KR102093070B1 - A seismic portal structures attached in-plane square framed type strengthened by level-gap plates and sleeve-cap anchors - Google Patents

Abstract

A seismic reinforcement method of an inner square door-type frame for integrating through shear connection using a level gap plate and a sleeve anchor cap can share load by allowing a new vertical column member of a square door-type frame used for new reinforcement to serve as a base plate in a seismic resistance behavior by vertically constructing the new column member even when the new column member is not in close contact with a conventional vertical column and has difficulty in installation thereof or a great distance (S) and a vertical spacing error (Δh) occurs therebetween, can suppress the occurrence of local ground pressure cracking around bored anchor holes upon boring for installation of anchors, allows the anchors inserted into the bored holes to serve as a rigid reinforcing body, allows the new column of the square door-type frame to have a box-shaped cross section filled with concrete for the purpose of increasing rigidity and strength, prevents the leakage of concrete poured into anchor insertion holes for anchor installation formed in the outer surface thereof, and allows the anchors to be coupled to the new column at anchor points.

Description

A seismic portal structures attached in-plane square framed type strengthened by level-gap plates and sleeve-cap anchors}

The present invention relates to a seismic reinforcement method for a square door frame that is installed and attached to the inside of a building structure formed of two existing vertical columns spaced apart from each other in an existing building structure and a horizontal floor beam connecting them, and is particularly used for new reinforcement. Even if a new vertical column member of a square door frame is difficult to install because it does not adhere well to an existing vertical column or a large separation distance (S) and vertical separation error (△ h) occur between them, the new column member is constructed vertically and seismic When the resistance is acting, the load can be shared by the role of the base plate, and when drilling for installation of the anchor body, the occurrence of local acupressure cracks around the perforated anchor hole is suppressed, and the anchor body inserted in the perforated hole has a reinforcement rigid function, The new pillar of the door frame has a box section filled with concrete for the purpose of increasing stiffness and strength, but has an anchor body formed on the outer surface. It relates to an inner square door in-frame seismic reinforcement method that integrates shear synthesis with a gap-level plate and a sleeve anchor cap to prevent leakage of pour concrete with an anchor hole for installation and to anchor the anchor body to a new pillar.

In general, in order to reinforce an existing building, a steel frame is installed on a reinforced concrete structure (RC) and a mortar is poured to integrate the reinforced concrete structure and the steel frame. As described above, many techniques have been proposed to improve the seismic performance of a building through the installation of a steel frame. However, the techniques presented so far have a problem in that the construction is complicated and the satisfactory seismic performance cannot be obtained.

Moreover, if the existing facilities are removed in order to install the steel frame in the column-side opening in the existing concrete structure, vertical separation error is largely generated in the column. Conventionally, since the anchor body is installed without simply filling the gap of the vertical separation error portion, there is a limitation in increasing the seismic performance due to the lack of integrity when installing the steel frame.

As a background technology of the present invention, as a domestic registration patent registration number 1150392, "joint structure and joining method of seismic reinforcing steel structure" (Patent Document 1) has been proposed. In the background art, the present invention relates to a joint structure of a steel structure for seismic reinforcement, and includes an existing structure composed of a pillar or a beam; Reinforcing bars respectively installed by epoxy resin in a plurality of holes drilled in the wall of the existing structure; A concrete adhesive applied to the wall surface of the existing structure to strengthen the adhesion between the mortar and the wall surface; An H-shaped steel installed by welding so that the reinforcing bar penetrates the wall surface of the existing structure and has a plurality of reinforcing stud bolts; A mesh or iron plate provided in a form surrounding the outer circumference of the H-beam, including between the wall surface of the existing structure and the H-beam; It characterized in that it comprises a; mortar poured by the mesh or iron plate to enhance the efficiency of seismic reinforcement by strengthening the binding force between the existing concrete structure and the steel structure for seismic reinforcement.

However, the above-mentioned background technology requires a number of stud bolts to be installed, and can be separated from the existing structure during an earthquake by an indirect coupling method with the existing structure, and thus has a disadvantage of enhancing the seismic reinforcement effect and difficult to reinforce the foundation. In addition, in the background art, no technical alternative is proposed to integrally install the steel frame when a vertical separation error is largely generated in the column side of the existing concrete structure.

Domestic registered patent registration number 1150392

The present invention is established even if the vertical new column member of the square door frame used for the new reinforcement does not adhere well to the existing vertical column or is difficult to install or a large separation distance (S) and vertical separation error (Δh) occur between them. The pillar member can be installed vertically to distribute the load as a base plate during seismic resistance, and to suppress the occurrence of local acupressure cracks around the perforated anchor hole during drilling to install the anchor body, the anchor body inserted into the perforated hole The new pillar of the square door frame has a box section filled with concrete for the purpose of increasing stiffness and strength, but with an anchor insertion hole for the installation of the anchor body formed on the outer surface to prevent leakage of pouring concrete and prevent the anchor body Inner square door-shaped in-frame integrated with shear synthesis with a gap-level plate and sleeve anchor cap that are fixed to the new pillar The purpose is to provide a seismic reinforcement method.

According to a preferred embodiment of the present invention, (a) between the new reinforcement vertical column member and the gap level plate by fixing the gap level plate with a reinforcing adhesive in the upper and lower portions of each inner surface side of the two pillars in contact with the opening of the existing building structure. Forming a parallel vertical reference plane having no vertical separation error; (b) Temporarily install the new reinforced vertical column members to contact the gap level plates installed at the upper and lower locations inside the vertical columns, and place the new reinforced floor beam members at the top and bottom between the opposite new reinforced vertical column members. After mutually connecting and forming a plurality of rows of anchor holes at predetermined intervals in the vertical column on the same axis as the anchor insertion hole of the newly reinforced vertical column member, the injection agent is injected into the anchor hole and the anchor body is anchored through the anchor insertion hole. Inserting in and installing; (c) inserting a rigid hairpin for a leak-preventing anchor body into a new reinforced vertical column member and screwing and tightening the anchor body located on the same line to fix and install the new reinforced vertical column member on a pillar; (d) filling and filling the rear filling material to fill the gap between the pillars and the rear surface of the newly reinforced vertical column member, and then pouring a pour concrete into the vertical section of the newly reinforced vertical column member; It is characterized by being.

In addition, in the step (b), it is characterized in that the sleeve anchor cap is preferentially inserted into the gap level plate side anchor hole and then the anchor body is inserted into the anchor hole through the sleeve anchor cap on the level plate side.

In addition, in step (b), the newly reinforced vertical pillar member is formed with a rectangular hollow portion formed in a vertical section and an anchor insertion hole forming a double row at regular intervals in the longitudinal direction, and a vertical pillar portion having a pour concrete injection hole formed on an upper side. , Bracket for the upper joint of the newly reinforced floor reinforcement member made of H-type steel of a certain length and horizontally joined to the top of the vertical pillar, and the bracket for the lower joint of newly reinforced floor reinforcement member horizontally joined to the bottom of the vertical pillar It is characterized by consisting of.

In addition, in the step (b), the sleeve anchor cap is cylindrical and is characterized in that a flat head locking jaw is formed at the rear end.

In addition, in step (b), it is characterized in that the sleeve anchor cap is further installed in the anchor hole existing in the section where the gap level plate is not installed.

In addition, in the step (c), the anchor body rigid hairpin for preventing leakage is formed in the center of the anchor fastening female screw cylindrical portion having a screw hole formed on the inner circumferential surface, and a leak blocking head plate and a leak blocking head plate formed at one end of the anchor fastening female screw cylindrical portion. It is characterized in that a tool coupling groove for fastening of a hexagon is provided.

In addition, in step (b), the newly reinforced floor beam member is made of H-type steel, and after inserting and installing the anchor body through the newly reinforced floor beam member into the anchor hole formed in the beam facing the opening, the nut is used. A new level reinforcement floor reinforcement member is installed, and additionally, a gap level plate is additionally installed to be fixed to the anchor body between the existing structural structures for each connection portion between the new reinforcement floor reinforcement member and the new reinforcement vertical column member. The connection between the floor beam member and the newly reinforced vertical column member is characterized in that it is made through bolt bonding of each splice steel sheet.

In addition, the newly reinforced floor reinforcement member of step (b) is characterized in that it is installed in a state assembled and connected to the newly reinforced vertical pillar member.

According to the gap level plate of the present invention and the inner square door in-frame seismic reinforcement method integrated with shear composite with a sleeve anchor cap, a new reinforcement is made to overcome a large vertical separation error (Δh) or an inclination of both vertical pillars in an existing building structure. In order to install the vertical column member, after installing the gap level plate at two places inside and below the vertical column, it is possible to form an integrated composite structure with the installation of the new reinforced vertical column member without vertical error by combining it using a sleeve anchor cap. Do.

In addition, by installing a sleeve anchor cap on the anchor hole drilled on the side of the gap level plate, even if a large external force such as an earthquake acts, local acupressure cracking around the anchor hole can be prevented and the puncture hole can be reinforced rigidly. Therefore, it is advantageous to secure the integrity between the existing building structure and the newly reinforced vertical column member.

In addition, an anchor body for leak prevention is used to prevent leakage of pour concrete due to the anchor insertion hole drilled in the newly reinforced vertical pillar member, while fastening the anchor body rigid hairpin for leak prevention to the end of the anchor body embedded in the existing building structure. The anchor insertion hole is sealed by welding by using a leak-proof plate of the rigid hairpin, and at the same time, the anchor body is continuously fixed to the newly reinforced vertical column member side. As a result, the new reinforced vertical column member filled with concrete and the existing building structure are integrated to realize effective seismic reinforcement of the existing building structure.

The following drawings attached in the present specification are intended to illustrate preferred embodiments of the present invention, and serve to further understand the technical idea of the present invention together with the detailed description of the present invention, so the present invention is only described in the accompanying drawings. It is not limited and should not be interpreted.
1A is a state diagram in which gap level plates applied to the present invention are installed at upper and lower portions of an inner surface of a pillar.
Figure 1b is a perspective view showing a three-dimensional installation state of the gap level plate applied to the present invention.
Figure 2 is a state in which the gap level plate applied to the present invention is settled on the inner surface of the pillar through the reinforcing adhesive.
Figure 3 is a perforated state diagram of the anchor hole through a newly reinforced vertical column member in accordance with the present invention.
Figure 4 is a state in which the sleeve anchor cap and the anchor body is installed on the gap level plate according to the present invention.
5 is a state diagram in which the anchor body rigid hairpin for preventing leakage is fastened to the gap level plate side anchor body according to the present invention.
6 is a partially enlarged view of FIG. 5.
7 is an exploded perspective view of a gap level plate, a sleeve anchor cap, and an anchor body rigid hairpin for preventing leakage applied to the present invention.
8 is a state diagram of a newly reinforced floor reinforcement member connected to a newly reinforced vertical column member according to the present invention.
9 is an installation state diagram of an inner in-frame consisting of a newly reinforced vertical pillar member and a newly reinforced floor reinforcement member according to the present invention.
10 is an arrangement state in which a gap level plate is disposed in an opening of an existing structure according to the present invention.
11 is a horizontal and vertical arrangement state diagram of an inner in-frame composed of a newly reinforced vertical pillar member and a newly reinforced floor reinforcement member according to the present invention.

The present invention will be described in detail below with reference to the embodiments presented in the accompanying drawings, but the presented embodiments are illustrative for a clear understanding of the present invention and the invention is not limited thereto.

The seismic structure of the existing building structure 10 according to the present invention is a new reinforced vertical column member 30 and 30 on the inner surface side of the left and right vertical columns 12 and 12 that are in contact with the opening 101 as shown in FIGS. 1 and 2. 30) is installed, and is made by connecting and installing a new reinforced floor reinforcement member 40 at the top and bottom between the newly reinforced vertical column members 30 and 30. At this time, the newly reinforced vertical column member 30 is a vertical reference surface by the gap level plate (gap level plate) 20 installed in the upper and lower locations as shown in Figure 3 on the inner surface side of the left and right vertical columns (12,12). Obtained and installed. In addition, as shown in FIG. 10, the anchor hole 25 is installed after the sleeve anchor cap 29 is installed in the anchor hole 121 formed on the side of the vertical column 12 by inserting the gap level plate 20. The occurrence of local acupressure cracks can be suppressed around the anchor hole 121, and the anchor hole 121 can be integrated with the anchor body 25 to function as a reinforcement body.

In addition, the anchor body 25 is fastened to the new anchoring vertical column member 30 by fastening the anchor body rigid hairpin 28 to prevent leakage, and not only the effective shear resistance but also the anchor body rigid hairpin 28 to prevent leakage is inserted. The hole on the side of the newly reinforced vertical column member 30 is closed to prevent leakage during filling of the pouring concrete.

Corresponds to the existing square structure composed of two vertical columns and horizontal floor beams with this characteristic structure, and the inner-level door-type in-frame seismic reinforcement method, which is integrated with shear by a gap level plate and a sleeve anchor cap, fitted and installed inward, sequentially As described.

Gap level plate installation

First, as shown in FIGS. 1 and 2, a gap level plate 20 is provided at upper and lower locations on each inner side of both vertical columns 12 that are in contact with the opening 101 of the existing structure 10. It is attached with a reinforcing adhesive 22 to form a vertical reference plane X without a vertical separation error (Δh) between the gap level plate 20 and the newly installed reinforced vertical column member 30.

Therefore, even if a maximum vertical separation error (Δh) occurs on the inner surface of the vertical column 12 as shown in FIG. 1A, the gap level plate 20 is aligned between the newly reinforced vertical column member 30 and the gap level plate 20. It may have a vertical reference plane (X) without a vertical separation error (Δh). Here, the maximum vertical separation error (Δh) may be large, more than 50mm.

As such, the gap level plate 20 is installed to meet the vertical separation error (Δh) when the newly reinforced vertical column member 30 is installed. In addition, in the gap level plate 20, the anchor hole 121 to be drilled at a certain depth to the vertical pillar 12 through the newly reinforced vertical pillar member 30 in FIG. 3 is perpendicular to the vertical surface of the newly reinforced vertical pillar member 30. It serves to make this. Epoxy mortar may be used as the reinforcing adhesive 22. Here, the reinforcing adhesive 22 performs a concrete reinforcing function around the anchor hole 121 to be formed on the gap level plate 20 side together with the role of fixing the gap level plate 20 on the vertical column 12 side. The column side gap level plate 20 may be made of a steel plate. The column side gap level plate 20 has a plurality of gap level plate holes 201 for insertion of the anchor body 25 to be described later. The gap level plate hole 201 may be circular, but the illustrated slot shape is preferable to accommodate the installation error of the anchor hole.

Anchor body  install

Then, as shown in FIG. 3, the newly reinforced vertical column member 30 is brought into contact with the gap level plate 20 installed at the upper and lower positions of the vertical column 12, and then, at a predetermined interval to the vertical column 12. A plurality of rows of anchor holes 121 are formed. At this time, the anchor hole 121 is made by inserting a drilling drill into the anchor insertion hole 301b formed in the vertical section of the newly reinforced vertical column member 30.

Thereafter, as shown in FIGS. 1B and 4, the injection agent 24 is injected into the anchor hole 121 and the anchor body 25 is inserted and installed. The anchor body 25 is formed with a thread on the outer circumferential surface of the entire stem, but a thread may be formed only on the front end and the rear end. At this time, the sleeve anchor cap (sleeve anchor cap) (29) on the side of the gap level plate 20 is preferentially inserted and installed in the anchor hole 121 on the gap level plate 20, and then the anchor body 25 is inserted into the sleeve anchor cap (29). ) Through the anchor hole 121 is installed. As illustrated in FIG. 7, the sleeve anchor cap 29 may be formed in a cylindrical shape or a flat head engaging jaw 291 may be further formed at a rear end of the cylindrical shape. As such, the sleeve anchor cap 29 is installed in the anchor hole 121 to prevent local acupressure cracking around the anchor hole 121 when an external force such as an earthquake acts around the anchor hole 121 to prevent the anchor hole 121. The stiffness of is reinforced.

Here, the sleeve anchor cap 29 may be further installed in the anchor hole 121 existing in the section where the gap level plate 20 is not installed.

As described above, by using the sleeve anchor cap 29 which is a composite anchor element of the shear key between the gap filling plate 20 and the back filler 26 within the separation distance S to secure the verticality of the newly reinforced vertical column member 30, Construction installation and integration behavior can be realized. That is, by using the sleeve anchor cap 29, which is a composite anchor element of the shear key with the back filler 26, the synthesis action is effectively performed at a large separation distance S occurring between the existing structure 10 and the inner square door-shaped in-frame 100. It works.

In this step, as shown in FIG. 8, the newly reinforced floor reinforcement members 40 are positioned at upper and lower portions between the newly reinforced vertical pillar members 30 and 30 facing each other, and are interconnected.

That is, by placing the newly reinforced floor reinforcement members 40 made of H-type steel on each inner surface of the horizontal bottom beam 13, screwing them with a nut 27 to the anchor body 25 to screw the newly reinforced bottom reinforcement member ( 40) is fixed. At this time, the connection between the newly reinforced floor reinforcement member 40 and the newly reinforced vertical pillar member 30 may be made through splice steel plate 50 and bolt bonding, respectively. At this time, for each connection portion between the newly reinforced vertical pillar member 30 and the newly reinforced floor reinforcement member 40, as shown in FIG. 10, an additional gap level plate 20 may be installed between the existing structures 10 to be constructed.

Here, the newly reinforced floor reinforcement member 40 may be installed and installed in a state where it is connected to the newly reinforced vertical pillar member 30.

New reinforcement Vertical columnar  install

Then, as shown in FIG. 5, the anchor body rigid hairpin 28 for preventing leakage is inserted through the anchor insertion hole 301b of the newly reinforced vertical column member 30 and screwed to the corresponding anchor body 25 to be tightened. Therefore, the newly reinforced vertical column member 30 is fixedly installed on the corresponding vertical column 12 side by screwing the anchor body 25 and the leak-free anchor body rigid hairpin 28.

Here, as shown in Figure 1a, the newly reinforced vertical column member 30 is a rectangular hollow portion 301a formed in a vertical section and an anchor insertion hole 301b forming a double row at regular intervals in the longitudinal direction, and a pour concrete injection hole formed on an upper side. A vertical pillar 301 having a (301c), a new reinforcement floor reinforcement member upper joint bracket 302 and a vertical pillar made of H-type steel of a certain length and horizontally joined to the top of the vertical pillar 301 It is composed of a bracket 303 for lower bonding of a newly reinforced floor reinforcement member that is horizontally joined to the lower end of the unit 301.

At this time, as shown in FIG. 9, the bracket 302 for the upper joining of the newly reinforced floor reinforcement member and the bracket 303 for the lower joining of the newly reinforced floor reinforcement member are provided with nuts 27 on the anchor body 25 additionally installed on the horizontal floor 13 side. ) Is fastened and integrated into the existing structure 10. Of course, the anchor body 25 is provided in the anchor hole in the horizontal bottom beam 13 through the flanges of the brackets 302 for the upper joining of the newly reinforced floor reinforcement member and the bracket 303 for the lower joint of the newly reinforced floor reinforcement member. Each is inserted and fixed by injection.

6 and 7, the anchor body rigid hairpin 28 for preventing leakage is formed at one end of the anchoring female screw cylindrical portion 281 and the anchoring female screw cylindrical portion 281 having screw holes 281a formed on the inner circumferential surface. The leak stopper head 282 and the hexagonal stopper tool engagement groove 283 formed in the center of the stopper head 282 are provided.

Therefore, after the tool is coupled to the tool coupling groove 283 for fastening and tightening, the anchor bolt 25 for preventing leakage is screwed onto the anchor body 25, and then the anchor is welded all around the leakproof head plate 282. Since the insertion hole 301b is sealed, it is possible to effectively prevent leakage through the anchor insertion hole 301b during pouring of pour concrete in a subsequent process.

In addition, the anchor body 25 can form a fixed point through the rigid anchor hairpin 28 for preventing leakage, which is assembled and welded to the newly reinforced vertical column member 30, thereby effectively implementing shear resistance.

Backfill  Charging and Pour concrete  Injection

Then, as shown in FIG. 5, the back filler 26 is filled and placed to fill a floating gap between the rear faces between the vertical pillar 12 and the newly reinforced vertical pillar member 30. The back filler 26 may be an epoxy mortar.

Then, the pouring concrete 39 is injected into the vertical section of the newly reinforced vertical column member 30. At this time, the pouring of the pouring concrete 39 is made through the pouring concrete injection hole 301c formed on the vertical column 301 side of the newly reinforced vertical column member 30.

As described above, even if pour concrete 39 is injected into the vertical column 301 side of the newly reinforced vertical column member 30, the anchor insertion hole 301b is sealed by the anchor body rigid hairpin 28 for preventing leakage to effectively prevent leakage. can do.

In this way, the installation of the inner square door-shaped inframe 100 to the existing structure 10 is completed. In the existing structure 10, the installation of the inner square door-shaped inframe 100 may be continuously constructed through vertical and horizontal arrangement as shown in FIG. 11.

As described above, according to the inner square door in-frame seismic reinforcement method, which is integrated with the shear level by the gap level plate and the sleeve anchor cap, it has the following advantages.

First, due to problems such as vertical separation error (△ h) of the existing vertical column (12) and non-flatness of the horizontal floor beam (13), the internal square door in-frame (100), which was manufactured and brought into the factory, is placed inside the existing building structure. In the case of integrally forming the joint by inserting, even if the separation distance (S) error between the existing building structure and the new internal square door in-frame 100 occurs frequently more than 50 mm, the rear filling material (S) 26) Using a new and old adhesive such as epoxy (mortar-based, acrylic-based) or grouting agent (epoxy, non-shrinking, quick-setting agent), the synthetic vertical shearing action and Synthetic horizontal shearing action is implemented on the horizontal floor beam, so the existing building structure (10) and the newly built inner square door in-frame (100) are integrated synthetic behaviors, resulting in external forces such as seismic load or wind load. It may implement a sufficient integrally Resistance.

Second, the gap level plate for securing the verticality of the newly reinforced vertical pillar member 30 to effectively operate the composite action at a large separation distance S occurring between the existing building structure 10 and the internal square door-shaped in-frame 100. By using the sleeve anchor cap 29 which is the composite anchor element of the shear key with the back filler 26 within the separation distance S from 20, it is possible to realize the precision construction installation and the integration behavior.

Third, the anchor body 25 coupled to the existing structure 10 is installed inside the newly reinforced vertical pillar member 30 and at the same time, the anchor body rigid hairpin 28 for preventing leakage assembled on the side of the newly reinforced vertical pillar member 30 ) Is fastened to the anchor screw female threaded portion 281 of one side. As described above, the anchor body 25 coupled for the purpose of synthesizing action such as a shear key composite anchor continuously from the existing structure 10 to the new reinforced vertical pillar member 30 is welded and leaked to the new reinforced vertical pillar member 30 side. Shear resistance can be effectively implemented by forming a fixed point by being connected to the anchoring anchor hairpin 28 for prevention.

The present invention has been described in detail with reference to the presented embodiments, but those skilled in the art can make various modifications and modified inventions without departing from the technical spirit of the present invention with reference to the presented embodiments. will be. The present invention is not limited by such modified and modified inventions, but is limited by the appended claims.

20: gap level plate
25: anchor body
26: back filler
29: sleeve anchor cap
30: New reinforcement vertical column member
40: New reinforcement floor reinforcement member

Claims (8)

(a) Gap level plates 20 are fixed with reinforcement adhesive 22 at upper and lower sides of each inner side of both vertical pillars 12 in contact with the opening 101 of the existing structure 10 to establish a new reinforced vertical pillar. Forming a parallel vertical reference plane (X) with no vertical separation error between the member (30) and the gap level plate (20);
(b) The newly reinforced vertical column members 30 are temporarily installed to contact the gap level plates 20 installed at the upper and lower locations of the vertical columns 12, and the opposite of the newly reinforced vertical column members 30 and 30 Each of the newly reinforced floor reinforcement members 40 is positioned at the upper and lower ends to connect to each other, and the plurality of vertical reinforcement pillars 30 are arranged in the same axis as the anchor insertion hole 301b of the newly reinforced vertical pillar member 30 at predetermined intervals After forming the row of the anchor hole 121, the injection agent 24 is injected into the anchor hole 121 and the anchor body 25 is inserted into the anchor hole 121 through the anchor insertion hole 301b. ;
(c) After inserting the leak-proof anchor body rigid hairpin (28) into the new reinforced vertical column member (30), tighten the screw into the anchor body (25) located on the same line to tighten the new reinforced vertical column member (30) into a vertical column (12) fixed installation;
(d) After filling and filling the rear filling material 26 to fill the floating gap between the vertical column 12 and the new reinforced vertical column member 30, the vertical section of the newly reinforced vertical column member 30 Including; pouring the pouring concrete 39 into the interior;
In the step (b), the sleeve anchor cap 29 is preferentially inserted into the gap level plate 20 side anchor hole 121 on the level plate 20 side, and then the anchor body 25 is inserted into the sleeve anchor cap 29 ) An inner square door-type in-frame seismic reinforcement method integrated with shear through a gap level plate and a sleeve anchor cap, characterized in that it is inserted and installed in the anchor hole 121. delete According to claim 1,
In step (b),
The newly reinforced vertical column member 30 is vertical with a rectangular hollow portion 301a formed in a vertical section, an anchor insertion hole 301b forming a double row at regular intervals in the longitudinal direction, and a pour concrete injection hole 301c formed on one side of the upper side. Column 301, a new reinforced floor reinforcement member made of H-type steel of a certain length and horizontally joined to the top of the vertical column 301, the bracket 302 for upper joining and the lower end of the vertical column 301 Newly reinforced floor reinforcement member that is horizontally bonded to the bracket 303 for the lower joining; an inner square door-shaped in-frame seismic reinforcement method integrated with shear synthesis by a gap level plate and a sleeve anchor cap, which comprises a. According to claim 1,
In step (b),
The sleeve anchor cap 29 is cylindrical and has an inner square door in-frame seismic reinforcement method integrated with shear by a gap level plate and a sleeve anchor cap, characterized in that a flat head locking jaw 291 is formed at the rear end. According to claim 1,
In step (b),
An inner square door inflation integrated with shear synthesis with a gap level plate and a sleeve anchor cap, characterized in that a sleeve anchor cap 29 is further installed in an anchor hole 121 existing in a section where the gap level plate 20 is not installed. Im seismic reinforcement method. According to claim 1,
In step (c),
The anchor body rigid hairpin 28 for leak prevention is an anchoring female screw cylindrical portion 281 having a screw hole 281a formed on its inner circumferential surface, and a leak blocking head plate 282 formed at one end of the anchoring female screw cylindrical portion 281, An inner square door frame in-frame seismic reinforcement method incorporating shear synthesis with a gap level plate and a sleeve anchor cap, characterized in that a hexagonal fastening tool coupling groove 283 formed in the center of the leakproof head plate 282 is provided. . According to claim 1,
In step (b),
The newly reinforced floor reinforcement member 40 is made of H-type steel, and the anchor body 25 is formed through the newly reinforced bottom reinforcement member 40 in the anchor hole formed in the horizontal bottom beam 13 in contact with the opening 101. ) Is inserted and then fastened with a nut (27) to install the new reinforced floor beam member (40),
For each connection portion between the newly reinforced floor reinforcement member 40 and the newly reinforced vertical column member 30, an additional gap level plate 20 is installed to be fixed to the anchor body 25 between the existing structure 10, and The connection between the newly reinforced floor reinforcement member 40 and the newly reinforced vertical column member 30 is achieved through bolt bonding of the splice steel plate 50, respectively, and the shear composite is integrated into the gap level plate and sleeve anchor cap. Seismic reinforcement method for square door in-frame. According to claim 1,
The step (b) of the newly reinforced floor reinforcement member 40 is a newly reinforced vertical column member 30 connected to the assembly by a gap level plate and a sleeve anchor cap, characterized by being installed in a shear composite integrated inner square door shape In-frame seismic reinforcement method.

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