KR102388121B1 - Anti-seismic bridge Bearing replacement System method - Google Patents

Abstract

The present invention provides sufficient capacity for the load generated during normal and earthquake even if the embedded length of the anchor or anchor socket of the bridge is insufficient for the normal horizontal and vertical loads applied to the bridge, and the horizontal, vertical, and pull-out loads applied during earthquakes. It relates to an earthquake-resistance and seismic isolation reinforcement that can be supported, and a replacement method for the seat device, including the steps of removing the existing seat device, placing the seat support plate, fixing the seat support plate, installing the seat device, and combining the anchor socket fixing plate and the earthquake-resistant mortar. It consists of the construction completion stage of pouring the rudder, and by fixing the bridge support plate to the reinforcing bars of the coping part and integrating it with the reinforcing bars, and then replacing the pedestal device, seismic resistance and seismic isolation are achieved by sufficient supporting force even if the length of the anchor socket is short. Even if it is replaced later after replacement, the replacement construction efficiency can be improved and sufficient seismic and seismic isolation performance can be exhibited. It provides an earthquake-resistance and seismic isolation reinforcement that can be used, and a replacement method for the seat device.

Description

Anti-seismic bridge bearing replacement system method for seismic and seismic isolation reinforcement

The present invention provides sufficient capacity for the load generated during normal and earthquake even if the embedded length of the anchor or anchor socket of the bridge is insufficient for the normal horizontal and vertical loads applied to the bridge, and the horizontal, vertical, and pull-out loads applied during earthquakes. It relates to an earthquake-resistance and seismic isolation reinforcement that can be supported and a replacement construction method for the seat device.

The vertical load, wind load, earthquake load, temperature load, etc. of the upper structure act on the supporting part of the bridge, and all these loads are transmitted to the substructure, that is, the piers, alternately through the pedestal, which is the support.

The supporting part of the bridge consists of the bridge bearing, supporting concrete, and non-shrink mortar.

The structure of the bridge bearing is composed of an upper plate, a bearing part, and a lower plate (including anchors or anchor sockets), and the bearing part is largely divided into steel and rubber. Steel types include pot type, pendulum type, and spherical type, and rubber type has elastic bearings as specified in KS F 4420.

The bearing concrete is the concrete placed between the coping part of the pier, which is the bridge's substructure, and the pedestal system for inspection and maintenance of the bridge device and securing the necessary space.

The non-shrinkage mortar is used to integrate the lower plate and anchor or anchor socket and the supporting concrete of the pedestal with the pier or abutment during the installation process of the pedestal, which is the seat support.

Recently, in order to respond to frequent earthquakes, the number of cases of installing or replacing seismic or seismic isolating bearings on bridges is increasing. In seismic or seismic isolating bearing devices, the length of anchors or anchor sockets becomes longer than that of general seating devices in order to accommodate seismic forces. If the length of the anchor or anchor socket becomes longer, the initial installation is not a problem. However, when installing a new one after removing the existing one, the limited shaping space (space between the bridge superstructure and the pier coping part) and the pier or abutment There are many situations in which the anchor or anchor socket cannot be installed because of the reinforcing bar, so that the anchor or anchor socket has no choice but to cut the reinforcing bars of piers and abutments. In addition, even in the maintenance of replacing the pedestal equipment whose service life has elapsed after new installation, the anchor or anchor socket cannot be installed because of the reinforcing bar of the pier or abutment, so the anchor or anchor socket must be cut or the reinforcing bar of the pier or abutment has to be cut. non-existent situations arise.

In 「Road Bridge Design Criteria (Limit State Design Act): General Bridge Edition, 2016」 published by the Ministry of Land, Infrastructure and Transport, the thickness of cover placed on the outside of rebar to prevent corrosion of rebar inside reinforced concrete was classified according to the strength and environment of the concrete. It is common to design and construct piers with a covering thickness of about 100mm.

In order to accommodate the horizontal force caused by earthquakes, most of the anchors or anchor sockets of the seat system in preparation for earthquakes exceed 100 mm in length. During construction, the reinforcing bars of the piers and the anchors or anchor sockets always interfere, so when replacing the bridge with an earthquake-resistant or seismic isolating pedestal device, the problem of cutting the anchor or anchor socket or cutting the reinforcing bars of the pier or abutment occurs.

When the anchor or anchor socket is cut, the breaking strength of the non-shrinkable mortar is lowered and the pryout strength is also lowered, so that the pedestal cannot resist the horizontal force.

When the reinforcing bars of piers or abutments are cut, serious cracks occur in the piers or abutments, the durability of use decreases, and the destruction of the piers or abutments can be predicted in case of an earthquake.

When the anchor or anchor socket is firmly supported, the bridge device can accommodate various loads and transmit it to the lower structure of the bridge. Anchors or anchor sockets are firmly supported by non-shrinkage mortar, but due to cracking problems that are easily generated during construction and repeated loads in the existing non-shrinkage mortar, the anchors or anchor sockets of the pedestal cannot be stably supported. .

In the non-shrinkage mortar, which plays the role of integrating the pier and the pier, vertical and horizontal loads can be stably transmitted to the pier or abutment when cracks are minimized. Cracks inevitably occur, and plastic shrinkage cracks and self-shrinkage cracks also occur. Also, trapped air inside the non-shrinkable mortar is generated during mixing and pouring, and the trapped air moves upward by bleeding and gravity to form a large void. reduce contact. As a result, the support area is reduced and cracks occur due to compressive force, etc. In addition, despite the high strength of 60 MPa, the non-shrinkable mortar is brittle against impact. Bursting cracks easily occur in the non-shrinkable mortar due to the acupressure stress generated by the vertical load transferred to the lower plate. Cracks generated during the construction process and cracks generated during use accelerate the damage of the non-shrinkable mortar by mutual accelerating action.

When a crack occurs in the non-shrinkage mortar, when a strong load such as an earthquake is applied to the anchor socket in an instant, a huge seismic load is concentrated on the cracked part, and the non-shrinkable mortar breaks around the cracked part, causing the bridge to disengage, causing the bridge to collapse. comes to

On the other hand, as a related prior art, Republic of Korea Utility Registration No. 20-0238768 (hereinafter referred to as 'Patent Document 1') has been proposed.

In Patent Document 1, by adding a fastening member to the lower end of the anchor bar to adjust the height of the anchor bar before the anchor bar is placed and embedded in concrete, the height of the seat arrangement can be adjusted. In addition, by adjusting the fastening member, the length of the anchor bar is shortened while improving the attachment performance, and it can be configured to sufficiently resist the shear force and bending moment acting on the lower plate. no effect could be obtained.

As a different prior art, Republic of Korea Utility Model Registration No. 20-0216784 (hereinafter referred to as 'Patent Document 2') has been proposed.

In Patent Document 2, by fastening the rod part at an eccentric position from the center of the plate part, the anchor bolt is inserted into the bolt hole so that the position can be adjusted so that it can be installed at an accurate position. We provide anchor bolts for supporting the bridge that can be made smoothly.

In addition, as another prior art, Korean Patent No. 10-1904447 (hereinafter referred to as 'Patent Document 3') has been proposed.

The patent document 3 is a technology that can improve the negative reaction force by welding the negative reaction force resistance plate to the lower part inserted into the socket of the anchor and bolted.

(Patent Document 1) KR20-0238768 Y1 Seismic Seating Device

(Patent Document 2) KR20-0216784 Y1 Seismic Seating Device

(Patent Document 3) KR10-1904447 B1 Seismic Reinforcement Seating Device and its Construction Method

However, Patent Document 1 described above is a general configuration that increases the adhesive force by expanding the head to increase the tensile strength against the negative reaction force through conical fracture when the negative reaction force, which is the tensile force, is generated. Effectively reducing the length of the anchor through only the enlarged head. There was a difficult problem.

In particular, when the screw part is not fully inserted into the anchor bar and is exposed, the shear strength of the portion where the cross-section is changed is significantly lowered because the small cross-section dominates the shear force of the entire cross-section.

In addition, in Patent Documents 2 and 3, there was a problem in reducing the length of the socket only with the configuration presented in the same manner as in Patent Document 1 above.

Furthermore, in the case of Patent Document 3, the coupler of the rotatable reinforcing bar coupling part has a node and a rib in the reinforcing bar, so the coupler cannot be integrated with the reinforcing bar. Therefore, when a horizontal force is applied, the coupler and the reinforcing bar are not firmly fixed, and the coupler slides from the reinforcing bar to cause displacement in the anchor socket, thereby weakening the resistance to the horizontal force.

In addition, the non-shrinkage mortar used has a high strength of 100 MPa or more, but since the construction part is poured only up to the coupler, the concrete under the coupler still has a strength of 40 MPa or less. In order to shorten the length of the anchor socket, the concrete at the bottom of the anchor socket must also be at least 100 MPa, the same as the non-shrink mortar, so that the length of the anchor socket can be shortened. That is, the load acting on the anchor socket also affects the concrete under the anchor socket, and this depth is 1.5 times the edge distance or at least twice the length of the anchor socket. Therefore, in Patent Document 3, the non-shrinkable mortar rupture fracture caused by shearing makes the seated device unable to function properly.

In addition, the non-shrinkable mortar used in Patent Document 3 has high strength and strong crack resistance, but air naturally trapped inside the mortar during mixing and construction is generated, and the trapped air is stagnated in the lower plate of the seat unit due to bleeding during curing. A void is formed that prevents the complete contact between the lower plate and the non-shrinkable mortar, which makes the support of the pedestal device poor.

In order to solve the above problems, the seat device for earthquake resistance and seismic isolation reinforcement and the replacement method of the seat device according to the present invention removes the concrete only up to the upper side of the reinforcement muscle of the pier and the U-shaped bolt is fastened when the existing seat device is removed. of concrete is selectively removed to expose reinforcement or main reinforcing bars in the coping part of piers or abutments. By fixing and combining the anchor socket of the pedestal with the anchor socket fixing plate in the state where the support plate is fixed and integrated with the reinforcing bars, it can provide sufficient seismic resistance and seismic isolation even if the length of the anchor socket of the pedestal becomes shorter due to the load distribution effect of the U-shaped bolt. An object of the present invention is to provide an earthquake-resistance and seismic isolation reinforcement that can be performed and a replacement construction method for the seat device.

Another object of the present invention is to provide sufficient seismic resistance and seismic isolation performance even if the length of the anchor socket of the seat arrangement is short, so that when replacing the seat arrangement, it is possible to replace the seat unit without cutting the reinforcing bars of the pier or the coping part of the abutment. .

Another object of the present invention is to combine a new seat arrangement in a state where the reinforcing bars of the coping part and the seat support plate are integrated when replacing the seat unit. After removing only the anchor socket fixing plate, a new seat device can be replaced, so it is easy to replace, and even after the length of the anchor socket is short, sufficient seismic resistance and seismic isolation performance can be exhibited as it is.

Another object of the present invention is to arrange two or more U-shaped bolts so that the sliding of the seat arrangement does not occur when the U-shaped bolts for fixing the bridge support plate to the reinforcement or main reinforcement are combined and then horizontally force in the direction of the reinforcement or the main reinforcement. The purpose is to prevent the sliding phenomenon of the seat device during operation to improve the resistance to the horizontal force.

The present invention removes the concrete only up to the upper side of the reinforcement reinforcing bars of the piers when the existing pedestal device is removed, and selectively removes the concrete at the position where the U-shaped bolts are to be fastened to expose the reinforcing bars or main reinforcing bars in the coping part of the pier or abutment. After forming the bridge support plate to which the anchor socket fixing plate is to be coupled to the upper part of the Even if the length of the anchor socket of the pedestal is shortened due to the load distribution effect of the bolt, it can perform a sufficient seismic resistance and seismic isolation role.

In addition, since sufficient seismic and seismic isolating performance is exhibited even if the length of the anchor socket of the pedestal is short, it is possible to replace the pedestal without cutting the reinforcing bars of the pier or the coping part of the abutment when replacing the pedestal.

And when replacing the seat device, since the new seat unit is combined with the coping portion reinforcing bars and the seat support plate integrated, when replacing the seat unit later, only the earthquake-resistant mortar is removed and then the seat unit is removed or only the seat unit and the anchor socket fixing plate are removed. Because the new seat device can be replaced, it is easy to replace and even after the replacement, the anchor socket is short in length, and sufficient seismic resistance and seismic isolation performance can be exhibited as it is.

In addition, two or more U-shaped bolts are arranged and combined so that the sliding of the seat arrangement does not occur when the U-shaped bolts that fix the seat support plate to the reinforcement or main reinforcing bars are combined. It is a useful invention that can improve the resistance to horizontal force by preventing the sliding phenomenon.

1 is a state diagram showing an installation state of the seat device for earthquake-resistant or seismic isolation reinforcement according to the present invention.
Figure 2 is an exploded perspective view of the seat device for earthquake-proof or seismic isolation reinforcement in the present invention.
Figure 3 is a state diagram showing a step of removing the existing sitting device in the present invention.
Figure 4 is a state diagram showing an arrangement step of the seat support plate in the present invention.
Figure 5 is a state diagram showing the step of fixing the seat support plate in the present invention.
Figure 6 is a state diagram showing the anchor socket fixing plate coupling step in the present invention.
Figure 7 is a state diagram showing the installation step of the seat device in the present invention.
Figure 8 is a state diagram showing the arrangement state of the U-shaped bolt in the present invention.

Hereinafter, the present invention will be described in more detail with reference to the accompanying drawings.

1. Seismic and seismic isolation reinforcement

First, the present invention is arranged on a bridge, and the upper side is coupled to the bridge top plate constituting the bridge, and the lower side is coupled to the coping part 1 of the pier or abutment constituting the bridge.

As shown in FIGS. 1 to 2, the bearing 12 for accommodating a regular load or an earthquake load is formed between the upper and lower plates 11 and 13 of the seat device 10, and the lower plate 13 As a general configuration in which the anchor socket 14 is formed on the lower side of the , it may be an elastic support and other types of sitting devices 10 .

That is, when the seat device 10 is in the form of an elastic support, the above-mentioned bearing 12 will be KS F 4420 『Elastic support for bridge support』 manufactured in the form of vulcanization and adhesion by alternately overlapping rubber and steel plate for reinforcement. In the case of a port bearing type, it may be KS F 4424 『Port bearing for bridge support』, and it may also be for seismic isolation using lead, seismic isolation using lead and tin, etc.

Here, the anchor socket 14 is preferably formed in a total of four places on the lower side of the lower plate (13).

In particular, the above-described anchor socket 14 can be manufactured in various shapes, such as circular, L-shaped, I-shaped, C-shaped, ㅁ-shaped.

Next, the anchor socket fixing plate 20 has an anchor socket coupling hole 22 coupled to the anchor socket 14 constituting the above-described seat device 10 on the inside, and the anchor socket coupling hole 22 ), a plurality of anchor socket fixing plate coupling holes 21 having threads formed therein are formed.

The anchor socket fixing plate 20 can be coupled to each anchor socket 14 constituting the pedestal device 10, and in particular, after the anchor socket 14 is coupled to the anchor socket fixing plate 20, it is welded. It can also be fixedly coupled through

Next, the pedestal support plate 30 is formed between the anchor socket fixing plate 20 and the reinforcement muscles 2 reinforced in the coping part 1 of the pier or abutment, more specifically, the lower surface of the anchor socket fixing plate 20 . As the configuration is arranged so that the upper side and the upper side are in contact with the lower side of the pier or abutment, and the upper side of the reinforcement muscle (2) is in contact with the coping portion (1) of the pier or abutment, the anchor socket fixing plate bolt hole of the anchor socket fixing plate (20) ( 21), the second seat support bolt hole 32 is formed so that it can be fixedly coupled by a normal bolt (B), and is spaced apart from the bolt groove 32 for the seat support plate. A U-shaped bolt coupling hole 31 is configured at the position.

Such a bridge support plate 30 may be formed to be extended so that two anchor sockets 14 constituting the bridge device 10 can be coupled at once with a single seat support plate 30, otherwise all anchors The socket 14 may be manufactured in a form that can be coupled thereto.

Here, it is preferable that the U-shaped bolt coupling hole 31 is configured in the form of a perforated hole, and the bolt groove 32 for the seat support plate is configured in a form in which a thread is formed so that coupling by the bolt (B) is made. good.

Next, the U-shaped bolt is a configuration for fixing the above-described pedestal support plate 30 to the reinforcement reinforcement (2) or the main reinforcement (3).

Such a U-shaped bolt may be made of any one of the integral U-shaped bolt 50 and the prefabricated U-shaped bolt 60 .

First, the integral U-shaped bolt 50 is formed in a U-shape in its overall shape, and both ends of the upper side are made of a screw-threaded bolt portion 51, so that the U-shaped bolt coupling hole 31 of the pedestal support plate 30 is formed. The other end of the bolt part 51 is configured to be coupled to the coping part 1 of the pier or alternation so that it can be coupled to the reinforcement reinforcement 2 or the main reinforcement 3 reinforced in the coping part 1 of the pier or abutment. has been

In addition, the prefabricated U-shaped bolt 60 is used when it is difficult to combine the aforementioned integral U-shaped bolt 50, and the bolt portion 61 composed of the first and second bolt portions 61a and 61b extending in the vertical direction. ) and a locking part 62 made of a nut block 62a having a second bolt coupling hole 62b to which the second bolt part 61b of the bolt part 61 can be coupled.

Here, the above-mentioned U-shaped bolts are coupled to two or more places so that the sliding phenomenon of the sitting device 10 does not occur in the left and right directions when the seating device 10 is fixed.

2. Seismic resistance and seismic isolation reinforcement replacement method

First, the present invention removes the existing pedestal device and mortar installed between the bridge deck and the coping part of the pier or abutment, but the mortar is removed so that the reinforcement muscles constituting the coping part of the pier or abutment are exposed, and seismic resistance and seismic isolation reinforcement pedestal Existing seating device removal step of selectively removing the concrete at the location where the U-shaped bolts constituting the device’s seating device will be placed so that it can be exposed to the lower side of the reinforcement or main reinforcing bars, and the ship exposed after the existing seating device removal step A bridge support plate arrangement step of arranging a bridge support plate having a bolt hole for a bridge support plate and a U-shaped bolt coupling hole on the upper side of the reinforcement, and a U-integrated U to the reinforcement reinforcement or the main reinforcement at the position where the reinforcement is selectively exposed in the bridge support plate arrangement step After combining the locking part constituting the shape bolt, insert the bolt part of the integral U-shaped bolt into the U-shaped bolt coupling hole of the bridge support plate and fasten the nut to fix the bridge support plate. If it is difficult to combine the U-shaped bolt, place the nut block of the locking part on the floor using a prefabricated U-shaped bolt, and then combine the second bolt part of the bolt part with the second bolt coupling hole formed in the nut block to form a prefabricated U-shaped bolt. In the step of fixing the seat support plate using bolts to fix the seat support plate, and in the position where the reinforcing bars are selectively exposed in the step of arranging the seat support plate, the engaging portion constituting the U-shaped bolt is combined with the reinforcing bar or the main reinforcing bar, and the bolt of the U-shaped bolt After inserting the part into the U-shaped bolt coupling hole of the seat support plate, fasten the nut to fix the seat support plate. An anchor socket fixing plate coupling step of installing an anchor socket fixing plate by arranging an anchor socket fixing plate having an anchor socket coupling hole and a bolt groove for a bridge support plate of the bridge support plate and coupling the bolts to the bolt hole of the anchor socket fixing plate, and the anchor; After the socket fixing plate coupling step, the anchor socket of the pedestal is inserted into the anchor socket coupling hole of the anchor socket fixing plate, and the lower plate, the bearing and the upper plate are sequentially connected. It consists of a seating device installation step to install, and a construction completion step of completing the construction by pouring and curing the earthquake-resistant mortar after the seating device installation step.

In addition, in the step of disposing the seat support plate, the seat support plate is formed to extend long in one direction so that two anchor sockets constituting the seat device can be combined with one place, or four anchor sockets can be combined with one place of the seat support plate. It can be formed in any size.

And, in the step of installing the seating device, the anchor socket of the seating device may be coupled to the anchor socket coupling hole of the anchor socket fixing plate and then fixedly coupled through welding.

In addition, in the case where the horizontal alignment of the seating device is not aligned when the anchor socket of the seating device is inserted into the anchor socket coupling hole of the anchor socket fixing plate in the step of installing the seating device, a thin plate is further installed in the anchor socket coupling hole of the anchor socket fixing plate. Thus, the step of leveling may be further included.

In addition, the seismic mortar in the construction completion stage consists of powder, mixing water, and hybrid fiber, and the powder is composed of a binder, aggregate and admixture, and the binder constituting the powder is 10 to 50% by weight of common Portland cement. , 3 to 50 wt% of Irwin-based cementitious cement, 5 to 40 wt% of silica fume, 5 to 60 wt% of fly ash, and 5 to 60 wt% of blast furnace slag, and the aggregate constituting the powder is 100 wt% of the binder It consists of 100 to 140 parts by weight of fine aggregate with respect to parts, and the admixture in the powder is based on 100 parts by weight of the binder, 1-4 parts by weight of a high performance water reducing agent, 0.05 to 3 parts by weight of a shrinkage reducing agent, 0.5 to 5 parts by weight of a thickener, and a setting delay agent. 0.1 to 0.5 parts by weight, 0.5 to 10 parts by weight of sodium bicarbonate powder, the mixing water consists of 10 to 35 parts by weight based on 100 parts by weight of the binder constituting the powder, and the hybrid fiber is in the volume ratio including the powder and the mixing water It may consist of 0.5 to 2.5 volume %.

Hereinafter, the replacement method of the present invention will be described in more detail with reference to the accompanying drawings.

go. Removal of Existing Seating Device

Although not shown in detail in the drawings, this step is a step of removing the old bridge seat device coupled to the existing bridge top plate and the coping part 1 of the pier or abutment.

To this end, the upper plate and bearing coupled to the bridge deck are removed after raising the bridge deck using a bridge deck lifting device for raising the bridge deck, while the existing coping part (1) of the pier or abutment is removed. The lower plate and anchor socket must be removed by blocking out the mortar.

At this time, when the existing mortar is blocked out, only the upper side of the reinforcement muscle 2 constituting the coping part 1 of a pier or abutment is exposed as shown in FIG. The concrete at the location where the U-shaped bolts will be installed should be selectively removed so that the reinforcement bar (2) or the main reinforcing bar (3) is exposed to the lower side.

If the main reinforcing bar (3) is cut due to the installation or replacement of the previous pedestal when the existing mortar is blocked out, it is connected to the previously installed main reinforcing bar (3) with a steel material having physical properties equal to or greater than the diameter of the cut reinforcing bar, For the connection method, use a coupler (not shown in the drawing), or connect reinforcing bars through welding or lamination, or filling bonding through metal or mortar.

me. Layout stage of seat support plate

This step is a step for installing the seat support plate 30 in the coping part 1 of the alternation as shown in FIGS. 1 to 2 and 4 .

For this purpose, the seat support plate 30 is disposed above the coping part 1 of the bridge or the abutment at the position where the seating device 10 is to be disposed.

Here, in the present invention, the seat support plate 30 is formed by combining two anchor sockets 14 constituting the seat device 10 in one place of one seat support plate 30, or anchoring the seat support plate 30 at one place. Since all four sockets 14 can be combined, the positions must be well aligned, and in particular, the U-shaped bolt 50, which will be described later, uses the reinforcement reinforcement 2 or the main reinforcing rod 3 to provide the seating arrangement 10. It should be arranged considering that it will be arranged in a position to prevent the sliding phenomenon of

all. Step of fixing the seat support plate

This step is a step for fixedly coupling the seat support plate 30 to the reinforcement reinforcement 2 or the main reinforcement 3 as shown in FIGS. 1 to 2 and 5 .

To this end, in this step, the seat support plate 30 is placed in the U-shaped bolt coupling hole 31 of the seat support plate 30 using the integral U-shaped bolt 50 or the prefabricated U-shaped bolt 60 and the nut (N). It is directly connected to the force reinforcing bar (2) or the main reinforcing bar (3).

Here, when directly connected to the bridge support plate 30 and the reinforcement reinforcement 2 or the main reinforcement 3, the bolt part 51 of the integral U-shaped bolt 50 is connected to the U-shaped bolt coupling hole formed in the bridge support plate 30 ( 31), but the locking part 52 formed on the integral U-shaped bolt 50 is placed to a position where it can be fixed in contact with the reinforcement reinforcement 2 or the main reinforcing rod 3, and when the arrangement is completed, the integral This step can be completed by fastening the nut (N) to the bolt portion (51) of the U-shaped bolt.

Here, since the above-described integral U-shaped bolt 50 is integrally formed with the bolt part 51 and the locking part 52, it may be difficult to insert if the spacing between the reinforcement reinforcement 2 or the main reinforcement 3 is narrow. there is.

In this case, after placing the nut block 62a of the locking part 62 constituting the prefabricated U-shaped bolt 60 on the floor surface of the concrete, the second bolt 61b of the bolt part 61 is coupled with the second bolt. Coupling may be made in a manner coupled to the hole 62b.

Here, the integral U-shaped bolt 50 or the prefabricated U-shaped bolt 60 is to be coupled to at least one place per anchor socket 14 constituting the pedestal device 10, and in particular, the integral U-shaped bolt 60 In the case of coupling the prefabricated U-shaped bolt 60 to the main reinforcing bar 3, the U-shaped bolt 50 is arranged so as to abut the main reinforcing bar 3, so that the sliding phenomenon of the pedestal device 10 does not occur. .

For example, an integral U-shaped bolt 50 disposed on the left when combining the integral U-shaped bolt 50 or the prefabricated U-shaped bolt 60 at the position where any one anchor socket 14 is formed, as in FIG. 8 . ) or prefabricated U-shaped bolt (60) to be in contact with the right side of the reinforcement reinforcing bar (2) or main reinforcing bar (3), and the integral U-shaped bolt (50) or prefabricated U-shaped bolt (60) disposed on the right side opposite to this ) can be constructed in such a way as to prevent the sliding phenomenon of the pedestal device 10 by making contact with the left side of the reinforcement reinforcing bar 2 or the main reinforcing bar 3 .

la. Anchor socket fixing plate coupling step

This step is a step for fixing the anchor socket fixing plate 20 to the seat support plate 30 as shown in FIGS. 1 to 2 and 6 .

The anchor socket fixing plate 20 has an anchor socket coupling hole 22 on the inside, and an anchor socket fixing plate bolt hole 21 having a plurality of threads formed on the outer peripheral surface of the anchor socket coupling hole 22 is formed. After adjusting the position of the bolt hole 32 for the seat seat support plate 30 in which the thread of the seat support plate 30 is formed, the anchor socket fixing plate 20 can be fixedly coupled using a normal bolt (B). .

Here, in order to more firmly fix the anchor socket fixing plate 20, the seat support plate 30 and the anchor socket fixing plate 20 may be additionally fixedly coupled through welding.

As for the anchor socket fixing plate 20 , since there are four anchor sockets 14 of the pedestal seat device 10 , this step can be completed by coupling four positions to the pedestal support plate 30 .

mind. Seating device installation stage

In the step of coupling the anchor socket fixing plate, the anchor socket 14 of the pedestal device 10 is coupled to the anchor socket fixing plate 20 coupled to the pedestal support plate 30 .

That is, as shown in FIGS. 1 to 2 and 7 , in the sitting device 10 in the present invention, a bearing 12 is coupled between the upper and lower plates 11 and 13, and the lower plate 13 has a structure in which the anchor socket 14 is coupled, and in this step, the anchor socket 14 is seated in the anchor socket coupling hole 22 formed in the anchor socket fixing plate 20 to complete this step. there is.

Here, in order to further increase the fixing force of the seat device 10 to the anchor socket fixing plate 20 through this step, the anchor socket 14 coupled to the anchor socket coupling hole 22 of the anchor socket fixing plate 20 is welded through. It may be fixed and combined.

At this time, in order to further increase the coupling force, a screw thread is formed inside the anchor socket coupling hole 22 and a screw thread is also formed on the outer peripheral surface of the anchor socket 14 to be coupled, and the anchor socket fixing plate 20 and the anchor socket 14 are coupled with a screw thread. It can also be fixed by welding afterward.

In particular, when the above-described seating device 10 is not horizontal, one or more thin plates 80 may be inserted into the anchor socket coupling holes 22 of the anchor socket fixing plate 20 to level the work.

bar. Construction completion stage

In this step, as in FIGS. 1 and 2, when the installation to the seating device 10 is completed, the earthquake-resistant mortar 4 is embedded to the center of the anchor socket 14 or the lower plate 13 constituting the seating device 10. This is the stage to complete the construction.

In the present invention, the seismic mortar 4 can be poured in the form of shotcrete or high-flow self-filling.

Here, the earthquake-resistant mortar is composed of powder, mixing water, and hybrid fiber, and the powder is composed of a binder, aggregate and admixture, and the binder constituting the powder is 10 to 50% by weight of first-class ordinary Portland cement, Irwin-based initial velocity. It consists of 3 to 50% by weight of cement, 5 to 40% by weight of silica fume, 5 to 60% by weight of fly ash, and 5 to 60% by weight of blast furnace slag, and the aggregate constituting the powder is 100 parts by weight of fine aggregate with respect to 100 parts by weight of the binder. It consists of ~ 140 parts by weight, and the admixture in the powder is based on 100 parts by weight of the binder, 1-4 parts by weight of a high-performance water reducing agent, 0.05-3 parts by weight of a shrinkage reducing agent, 0.5-5 parts by weight of a thickener, 0.1-0.5 parts by weight of a setting retarder , sodium bicarbonate powder 0.5 to 10 parts by weight, the blending water consists of 10 to 35 parts by weight based on 100 parts by weight of the binder constituting the powder, and the hybrid fiber is 0.5 to 2.5 volume % based on the volume ratio including the powder and the blending water consists of

First, the binder constituting the powder is 10 to 50% by weight of type 1 ordinary Portland cement, 3 to 50% by weight of Irwin type super-velocity cement, 5 to 40% by weight of silica fume, 5 to 60% by weight of fly ash, and 5 to blast furnace slag. ˜60% by weight.

It is preferable that the first-class ordinary Portland cement has a fineness of 2,800 to 5,000 g/cm 3 and a Ca/Si ratio of 2.5 or more.

In particular, when type 1 ordinary Portland cement is mixed below the critical value, the compressive strength drops, and when it exceeds the critical value, there is no further effect.

In addition, Irwin-based super-fast cement contains 30% or more of 3CaO·3Al ₂ O ₃ ·CaSO ₄ , a stable hydrate with high hydration activity, and 15% or more of 3CaO·SiO ₂ , with a fineness of 4,000 to 5,000 g/cm3. It is preferable that the termination is within 30 minutes. Irwin-based super-velocity cement is also used to suppress the shrinkage of earthquake-resistant mortar and promote physical strength through rapid hardening, and the earthquake-resistant mortar in the present invention exhibits self-shrinkage in which the hydrate becomes smaller than the reactant due to the low water-cement ratio and large amount of binder. The maximum shrinkage time is about 10 hours after mixing.

In addition, Irwin type super-velocity cement offsets the shrinkage by expanding the volume in the mortar that has been hardened by the expansion reaction of ettringite. .

When the Irwin-based super-velocity cement is less than the critical value, the expansion reaction is weak and the shrinkage offset effect is reduced. When the critical value is exceeded, the compressive strength is difficult to exceed 80 MPa.

And, the silica fume preferably has an average particle size of about 2 μm, and SiO ₂ preferably has a loss on ignition of 92% or more and 3% or less.

And silica fume is for expressing the compressive strength of 80 to 300 MPa or more of the earthquake-resistant mortar 4, and when it is mixed below the critical value, it is difficult to express the required compressive strength or more, and when it exceeds the critical value, there is no further effect.

In addition, fly ash has a powder of 3,000 to 6,000 g/cm 2 , an Al/Si ratio of 0.5 or more, a loss on ignition of 3% or less, and in particular, a fly ash having a particle size of 20 to 35 μm should be used. This is to control the fiber ball, a phenomenon of aggregation of steel fibers and synthetic fibers, by increasing the viscosity of the concrete that has not been hardened.

When the fly ash is mixed below the critical value, it becomes difficult to control the aggregation of fibers, and when the fly ash exceeds the critical value, a phenomenon occurs in which the compressive strength is lowered to 80 MPa or less.

On the other hand, it is preferable that the blast furnace slag has a fineness of 3,000 to 6,000 g/cm 2 , a Ca/Si ratio of 0.9 or more, and a loss on ignition of 3% or less. Blast furnace slag has low initial hardening and excellent long-term strength, improves the durability of mortar, and when microcracks occur, unreacted blast furnace slag and calcium hydroxide, a hydrate of type 1 cement, react with H ₂ O introduced through microcracks and latent hydraulic reaction. It is also used for the self-healing effect of filling cracks through the

When the blast furnace slag is mixed below the critical value, the long-term strength effect and the self-healing effect are insignificant, and when the threshold is exceeded, the problem of lowering the compressive strength occurs.

Next, the aggregate constituting the powder consists of 100 to 140 parts by weight of fine aggregate with respect to 100 parts by weight of the binder, the first fine aggregate having a density of 2.6 g/cm 3 and a particle diameter of 0.1 to 0.35 mm, and the second fine aggregate having a particle size of 0.075 to 0.1 mm. is used by mixing in a weight ratio of 1:1.

When the fine aggregate is less than the critical value, branch shrinkage becomes severe, and when it exceeds the critical value, there is a problem in that the compressive strength is lowered.

Next, the admixture constituting the powder contains 1 to 4 parts by weight of a high-performance water reducing agent, 0.05 to 3 parts by weight of a shrinkage reducing agent, 0.5 to 5 parts by weight of a thickener, 0.1 to 0.5 parts by weight of a setting retarder, and sodium bicarbonate based on 100 parts by weight of the binder. It consists of 0.5 to 10 parts by weight of powder.

The high-performance water-reducing agent is polycarboxylic acid-based, and has a density of 1.05 g/cm 3 and a specific gravity of 1.05 ± 0.05 at 20° C. in the form of a dark brown powder. ~300 MPa or more is possible.

When the high-performance water reducing agent is used below the threshold, the water reducing effect is insufficient, and when the threshold is exceeded, the strength is lowered due to material separation.

In addition, the shrinkage reducing agent is a non-ionic surfactant that reduces the surface tension of the pore water in the capillary after hardening of the earthquake-resistant mortar 4 to prevent shrinkage.

When the shrinkage reducing agent is less than the threshold, it becomes difficult to control the shrinkage, and when it exceeds the threshold, the effect cannot be expressed beyond that.

And the CSA-based expanding agent has a specific gravity of 2.8 _~ 2.9 and a fineness of Blaine with a specific surface area of _2,500 cm2/g or more. It is composed of minerals such as CaSO ₄ and CaO. During the hardening process, fine needle-shaped high sulfate hydrate (Ettringite) is generated. This hydrate exerts expansion force at the initial age to make the structure of the hardened body dense and control self-contraction. will do

When the CSA-based expanding agent is used below the critical value, the self-contraction control effect is deteriorated, and when it exceeds the critical value, expansion cracks and a decrease in strength occur.

In addition, the thickener prevents the separation of cement, aggregate, and fibers of different densities under high fluidity by using a cellulose-based powder form.

In the earthquake-resistant mortar of the present invention, a high-performance water reducing agent is used to enhance compressive strength, but the high-performance water reducing agent has too large a fluidity, so that the risk of material separation when stirring materials with different specific gravity is relatively high. Therefore, it becomes necessary to prevent material separation even under high fluidity through a thickener.

When the thickener is used below the critical value, the material separation effect is insufficient, and when it exceeds the critical value, a problem of reduced fluidity occurs.

In addition, the setting retarder is used to suppress the rapid setting of non-solidified super-fast cement, and powder forms such as ligni-based and tartaric acid-based cement are used.

When the setting retardant is used below the threshold, the delay effect is insignificant, and when it exceeds the threshold, the initial strength is lowered.

Next, the sodium bicarbonate powder in the present invention is used by mixing 0.5 to 10 parts by weight based on 100 parts by weight of the binder.

Sodium bicarbonate is separated into sodium (Na+) and bicarbonate (HCO3-) in water, and sodium combines with fly ash or blast furnace slag to induce a fast hardening reaction. , H2CO3) is generated, so it creates entrained bubbles in the mortar to improve pumpability in the hose when pouring the shockcrete.

When the sodium bicarbonate is mixed and used below the critical value, entrained bubbles are less generated, and when the sodium bicarbonate exceeds the critical value, the compressive strength is lowered and the fluidity is rapidly reduced.

Next, the blending water is composed of 5 to 35 parts by weight based on 100 parts by weight of the binder and is used without organic matter.

When the mixing water is mixed below the critical value, the viscosity is high and workability is lowered, and when it exceeds the critical value, the viscosity is lowered and the compressive strength is lowered to less than 80 MPa.

Next, the hybrid fiber is used in an amount of 0.5 to 2.5% by volume in a volume ratio including powder and mixing water.

These hybrid fibers are composed of 1 to 2.5 vol% of fibers for enhancing tensile strength for inducing microcracks in concrete, and 0.1% to 0.5 vol% of fibers for preventing explosion in the volume ratio.

As the tensile strength enhancing fiber for inducing microcracks, one of high toughness polyvinyl alcohol, carbon fiber, aramid fiber, high toughness polyethylene fiber, and steel fiber is selected, and the fiber for preventing explosion is polyvinyl alcohol fiber, nylon fiber, acrylic fiber, poly Choose one of the propylene fibers.

Of the above-described tensile strength enhancing fibers for inducing microcracks, high toughness polyvinyl alcohol, carbon fiber, aramid fiber, and high-strength polyethylene fiber have a tensile strength of 1,000 to 1600 MPa, a diameter of 20 to 40 μm, and a length of 5 to 15 mm are preferable, The steel fiber has a tensile strength of 1,000 MPa to 3,500 MPa, a diameter of 0.2 to 0.9 mm, and a length of 10 to 30 mm. It is more preferable to use the same material as The shape is preferably a straight line, and this is to induce a phenomenon (debonding) in which the adhesion strength between the matrix and the steel fiber is lowered when the concrete is subjected to a tensile force, and the steel fiber is pulled out of the concrete first (debonding).

Polyvinyl alcohol fiber, alkali resistant glass fiber, nylon fiber, acrylic fiber, polypropylene fiber, cellulose fiber with a tensile strength of 10 to 500 MPa, a diameter of 10 to 100 μm, a length of 5 to 10 mm, and a melting point of 200 ° C or less. When the earthquake-resistant mortar 4 of the present invention, which is selected and used, is suddenly exposed to fire, the fiber acts as a passage to lower the internal water vapor pressure and is used to prevent explosion.

On the other hand, the seismic and seismic isolation reinforcement pedestal seat device 100 according to the present invention, which has been installed through the replacement construction method as described above, is a pedestal on the reinforcement reinforcing bars 2 or main reinforcing bars 3 formed in the coping portion 1 of the pier or abutment. After the support plate 30 is fixedly connected using the U-shaped bolt 50 and integrated, the anchor socket fixing plate 20 and the seat device 10 are sequentially fixed and coupled to the upper side of the seat support plate 30, so the seat unit 10 ), even if the length of the anchor socket 14 is short, sufficient supporting force is formed to perform the seismic and seismic isolating functions.

In particular, since the present invention exhibits seismic resistance and seismic isolation performance even when the length of the anchor socket 14 is shortened as described above, even when replacing other pedestals 10 later, even without cutting the reinforcing bars of the coping unit 1 . Even if the replacement work of the seat unit 10 is made, the same seismic resistance and seismic isolation performance as the first replacement seat unit 10 is maintained. will be able to prevent it.

In addition, even during replacement construction of the pedestal device 10 later, the pedestal support plate 30 is connected to the reinforcement reinforcing bar 2 or the main reinforcing bar 3 of the coping unit 1, and the anchor coupled to the upper side of the pedestal support plate 30 Since the replacement operation of the seating device 10 is made only by removing the anchor socket 14 of the seating device 10 from the socket fixing plate 20 or replacing the anchor socket fixing plate 20, it is easy to replace and even after replacement. The same seismic resistance and seismic isolation performance can be expected.

On the other hand, when the seismic resistance and seismic isolation reinforcement of the seat device 100 of the present invention is installed, the U-shaped bolt 50 for fixing the seat support plate 30 to the reinforcement bars 2 or the main reinforcing bars 3 is installed in the seat device 10. By arranging and fastening so that the sliding does not occur, the sliding phenomenon of the sitting device 10 can be prevented, thereby improving the resistance to the horizontal force.

In addition, by pouring the earthquake-resistant mortar in the form of shotcrete or high-flowing self-filling type, no voids are generated in a narrow space, and trapped air generated during mixing is removed by the compaction effect, thereby increasing the density of the earthquake-resistant mortar. be able to get

Although the above-described embodiment has been described with respect to the most preferred example of the present invention, it is not limited to the above embodiment, and it is common in the technical field to which the present invention pertains that various modifications are possible without departing from the technical spirit of the present invention. It is clear to the technicians of

1: Coping part of pier or abutment
2: reinforcement bar 3: main reinforcing bar 4: seismic mortar
10: seat device
11: upper plate 12: bearing 13: lower plate 14: anchor socket
20: anchor socket fixing plate
21: anchor socket fixing plate bolt hole 22: anchor socket coupling hole
30: seat support plate
31: U-shaped bolt coupling hole 32: bolt groove for bridge support plate
50: one-piece U-shaped bolt
51: bolt part 52: locking part
60: prefabricated U-shaped bolt
61: bolt part 61a: first bolt 61b: second bolt
62: locking part 62a: nut block 62b: second bolt coupling hole
80: high-impact thin plate
100: Seating device for earthquake-proof and seismic isolation reinforcement

Claims (7)

a seating device including an upper plate, a bearing coupled to a lower side of the upper plate, a lower plate coupled to a lower side of the bearing coupled to the bearing, and four anchor sockets coupled to the lower plate;
an anchor socket fixing plate formed below the anchor socket constituting the pedestal device and having an anchor socket coupling hole into which the anchor socket can be inserted, and an anchor socket fixing plate bolt hole;
It is disposed between the lower side of the anchor socket fixing plate and the reinforcement reinforcing the coping part of the bridge or pier constituting the bridge, and forms a bolt groove for the bridge support plate corresponding to the anchor socket fixing plate bolt hole formed in the anchor socket fixing plate. a seat support plate fixedly coupled to the seat support plate and having a first U-shaped bolt bolt hole formed at a position spaced apart from the bolt groove for the seat support plate;
A U-shaped bolt that is coupled to the U-shaped bolt coupling hole formed in the seat support plate, and is composed of a bolt part and a locking part so as to fix the bridge support plate to the main reinforcing bar;
The bridge support plate is formed to extend long in one direction so that two anchor sockets constituting the seating device can be coupled at one location, or is formed in a size capable of coupling four anchor sockets with one location of the bridge support plate,
The U-shaped bolt is coupled in close contact with the reinforcement or main reinforcing bars, but two or more places are placed and combined at a position where the pedestal device does not slide so that the pedestal device does not slide in the left or right direction.
The U-shaped bolt is an integral U-shaped bolt in which the bolt portion and the engaging portion are integrally formed, or a second bolt coupling hole and a nut block that can be fixedly coupled to the bolt portion and the bolt portion consisting of first and second bolts. Consists of any one selected from among the prefabricated U-shaped bolts consisting of the configured locking part,
The anchor socket of the seat unit coupled to the anchor socket coupling hole formed in the anchor socket fixing plate is fixedly coupled through welding or thread coupling, or both welding and thread coupling.
delete [Claim 2] The seat device for earthquake-resistant and seismic isolation reinforcement according to claim 1, wherein the anchor socket coupling hole of the anchor socket fixing plate further includes a thin stanchion plate for leveling when the anchor socket of the sitting device is coupled.
In the construction method for replacing the seat device for earthquake resistance and seismic isolation reinforcement of claim 1,
Remove the existing pedestal and mortar installed between the bridge deck and the coping part of the pier or abutment, but remove the mortar so that the reinforcement muscles constituting the coping part of the pier or abutment are exposed, and the pedestal device of the pier for earthquake-resistance and seismic isolation reinforcement is removed. Existing pedestal device removal step of selectively removing the concrete at the position where the constituting U-shaped bolts are to be placed so as to be exposed to the lower side of the reinforcement or main reinforcing bars;
a seat support plate arrangement step of arranging a seat support plate having bolt holes for a seat support plate and a U-shaped bolt coupling hole above the extensor muscles exposed after the removal of the existing seat device;
At the position where the reinforcement bars were selectively exposed in the seat support plate arrangement step, the engaging part constituting the integral U-shaped bolt was coupled to the reinforcement reinforcement or the main reinforcement, and the bolt part of the integral U-shaped bolt was inserted into the U-shaped bolt coupling hole of the bridge support plate. Tighten the nut to fix the seat support plate, but if it is difficult to combine the integral U-shaped bolt because the gap between the exposed reinforcement or main reinforcing bars is narrow, use the prefabricated U-shaped bolt to place the nut block of the locking part on the floor, and then place the nut A seat support plate fixing step of fixing the seat support plate using a prefabricated U-shaped bolt by coupling the second bolt portion of the bolt portion to the second bolt coupling hole formed in the block;
In the position of selectively exposing reinforcing bars in the arranging step of the seat support plate, the engaging portion constituting the U-shaped bolt is coupled to the reinforcement reinforcing bar or the main reinforcing bar, and the bolt portion of the U-shaped bolt is inserted into the U-shaped bolt coupling hole of the pedestal support plate, and then the nut is tightened. Fix the seat support plate by fastening it, and if the U-shaped bolt cannot be connected to the U-shaped bolt coupling hole of the bridge support plate, place the anchor socket fixing plate with the anchor socket fixing plate bolt hole and anchor socket coupling hole above the bridge support plate. An anchor socket fixing plate coupling step of installing the anchor socket fixing plate by coupling the bolts to the bolt grooves for the bridge support plate and the anchor socket fixing plate bolt holes of the bridge seat support plate;
After the anchor socket fixing plate coupling step, the seating device installation step of inserting and coupling the anchor socket of the seating device into the anchor socket coupling hole of the anchor socket fixing plate, and sequentially installing the lower plate, the bearing and the upper plate;
A construction completion step of completing the construction by pouring and curing the earthquake-resistant mortar after the seat device installation step; consists of,
A replacement construction method for an earthquake-resistant and seismic isolation reinforcement, characterized in that in the seating device installation step, the anchor socket of the seating device is coupled to the anchor socket coupling hole of the anchor socket fixing plate and then fixedly coupled through welding.
[Claim 5] The method according to claim 4, wherein in the step of arranging the bridge support plate, the bridge support plate is formed to extend long in one direction so that two anchor sockets constituting the bridge device can be combined at one location, or four anchors with one location of the bridge support plate A replacement construction method for earthquake-resistance and seismic-isolation reinforcement, characterized in that it is formed in a size that can be combined with sockets.
delete [Claim 5] The method according to claim 4, wherein when the anchor socket of the pedestal device is inserted into the anchor socket coupling hole of the anchor socket fixing plate in the step of installing the pedestal, if the pedestal is not level, it is stagnated in the anchor socket coupling hole of the anchor socket fixing plate. The replacement construction method of the seat device for earthquake-resistance and seismic isolation reinforcement, characterized in that it further includes the step of leveling by installing more thin plates.

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