steel centered on the pillar, and a second L centered on the pillar 2nd steel plate provided in the position which opposes a shaped steel, the 1st bolt which binds a 1st L-shaped steel and a 1st steel plate, the 2nd bolt which binds a 2nd L-shaped steel and a 2nd steel plate, and a 1st L-shaped steel, A dry seismic reinforcement structure of a reinforced concrete column-beam connection comprising a third bolt that binds a second L-shaped steel is provided.
The haunch reinforcement member may comprise an iron plate or bar connected to the vanes of the second L-shaped steel, the end of the first bolt being welded to the first steel plate, and the end of the second bolt being welded to the second steel plate. Can be.
On the other hand, according to another aspect of the present invention, as a construction method for the seismic reinforcement of the reinforced concrete column-beam connection, the step of installing the first L-shaped steel in the area where the upper surface of the column and the beam contact, the site where the lower surface of the column and the beam contact Installing the second L-shaped steel in the step of installing the first steel sheet at a position facing the first L-shaped steel around the pillar, and installing the second steel sheet at the position opposed to the second L-shaped steel around the pillar. And bolting the first L-shaped steel and the first steel sheet, the second L-shaped steel and the second steel sheet, and the first L-shaped steel and the second L-shaped steel, respectively, wherein the second L-shaped steel includes: A dry seismic reinforcement method of a reinforced concrete column-beam connection is provided, wherein a haunch reinforcement member is installed to connect the two to each other.
Prior to the L-beam installation step, the method further includes the step of removing concrete at the site where the column and the beam contact, so that the first L-beam and the second L-beam do not protrude to the surface of the concrete structure, and after the bolt binding step, The method may further include pouring finishing concrete to cover the first L-beams and the second L-beams.
Finishing material is installed on the surface of the column, and prior to the steel sheet installation step, a part of the finishing material is removed corresponding to the position where the first and second steel sheets are to be installed so that the first and second steel sheets are not exposed to the surface of the finishing material. The method may further include, and after the bolt binding step, further include constructing a finish to cover the first steel plate and the second steel plate.
Other aspects, features, and advantages other than those described above will become apparent from the following drawings, claims, and detailed description of the invention.
According to a preferred embodiment of the present invention, the seismic reinforcement of the structure can be provided by dry installation without the need for additional wet construction to the column-beam junction of the already reinforced concrete structure.
In addition, in the conventional RC (Reinforced Concrete) structure for the cyclic load, the amount of energy dissipated after destruction is sharply reduced, but the seismic reinforced structure according to the present embodiment increases the energy dissipation amount by about 2.3 times or more, and has a relatively good energy dissipation capacity. Can be represented.
In addition, the decrease in the strength until the eighth stage (interlayer displacement ratio 2.5%) proceeds after the point where the relative energy dissipation ratio (β) value satisfies 1/8 or more and has the maximum strength in the load-displacement hysteresis curve Maintaining a load capacity of more than 75%, and shows that the load capacity increases up to 2.5% of the interlayer displacement ratio, the reinforcement method according to this embodiment may be an effective method in the middle and weak areas.
In addition, the shear strain angle of the dry-reinforced structure according to this embodiment is reduced compared to the conventional, it was shown that the shear resistance ability is excellent.
In addition, since it is possible to use a cheap and low-cost material for one external joint portion, labor costs are reduced, the reinforcing method according to the present embodiment can be 8.7 times more cost-saving than conventional, it is economically excellent.
1 is a conceptual diagram showing a seismic reinforcement structure according to an embodiment of the present invention.
2 and 3 are cross-sectional views showing a seismic reinforcement structure according to an embodiment of the present invention.
4 is a view showing a load transfer truss mechanism of the seismic reinforcement structure according to an embodiment of the present invention.
5 is a view showing a process of calculating the joint shear force of the seismic reinforcement structure according to an embodiment of the present invention.
6 and 7 are graphs showing the load-displacement relationship curve of the seismic reinforcement structure according to the embodiment of the present invention.
8 and 9 is a flow chart showing a seismic reinforcement method according to an embodiment of the present invention.
10 and 11 is a view showing a structure reinforced according to the seismic reinforcement method of the present invention.
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The terms first, second, etc. may be used to describe various components, but the components should not be limited by the terms. The terms are used only for the purpose of distinguishing one component from another.
The terminology used herein is for the purpose of describing particular example embodiments only and is not intended to be limiting of the present invention. Singular expressions include plural expressions unless the context clearly indicates otherwise. In this application, the terms "comprise" or "have" are intended to indicate that there is a feature, number, step, operation, component, part, or combination thereof described in the specification, and one or more other features. It is to be understood that the present invention does not exclude the possibility of the presence or the addition of numbers, steps, operations, components, components, or a combination thereof.
Hereinafter, embodiments of the present invention will be described in detail with reference to the accompanying drawings, and in the following description with reference to the accompanying drawings, the same or corresponding components are given the same reference numerals and redundant description thereof will be omitted. Shall be.
1 is a conceptual view showing a seismic reinforcement structure according to an embodiment of the present invention, Figures 2 and 3 is a cross-sectional view showing a seismic reinforcement structure according to an embodiment of the present invention, Figure 4 is a seismic proof according to an embodiment of the present invention 5 is a view showing a load transfer truss mechanism of the reinforcement structure, Figure 5 is a view showing a process of calculating the shear force of the joint of the seismic reinforcement structure according to an embodiment of the present invention, Figure 6 is a load of the seismic reinforcement structure according to an embodiment of the present invention The graph shows the displacement relationship curve. 1 to 6, the pillar 1, the beam 3, the first L-shaped steel 10, the second L-shaped steel 12, the bar 14, the iron plate 15, and the first steel plate 16. ), A second steel plate 18, and a bolt 20 are shown.
The present embodiment is a structure for seismic reinforcement of the column-beam connection of the reinforced concrete structure, the lower surface of the lower beam, that is, the lower surface of the beam 3 so as not to cause problems in using the floor in the upper layer and the column (1) It characterized in that the haunch reinforcement was carried out only in the contact area. The lower haunt reinforcement structure may be processed so that the haunch reinforcement structure is not visible even in the lower layer by entering the ceiling finish line as shown in FIG. 1.
That is, in the reinforcing structure according to the present embodiment, as shown in FIGS. 2 and 3, the first L-shaped steel 10 is installed at a portion where the upper surface of the beam 3 contacts the column 1. , The lower part, that is, the second L-shaped steel 12 is installed in a portion where the lower surface of the beam 3 is in contact with the pillar 1, and the first steel sheet on the surface of the pillar 1 opposite to the first L-shaped steel 10. The first L-shaped steel 10, the first steel plate 16, and the second, after the second steel plate 18 is provided on the surface of the column 1 facing the second L-shaped steel 12, 16. The L-shaped steel 12 and the 2nd steel plate 18, and the 1st L-shaped steel 10 and the 2nd L-shaped steel 12 are comprised by binding the bolt 20, respectively.
As such, the reinforcing structure according to the present embodiment can be reinforced with a 'dry' method of attaching the L-shaped steels 10 and 12 and the steel plates 16 and 18 to the existing reinforced concrete structures and binding the bolts 20. It can be characterized.
In the lower L-shaped steel, that is, the second L-shaped steel 12, which is installed at the lower part, a haunch reinforcement member connecting each blade of the 'L' may be installed to increase structural rigidity. As shown in FIG. 3, the bar 14 may be bolted to each wing of the L-shaped steel 12, or the iron plate 15 may be welded to each wing of the L-shaped steel 12 as illustrated in FIG. 3.
FIG. 4 shows the load transfer truss mechanism of the seismic reinforcement structure which is haunted and reinforced by welding the steel plate 15 or the bar 14 as described above. The bar 14 is connected to the beams and the columns through high-strength computer screws, respectively, and thus a tensile force F h occurs in the haunch bar 14 during the negative shear force. This tensile force is fixed by the force F b by the thread of the beam and column.
Since no adhesive or mechanism is used for the L-shaped steel and the concrete surface, the force is transmitted by friction. When the frictional force between the L-shaped steel and the lower part of the beam is F u , the frictional force is equal to the beam direction component force of F h . Equilibrium is achieved, and therefore, the following equations (1) and (2) with the computed bolts are used.
Where F u is the frictional force between the steel plate and concrete, F b is the tensile force acting on the bolt, F h is the tensile force acting on the haunch, and α is the angle that the reinforcing bar of the haunch forms with the column.
At this time, the compression strut starting from the upper left is transferred to the reinforcement plate of the lower part of the column, and the component force acting outside the joint by the compressive load acting on the strut is in equilibrium with the restraint force F α of the reinforcement plate. The tensile force F c of the bolts applied to the column is realized by the binding force F α through the steel plate.
In the case of haunch reinforcement, the nominal flexural strength M a ′ at the cross section of the beam within the position where the frictional force acts is calculated as in Equation 3 below.
Where C c is the compressive force acting on the concrete by bending, α is the length of the concrete equivalent compressive stress, C s is the compressive force acting on the compressed bar, and d ' is the distance from the compressed end of the concrete to the center of the compressed bar , T is the tensile force acting on the reinforcing bar by bending, and d is the effective dancing of the beam.
In Equation 3 above, the nominal strength M n ′ can be calculated by performing the sum of the moments from the compressed end of the concrete. Since the frictional force F u acts on the surface of the beam and the reinforcing haunch steel plate 15, it can be assumed that the acting arm length is h .
In order to express such a moment M n ' , the restraint load F α of FIG. 4 should resist the thrust of the compression strut. In general, the relation between the axial force of the bolt and the torque value is expressed by Equations 4 and 5 below.
Where T b is the torque value acting on the thread, k is the torque value constant, 0.11 to 0.19, d is the diameter of the bolt, and N is the axial force of the bolt.
As shown in FIG. 5, the shear force V jh of the joint when the reinforced beam reaches the nominal moment M n ′ is calculated by Equation 6 below.
The force that resists this shear force V jh can be assumed to be the sum of the shear strength of the concrete and the restraint load F α of the computer thread. That is, V jh = V jh , n + F α .
The seismic reinforcement structure shown in FIG. 2 is made by applying L-210 × 200 × 12 × 12 L-shaped steels 10 and 12 to a column-beam joint surface and a steel plate 16 and 18 having a thickness of 20 mm outside the joint portion. , L-shaped steel (10, 12) and steel plates (16, 18) respectively connected by a high-strength bolt 20, an example of using a bar 14 having an outer diameter of 17.6mm processed D29 deformed steel as a haunch reinforcement member It is.
The center of the bar 14 reduced the cross section to 13.7mm in diameter to induce the yield of the system to this part.In order to prevent buckling during compression, a steel pipe with an outer diameter of 21.7mm and an inner diameter of 16.4mm was inserted to the outside of the bar 14 to prevent buckling. can do.
In order to construct the seismic reinforcing structure, the L-shaped steels 10 and 12 and the steel plates 16 and 18 are padded on the joint surface and the high-strength computer bolts 20 are used to form the L-shaped steels 10 and 12 and the steel plates 16 and 18. ) Can be connected to each other.
The seismic reinforcement structure shown in FIG. 3 is made by applying L-210 × 200 × 12 × 12 L-shaped steels 10 and 12 to a column-beam joint surface and a steel plate 16 and 18 having a thickness of 20 mm outside the joint portion. , L-shaped steel (10, 12) and the steel plate (16, 18) is connected to the high-strength bolt 20, respectively, and used as a haunch reinforcing member by welding the steel plate 15 of 12mm thickness to L-shaped steel (10, 12) It is an example.
In order to construct the seismic reinforcing structure, the L-shaped steels 10 and 12 and the steel plates 16 and 18 are padded on the joint surface and the high-strength computer bolts 20 are used to form the L-shaped steels 10 and 12 and the steel plates 16 and 18. ) Can be connected to each other.
FIG. 6 is a load-displacement hysteresis curve for the seismic reinforcement structure shown in FIG. 2, which shows a slight decrease in strength in six forward steps as shown, but with a stiffness recovering up to 2.5% of interlayer displacement ratio. This has been shown to increase.
In Fig. 6, a slight decrease in the yield strength can be seen in the five stages in the negative direction, but the yield strength increases up to 2.5% of the interlayer displacement ratio, reaching a maximum of 45.9 kN, and up to 110% of the strength value at the time of bending failure in the beam. Reached. That is, it can be seen that the beam reaches the nominal strength by the dry reinforcement according to the present embodiment, and the yield strength does not decrease by 2.5% of the interlayer displacement.
In the case of the conventional structure without reinforcement, the strength of the reinforcing structure according to the present embodiment is up to 150% in the forward direction and 110% in the negative direction, whereas the strength is less than 78% in the forward direction and less than 83% in the negative direction. It can be confirmed that the reinforcing effect is effective because the strength is maintained up to 2.5% of the interlayer displacement ratio.
FIG. 7 is a load-displacement hysteresis curve for the seismic reinforcement structure shown in FIG. 3, which shows a slight decrease in strength in four forward steps as shown, but with a stiffness recovering up to 2.5% of interlayer displacement ratio. It appeared to have increased.
In Fig. 7, a slight decrease in the yield strength can be seen in the fourth step in the negative direction, but the yield strength increases up to 2.5% of the interlayer displacement ratio, reaching a maximum of 48.5 kN, and up to 117% of the value at the time of bending failure in the beam. Reached. That is, it can be seen that the beam has reached the nominal strength by the dry reinforcement according to the present embodiment, and the yield strength does not decrease until the interlayer displacement of 2.5%.
In the case of the conventional structure without reinforcement, the yield strength of the reinforcing structure according to the present embodiment is up to 151% in the forward direction and 117% in the negative direction, whereas the yield strength is less than 78% in the forward direction and 82% in the negative direction. It can be confirmed that the reinforcing effect is effective because the strength is maintained up to 2.5% of the interlayer displacement ratio.
When the reinforcing structure according to the present example was fabricated as a test specimen and applied up to 3.5% of the interlayer displacement ratio, the crack pattern showed X-shaped cracks at the constrained portion, but the lower beams were compared with the non-reinforced test specimens. Lateral cracking and crushing of the concrete surface at the top right of the joint at the anchorage site were found to be insignificant.
8 and 9 are flowcharts showing a seismic reinforcement method according to an embodiment of the present invention, Figures 10 and 11 is a view showing a structure reinforced according to the seismic reinforcement method of the present invention. 8 to 11, the pillar 1, the beam 3, the first L-shaped steel 10, the second L-shaped steel 12, the bar 14, the first steel plate 16, and the second steel plate 18, bolt 20, finish concrete 22, finish 24 are shown.
In the case of applying the seismic reinforcement method to a non-seismic building according to the present embodiment, a safety diagnosis method is used to detect the physical and functional defects of the building to be reinforced and to provide a quick and appropriate action. In order to investigate, measure, and evaluate the safety and the causes of defects, load combination conditions are applied according to the data preceding the investigation of appearance, non-destructive tests (rebound hardness, reinforcement exploration, neutralization test, etc.), and structural analysis is performed. Based on the results of evaluating the seismic performance, according to the flow chart of the reinforcement method as shown in FIG. 8, the seismic performance can be secured by applying a cross section of the reinforcing member so that the present reinforcement method can be supported.
Meanwhile, as shown in FIG. 10, in order to dry-reinforce the reinforced concrete pillar-beam joint according to the present embodiment, the first L-shaped steel 10 is connected to a portion where the upper surface of the pillar 1 and the beam 3 abuts. The second L-shaped steel 12 is installed at a portion where the lower surface of the pillar 1 and the beam 3 contact each other (S10), and the first L-shaped steel 10 faces the first L-shaped steel 10 on the surface of the pillar 1. After the second steel sheet 18 is provided on the surface of the column 1 opposite the second L-shaped steel 12 (S20), the L-shaped steels 10 and 12 and the steel sheets 16 and 18 ) By binding the high-strength bolt 20 (S30), respectively, it is possible to implement a dry seismic reinforcement structure according to this embodiment.
A haunch reinforcing member may be installed in the second L-shaped steel 12, that is, the L-shaped steel 12 provided at a portion where the lower surface of the column 1 and the beam 3 contact each other. Likewise, the bar 14 may be connected to each wing of the L-shaped steel 12 by a bolt 20 or the steel plate 15 may be welded.
On the other hand, when the reinforcing method according to the present embodiment is applied to the column-beam joint exposed to the outside, the reinforcing members, that is, steel sheets 16, 18 or L-shaped steel (10, 12) is exposed to the surface of the concrete structure, thereby aesthetic appearance It may be inhibited or visually and mentally anxious. In order to compensate for this, the reinforcing members may be constructed as shown in FIGS. 10 and 11 so that the reinforcing members are not exposed in appearance.
That is, in the case where the column 1 and the beam 3 are in contact with each other (see 'A' in FIG. 10), before installing the L-shaped steels 10 and 12, a part of the concrete of the structure is removed to remove the groove 1 ′. After forming (S8) and installing the L-shaped steels 10 and 12 and binding the bolts 20, the finishing concrete 22 may be poured into the grooves 1 'to cover the L-shaped steels 10 and 12 (S40). ). Thus, after construction of the dry reinforcement method according to the present embodiment, the ends of the L-shaped steel (first L-shaped steel 10 and the second L-shaped steel 12) and the bolt 20 are formed on the surface of the concrete structure, that is, the pillar 1. It may be embedded without protruding to the surface of the beam (3).
In the case where the steel sheets 16 and 18 are installed on the surface of the pillar 1 (see 'B' in FIG. 10), the steel sheets 16 and 18 are installed on the surface of the pillar 1 before the steel sheets 16 and 18 are installed. A part of the finish is removed to form the groove 1 '(S8), and after the installation of the steel plates 16 and 18 and the bolt 20 binding, the finishing material in the groove 1' to cover the steel plates 16 and 18. 24 can be added to the construction (S40). Thus, after the construction of the dry reinforcement method according to the present embodiment, the ends of the steel sheets (the first steel sheet 16 and the second steel sheet 18) and the bolts 20 are not exposed to the surface of the finishing material 24 and the finishing material 24 ) Can be embedded in.
That is, the embodiment shown in Figure 10, by adding the concrete (and / or finish) removal step and the finishing concrete 22 (and / or finish 24) construction step to the seismic reinforcement method according to the construction situation by applying , The circular state of the reinforced concrete structure, that is characterized in preserving the initial construction state of the concrete finish surface or exterior finish.
On the other hand, when the thickness of the finishing material to be installed on the outer wall is difficult to maintain the circular state so that the end of the high-strength bolt 20 is embedded in the thickness of the finishing material, as shown in Figure 11 bolts 20 to the steel sheet 16, 18 The end of the first bolt 20 is welded to the first steel plate 16, and the end of the second bolt 20 is welded to the second steel plate 18, so that the high-strength bolt 20 is welded. By preventing the end of the protruding portion from protruding above the surfaces of the steel sheets 16 and 18, it is possible to maintain the circular state of the reinforced concrete structure.
At this time, the welding strength of the high-strength bolt 20 and the steel plates 16 and 18 can be more than the strength of a base material, and it can prevent breakage in a welding site | part.
On the other hand, in applying the reinforcement method according to the present embodiment, when designing the hardware, such as L-shaped steel (10, 12), steel sheets (16, 18), bolts 20, prestress by tightening the bolts 20 By making the stress of less than 20% of the concrete strength, it is possible to prevent the fracture from occurring at the ends of the compressed concrete when the member reaches the nominal flexural strength.
To this end, the torque value and plate thickness of each steel can be appropriately designed, and the shear strength of the concrete of the joint and the shear strength of the bolt 20 are greater than the shear force acting on the joint when the nominal flexural strength Mn 'is reached after reinforcement. Can be designed.
The dry seismic reinforcement method according to the present embodiment has advantages in that it is easier to purchase materials and is not subject to weather constraints, compared to conventional technologies such as carbon fiber reinforcement methods, and shortens air by a simple assembly process without requiring professional personnel for construction. There is an effect that can be made, there is a feature that can obtain a predetermined strength enhancing effect to the outer joint with a minimum member.
Although described above with reference to a preferred embodiment of the present invention, those skilled in the art that various modifications of the present invention without departing from the spirit and scope of the invention described in the claims below And can be changed.
1: pillar 3: beam
10: first L-shaped steel 12: second L-shaped steel
14 steel bar 15 iron plate
16: first steel sheet 18: second steel sheet
20: bolt 22: finishing concrete
24: finishing material
Claims (6)
- As a structure for seismic reinforcement of reinforced concrete column-beam connection,
Grooves formed by removing concrete so that L-shaped steel and steel plates are installed at portions where upper and lower surfaces of the pillar and the beam contact each other;
A first L-shaped steel installed in a groove formed at a portion where the pillar and the upper surface of the beam contact;
A second L-shaped steel installed in a groove formed at a portion where the pillar and the lower surface of the beam contact;
A haunch reinforcement member installed to connect the wings of the second L-shaped steel to each other;
A first steel sheet provided in a groove formed in a column at a position opposite to the first L-shaped steel;
A second steel sheet provided in a groove formed in a column at a position facing the second L-shaped steel;
A first bolt that binds the first L-shaped steel and the first steel plate;
A second bolt that binds the second L-shaped steel and the second steel sheet;
A third bolt that binds the first L-shaped steel and the second L-shaped steel,
The haunch reinforcement member,
The central cross section of the bars connecting the wings of the second L-shaped steel is reduced to induce yield of the system, inserting a steel pipe to the outside of the steel bar to prevent buckling during compression,
Dry reinforced seismic reinforcement structure of the reinforced concrete column-beam joint, characterized in that the groove is closed with a finishing concrete so that the section steel or bolt installed in the groove does not protrude to the surface of the column or beam.
- The method of claim 1,
The haunch reinforcement member is a dry seismic reinforcement structure of the reinforced concrete column-beam connection, characterized in that it comprises an iron plate or bar (棒 鋼) connected to the wing of the second L-shaped steel.
- The method of claim 1,
An end of the first bolt is welded to the first steel plate, the end of the second bolt is welded to the second steel sheet dry seismic reinforcement structure of the reinforced concrete column-beam joint.
- As a method for seismic reinforcement of reinforced concrete column-beam connections,
Forming a groove formed by removing concrete so that the L-shaped steel and the steel plate are installed at the upper and lower surfaces of the pillar and the beam;
Installing a first L-shaped steel in a groove formed at a portion where the pillar and the upper surface contact each other;
Installing a second L-shaped steel in a groove formed at a portion where the pillar and the lower surface of the beam contact;
Installing a first steel sheet in a groove formed in a column at a position opposite to the first L-shaped steel;
Installing a second steel sheet in a groove formed in a column at a position opposite to the second L-shaped steel;
Binding the first L-shaped steel and the first steel sheet, the second L-shaped steel and the second steel sheet, and the first L-shaped steel and the second L-shaped steel with bolts, respectively;
And closing the grooves with the finishing concrete so that the first and second L-shaped steels bound by the bolts do not protrude to the surface of the column or beam,
In the second L-shaped steel, the central section of the bars connecting the wings to each other is reduced to induce yield of the system, and the haunch reinforcement member is installed to insert the steel pipe to the outside of the steel bar to prevent buckling during compression. Dry seismic reinforcement method of reinforced concrete column to beam connection.
- delete
- The method of claim 4, wherein
The surface of the pillar is a finishing material,
Prior to the steel sheet installation step, removing the part of the finishing material corresponding to the position where the first steel sheet and the second steel sheet will be installed so that the first steel sheet and the second steel sheet are not exposed to the surface of the finishing material. More,
After the bolt binding step, dry seismic reinforcement method of the reinforced concrete pillar-beam joint further comprising the step of additionally constructing a finish to cover the first steel plate and the second steel plate.
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| Application Number | Priority Date | Filing Date | Title |
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| KR1020100004971A KR101042404B1 (en) | 2010-01-20 | 2010-01-20 | Prefabricated seismic reinforcement structure and method of rc column-beam joint |
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| KR1020100004971A KR101042404B1 (en) | 2010-01-20 | 2010-01-20 | Prefabricated seismic reinforcement structure and method of rc column-beam joint |
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Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103696507A (en) * | 2013-12-25 | 2014-04-02 | 哈尔滨工业大学 | Drum type metal rubber shear friction damper |
| CN104032840A (en) * | 2014-07-03 | 2014-09-10 | 河北联合大学 | Prestress assembly type frame joint connecting structure with additionally-arranged steel angles and construction method of prestress assembly type frame joint connecting structure |
| CN106049956A (en) * | 2016-07-13 | 2016-10-26 | 大连理工大学 | Energy dissipation and seismic mitigation T-type damper of prefabricated structure joint |
| CN106480997A (en) * | 2016-09-29 | 2017-03-08 | 重庆大学 | The modular assembly connection limb steel plate shear force wall of replaceable core module |
Citations (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| KR20010094223A (en) * | 2000-04-04 | 2001-10-31 | 정란 | Hunch Bracing Apparatus for Strengthening the Durability of the Reinforced Concrete Structure against Earthguake |
| KR100769316B1 (en) * | 2006-12-28 | 2007-10-24 | (주)동양구조 | Strengthening joint of slab-bearing wall |
-
2010
- 2010-01-20 KR KR1020100004971A patent/KR101042404B1/en active IP Right Grant
Patent Citations (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| KR20010094223A (en) * | 2000-04-04 | 2001-10-31 | 정란 | Hunch Bracing Apparatus for Strengthening the Durability of the Reinforced Concrete Structure against Earthguake |
| KR100769316B1 (en) * | 2006-12-28 | 2007-10-24 | (주)동양구조 | Strengthening joint of slab-bearing wall |
Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103696507A (en) * | 2013-12-25 | 2014-04-02 | 哈尔滨工业大学 | Drum type metal rubber shear friction damper |
| CN104032840A (en) * | 2014-07-03 | 2014-09-10 | 河北联合大学 | Prestress assembly type frame joint connecting structure with additionally-arranged steel angles and construction method of prestress assembly type frame joint connecting structure |
| CN106049956A (en) * | 2016-07-13 | 2016-10-26 | 大连理工大学 | Energy dissipation and seismic mitigation T-type damper of prefabricated structure joint |
| CN106049956B (en) * | 2016-07-13 | 2019-01-11 | 大连理工大学 | Precast construction node energy-dissipating and shock-absorbing T-type damper |
| CN106480997A (en) * | 2016-09-29 | 2017-03-08 | 重庆大学 | The modular assembly connection limb steel plate shear force wall of replaceable core module |
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