KR20030075358A - Reinforcement method to resist earthquakes for lower structure of bridge and there of apparatus - Google Patents

Abstract

PURPOSE: An earthquake-proof reinforcing method for a lower structure of a bridge and a device thereof are provided to prevent overturn or breakage from earthquake by increasing the supporting force of the lower structure with installing anchors and reinforcing plates and forming the concrete layer after integrally connecting the earth anchor to the tendon. CONSTITUTION: Tendon fixing members(200,210) are fastened in lower and upper parts of a pier(100) of a lower structure of a bridge, and one or more column assembling members(300) are fixed to a column part(110) of the pier. Plural tendons(400) are arranged outside the column part and wound spirally, and upper and lower parts of the tendons are fixed by upper and lower tendon fixing members. Each tendon is combined with an assembling ring(310) of the column assembling member, and a concrete reinforcement layer is formed by placing the concrete outside the column part of the pier.

Description

Seismic reinforcement method for bridge undercarriage and its device {REINFORCEMENT METHOD TO RESIST EARTHQUAKES FOR LOWER STRUCTURE OF BRIDGE AND THERE OF APPARATUS}

The present invention relates to a seismic reinforcement method and apparatus for bridge undercarriage developed for complex seismic prevention measures, in particular, to increase the ground bearing capacity of the bridge undercarriage and to increase the contrast effect against conduction, thereby preventing conduction and damage. The present invention relates to a method for seismic reinforcing bridge undercarriage and its apparatus.

Recent earthquakes in Japan, Taiwan, India, Turkey, and other countries have resulted in damages to many national infrastructures such as human damage and bridges. In Korea, which was generally considered a safe zone for earthquakes, the Hong Kong Earthquake in 1978, the Sariwon Earthquake in 1982, and the Yeongwol Earthquake in Gyeongju in recent years of more than 4.0 in 1996. There is a growing awareness that this is not a safe area. Due to this awareness, Korea introduced seismic design standards for road structures such as bridges in 1992, and then applied seismic class 1 standards for the construction of new bridges and performance improvements in accordance with the seismic design method established in 1996.

Road-structured structures, such as bridges and overpasses, built before 1996, are actively pursuing seismic reinforcement measures for road structures in response to academics' concerns that they will develop into massive disasters when earthquakes occur. The reality is that the effective reinforcement plan for road structures is weak.

Consider the structural problems of the existing bridges, explain the failure patterns and reasons for the failure of earthquakes that are not properly earthquake-resistant due to the recent earthquake, and explain the existing reinforcement methods. Through accurate predictions, reinforcement measures are suggested to prevent the damage of the entire structural system when an earthquake strikes.

Looking at the problems of existing bridges, the structural simplicity of the bridge is an advantage, but also a disadvantage. As the structure is simple, the beauty of the bridge design shows that a bridge that satisfies the structural performance requirements is functionally reasonable and aesthetically pleasing, and can accurately predict earthquake behavior. On the other hand, if there is a design error, there is a drawback that it will definitely collapse during an earthquake.

Like many other countries, bridges before 96, designed by the classical design method, namely the elastic design method (allowable stress design method), have the following problems.

1) Since the design seismic force is small, the response displacement obtained by this significantly underestimate the actual value. When evaluating the stiffness of the structural member, the response displacement is underestimated because the overall cross-sectional effective stiffness is used, not the stiffness after cracking.

2) The ratio of gravity and seismic force does not match the actual one because the design seismic force is too small. Therefore, not only underestimating the combined moment of gravity and seismic forces but also giving incorrect distributions. Therefore, there are many problems, such as the case where the reinforcing bars of the reinforcing bars and the lack of the length of the joints in the vulnerable to seismic force.

3) In order to prevent the collapse of the structural system under stiff seismic forces, it is very important that the structural nonlinear behavior, toughness, and design of the structure are not considered in the classical elastic design method.

Here, the earthquake damage caused by the design problems of the existing bridges are as follows.

1) The girder and the deck are related to the fallout, and there are many cases in which the response in the direction of the cross over the cross length occurs in the cross section, and many fall out because there is no connection device between the girders, especially in bridges supported by high piers. Individually designed vibration units short-circuited on the staggered section are likely to vibrate at different phases during an earthquake, resulting in large relative displacements between adjacent structures leading to failure.

2) Amplification of the response displacement due to the soft ground. In bridges constructed on the soft ground, the response is amplified so that the bridge deck and the girder are easy to fall off. It is easy to lose the bearing capacity by liquefaction along with horizontal fluidization, and when the soft ground is liquefied, simple supported bridges are particularly susceptible to damage.

3) The damage of bridge piers due to flexural strength and lack of toughness. Prior to the 1990s, the importance of ensuring sufficient toughness was not sufficiently recognized in places where plastic hinges could be formed during an earthquake. This is because actively plasticizing the members to absorb the vibration energy was a concept incompatible with the elastic design idea of the time. This causes the lack of flexural strength, the lack of flexural toughness, and the shorting of cast iron, leading to the pier breaking.

4) Shear failure of bridge piers. Shear strength of bridge piers can be evaluated by the combination of shear strength of concrete, force engaged by flexural shear cracking, shear strength due to arch mechanism, and shear strength caused by truss mechanism. Existing low piers or old piers are prone to shear failure. The loss of the restraint effect of the steel reinforcement due to the band reinforcement caused by shear failure can not support the self-weight of the superstructure. Shear failure is a brittle failure mode compared to flexural failure, and it is very likely to lead to great damage such as the collapse of a bridge, and in fact, many bridges are destroyed by this.

5) It is about the damage of the footing. There are few cases of the destruction of the footing part due to the past earthquake, but there are some problems with the footing according to the past design criteria. The first is the lack of flexural strength due to the lack of reinforcement above the footing, the second is the lack of shear strength due to the lack of shear reinforcement bars, and the third is the lack of shear strength at the joint between the piers and the footings. As with the column beam connection, the problem of the method of fixing the piers reinforcement to the footing, and the fifth is the problem of the method of the footing and pile joining method.

6) It is about the damage of steel member, and tends to think that steel member is not damaged well compared with concrete member. Steel pier is lighter than RC pier, so it is considered good in seismic aspect, but steel pier is not damaged. Indeed, there are various examples, such as the case where the steel girder and the steel piers were damaged by the 1995 earthquake in southern Hyogo, Japan. Many steel bridge piers are crushed, and they do not lead to crushing, but many are buckled. Even in the absence of steel, proper seismic design is required to secure toughness.

Various seismic reinforcement methods have been developed and tested in the past, but there are not many methods currently in use. In the piers, lining methods are used for shearing or partial sections using steel plates, concrete, or composites, and connection methods for preventing falling of girders and decks are used. In fact, there are many cases in which construction is done without in-depth consideration of structural mechanisms. Therefore, it is a problem of current reinforcement method that there are many cases of reinforcement that cause plastic hinge at the wrong point and increase only dead weight.

For seismic reinforcement of bridges, it is not a problem that is solved by reinforcing only one specific part by temporary method, but it is complex through structural in-depth consideration of the causes and types of failure of bridges designed by the existing elastic design method mentioned above. The seismic reinforcement plan should be prepared by a combination of methods.

The present invention was developed for a complex earthquake resistance scheme as described above, and further, to prevent the fall and collapse of the bridge undercarriage, a fixing end is installed above and below the structure, and a reinforcing plate (steel or The lower part of the bridge to install the composite plate) and to connect the tension member up and down, and to connect the earth anchor and the tension member installed around the structure integrally to maximize the bearing capacity, thereby increasing the ground bearing capacity and the effect of falling against the fall. An object of the present invention is to provide a structure seismic reinforcement method and apparatus thereof.

1 to 5 is a view showing a seismic reinforcement device for bridge lower structure according to the present invention,

1 is a longitudinal cross-sectional view of a seismic reinforcement device for a bridge substructure.

Figure 2 is a plan view showing the column reinforcing member and the fastening ring.

3 is a partial longitudinal cross-sectional view of the fastening ring.

4 is a perspective view of the tension member fixing part.

5 is a perspective view of the tension member fixing unit.

<Description of Symbols for Main Parts of Drawings>

100: pier 110: column portion

120: coping part 130: footing part

200: upper tension member fixing member 210: lower tension member fixing member

211: vertical steel plate 212: horizontal steel plate

213: triangular steel plate 214: through hole

215: fixing ring 216: wedge-shaped fixing member

230: lower reinforcement bracket 231, 232, 235: steel sheet

233, 236: triangular steel plate 240: lower reinforcement brackets

250: reinforcing wire fixing member 300: column reinforcing fastening member

310: fastening ring 311, 312: both members

313: fastening member 400: tension member

401: thread portion 402: nut

500: concrete reinforcement layer

In order to achieve the above object, the seismic reinforcing method of a bridge substructure according to an embodiment of the present invention includes fixing a tension member fixing member to a lower side of an pier and an upper side of a bridge lower structure, respectively, and a column part of the pier. Fixing at least one column reinforcing fastening member to the column, and wrapping the plurality of tension members in a spiral wound form at a predetermined interval to the outside of the column part, respectively, fixing the upper and lower ends to the upper and lower tension member fixing members. And fixing the respective tension members to the fastening rings of the column reinforcing fastening members, respectively, and pouring concrete to the outside of the column of the pier to form a concrete reinforcing layer.

It is preferable to use a steel sheet for the fixing member attached to the pier, but carbon fiber and reinforcing fiber epoxy on the reinforcing plate material, or carbon steel and reinforcing sheet laminated to each of the carbon fiber and reinforcing fiber alone or mixed The composite plate of the adhesive lamination, etc. can be used in the necessary part, the tension material is used for the steel wire or a conventional bridge repair and reinforcement.

Applicant has previously developed and filed a parent anti-mentoring device for the bridge and its method and filed a patent application No. 10-1999-0064770 (Publication No. 2001-0064555). As a composite device, the existing simple bridges and bridges are very vulnerable to earthquakes. Therefore, the simple bridges and external steel wires are used to continually simple bridges and prevent fallout.

In addition, we are a seismic reinforcement composite bridge device, and in the vicinity of the bridge device of the existing concrete bridge, the severe damage and fallout caused by the collision of the top plate and the girder due to the excessive lateral force generation of the bridge at the right angle of the bridge in the earthquake Due to the high cost, rubber pads are introduced inside the L-mould to prepare for seismic forces in the perpendicular direction of the axial axis, and synthetic rubber pads are used to absorb shocks and prevent damage caused by P-type seismic plates (the seismic waves acting in the vertical direction). A seismic reinforcement composite bridge for seismic reinforcement of a bridge developed to prevent damage to the superstructure by seismic forces coming through the undercarriage of the bridge by installing a shock is applied as the same as the present invention.

The bridge substructure seismic reinforcement method and the bridge substructure seismic reinforcement apparatus according to the present invention are carried out in combination with other applications of the present applicant to increase the ground bearing capacity of the bridge substructure and increase the contrast effect against conduction, It can prevent the collapse, facilitate the reinforcement of the rebar for expanding the cross-section of the structure, and to reduce the damage of the earthquake through the overall behavior by integrating with the tension material and the earth anchor installed on the ground.

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

1 to 5 is a view showing the bridge lower structure seismic reinforcement device according to the present invention, Figure 1 is a longitudinal cross-sectional view of the bridge lower structure seismic reinforcement device, Figure 2 shows the column reinforcing fastening member and the fastening ring 3 is a partial longitudinal cross-sectional view of the fastening ring, respectively, FIG. 4 is a perspective view of the tension member fixing part, and FIG. 5 is a perspective view of the tension member fixing part, respectively.

As shown in the drawing, the tension member fixing members 200 and 210 are respectively fixed to the upper part and the lower part of the pier 100 of the bridge lower structure, and the column part of the pier 100 is reinforced with the column part. One or more fastening members 300 are fixed, and a plurality of tension members 400 are wound in a spiral form at predetermined intervals to the outside of the column part 110, and upper and lower ends thereof are upper and lower tension members. It is fixed to the fixing members 200 and 210, and the middle part is fixed to the column reinforcing fastening member 300 by a fastening ring 310, respectively, and the concrete reinforcing layer to the outside of the column part 110 of the piers 100. 500 is laminated | stacked structure.

The upper tension member fixing member 200 and the lower tension member fixing member 210 may be directly fixed to the column portion 110 of the pier 100, but the column portion 110 and the coping portion 120 of the pier 100. After installing the upper reinforcement brackets 230 between, and installing the lower reinforcement brackets 240 between the column portion 110 and the footing unit 130, the upper and lower reinforcement brackets 230, ( More preferably, the shape is fixed on the 240 by welding or the like.

The upper reinforcement brackets 230 are fixed in a form in which the plurality of steel sheets 231 are wound around the upper circumferential surface of the upper end of the column part 110 and surround the plurality of steel sheets 232 on the outer circumferential surface of the lower end of the coping part 120. The persimmon is fixed in a shape, and the welding portion is welded to the contact portions of the steel sheets 231 and 232, and a plurality of triangular steel sheets 233 are welded to the outer surface to be fixed.

The lower reinforcement brackets 240 are fixed to the outer circumferential surface of the lower end of the column part 110 in the form of being wound around the plurality of steel plate materials 234, and the plurality of steel plate materials around the column part 110 of the footing part 130. 235 is fixed, and it welds the contact part of these steel plate materials 234 and 235, and it is comprised by the shape which welded and fixed the triangular steel plate material 236.

3 and 4, the column part reinforcing fastening member 300 is fixed in a form in which a reinforcing bar 301 of steel or composite material is wound in a rectangular shape to the outside of the column part 110. A plurality of fastening rings 310 are coupled to the reinforcing fastening member 300. The fastening ring 310 may open and close both members 311 and 312. The tension ring 400 is inserted into and retracted from the inside, and ends of both members 311 and 312 are bolts and nuts. Fix it with a fastening member 313 such as.

The lower tension member fixing member 210 is formed by welding a vertical steel plate 211 and a horizontal steel plate 212 having a predetermined dimension and welding a triangular steel plate 213, as shown in FIG. The through hole 214 is formed in the steel plate 212.

The tension member 400 has a threaded portion 401 formed at an end thereof is inserted into the through hole 214 of the horizontal steel plate 212 and the nut 402 is fastened to the threaded portion 401 to be fixed.

The upper tension member fixing member 200 may also be configured in the same form as the lower tension member fixing member 210, in this case, the upper and lower ends of the tension member 400 in the upper, lower tension member fixing members 200, 210 The nut 402 is fastened and fixed.

Figure 5 shows the configuration of the tension fixing unit, as shown in the fixing the fixing ring 215 on the horizontal steel plate 212 of any one of the upper, lower tension fixing member 200, 210 as shown It is comprised so that the edge part of 400 may be fixed by the wedge-shaped fixing member 216. As shown in FIG.

Any one of the upper and lower tension member fixing member 200, 210 may be configured as shown in Figure 4, the other may be configured as shown in Figure 5, in this case one end of the tension member 400 It is fixed by the nut 402, and the other end is fixed by the fixing ring 215 and the wedge-shaped fixing member 216.

In the construction of the seismic reinforcement structure of the lower bridge structure according to the present invention, the step of fixing the tension member fixing members 200, 210 to the lower side of the bridge pier 100 and the upper side of the bridge lower structure, respectively, and the pier Fixing at least one column reinforcing fastening member 300 to the column portion 110 of the (100), and wound a plurality of tension members 400 in a spiral at a predetermined interval to the outside of the column portion 110, respectively Arranged in the form, fixing the upper and lower ends to the upper and lower tension member fixing member 200, 210, and the coupling ring of the column reinforcing fastening member 300 in the middle portion of each tension member 400 Fixing to each of the 310 and the construction of the concrete reinforcement layer 500 by pouring concrete to the outside of the column portion 110 of the pier 100 in a conventional manner.

In the step of fixing the upper tension member fixing member 200, the vertical steel plate 211 of the upper tension member fixing member 200 is fixed to the front, rear and both sides of the column portion 110 of the front, rear and both sides as necessary. One or more sheets may be fixed by cutting to a length equal to or less than one day of width.

Further, the upper tension member fixing member 200 and the lower tension member fixing member 210 may be directly fixed to the column portion 110 of the pier 100, but the column portion 110 and the coping portion (100) of the pier 100. The upper reinforcement brackets 230 are installed between the 120 and the lower reinforcement brackets 240 are installed between the column part 110 and the footing part 130, and then the upper and lower reinforcement brackets 230 are provided. It is more preferable that the shape is fixed on the 240 by welding.

In fixing the tension member 400, the upper and lower tension member fixing members 200 and 210 having the shape as shown in FIG. 4 are installed on the pier 100, and the upper and lower tension member fixing members 200 and ( Fastening the upper and lower ends of the tension member 400 with the nut 402 to the 210, or any one of the upper and lower tension member fixing member 200, 210 is installed in the form as shown in Figure 4, the other After installation in the form as shown in Figure 5, one end of the tension member 400 is fixed by a nut 402, the other end may be fixed by a fixing ring 215 and the wedge-shaped fixing member 216, at this time The tension member 400 may be constructed by fixing one end, tensioning with a predetermined tensile force by a normal tensioning means, and fixing the other end.

In addition, in fixing the steel plate of various forms to a predetermined portion of the outer surface of the bridge 100 while constructing the bridge lower structure seismic reinforcement device of the present invention, it is fixed using a conventional method, for example, the outer surface of the bridge 100 A plurality of anchor bolts are fixed to the anchors, and the steel plates are fixed to the anchor bolts in a conventional manner.

The present invention as described above has been developed for the complex earthquake resistance measures, and the fixing end is installed in the upper and lower bridge lower structure, and the reinforcing plate is installed in a predetermined intermediate or shear surface, and the tension material is connected up and down, and also After connecting the earth anchor and the tension member installed around the structure integrally, and forming a concrete layer on the outside, maximizing the supporting force to increase the bearing capacity of the ground and the contrast effect against the falling, thereby preventing the bridge from falling down and being damaged. Will be.

Claims (8)

Fixing the tension member fixing members 200 and 210 to the lower portion of the bridge 100 and the upper portion of the bridge lower structure, and the column reinforcing fastening member (10) to the column portion 110 of the bridge 100. Fixing one or more 300, and the plurality of tension member 400 is arranged in a spiral wound form at a predetermined interval to the outside of the column portion 110, respectively, the upper and lower ends of the upper and lower tension material fixed Fixing to the members 200 and 210, fixing the tension members 400 to the fastening rings 310 of the column reinforcing fastening members 300, and column portions of the piers 100, respectively. The seismic reinforcement method of the bridge substructure, characterized in that it comprises a step of forming the concrete reinforcement layer 500 by pouring concrete to the outside of (110). According to claim 1, wherein the tension member 400 is tensioned by applying a predetermined tensile force in the step of fixing the upper and lower ends of the tension member 400, the upper and lower tension member fixing members 200, 210 and fixed Seismic reinforcement method for the bridge substructure, characterized in that. The tension member fixing members 200 and 210 are fixed to the lower side and the upper side of the bridge 100 of the bridge lower structure, and the plurality of tension members 400 respectively space the predetermined intervals to the outside of the column part 110. It is arranged in the form of wound around the upper and lower ends of the lower structure seismic reinforcement structure, characterized in that the upper and lower tension member fixed member 200, 210 is configured to be fixed. According to claim 3, the lower portion of the bridge 100 of the bridge substructure, the tension member fixing member 200, 210 is fixed to the upper portion, respectively, the column portion reinforcement in the column portion 110 of the bridge 100 One or more fastening members 300 are fixed, and a plurality of tension members 400 are wound in a spiral shape at predetermined intervals to the outside of the column part 110, and upper and lower ends thereof are fixed to the upper and lower tension members. Fixed to the members 200 and 210 and fixed to the column reinforcing fastening member 300 by a fastening ring 310, respectively, the concrete reinforcement layer 500 to the outside of the column part 110 of the piers 100. The bridge lower structure seismic reinforcement, characterized in that the laminated structure. The upper reinforcement bracket 230 is installed between the column part 110 and the coping part 120 of the pier 100, and the lower reinforcement between the column part 110 and the footing part 130. After installing the bracket kit 240, the upper and lower reinforcement brackets 230, 240, the bridge lower structure, characterized in that the upper and lower tension member fixing member 200, 210 is fixed to the configuration Seismic reinforcing device. The upper and lower tension member fixing members 200 and 210 are formed by welding a vertical steel plate 211 and a horizontal steel plate 212 having a predetermined dimension and welding a triangular steel plate 213. The horizontal steel plate 212 is a seismic reinforcement structure of the lower bridge structure, characterized in that the through-hole 214 for fastening to the nut 402 by inserting the threaded portion 401 of the tension member 400 is formed. The lower tension member fixing member 210 is formed by welding a vertical steel plate 211 and a horizontal steel plate 212 having a predetermined dimension and by welding a triangular steel plate 213, wherein the horizontal steel plate ( 212 has a through hole 214 for fastening the nut 402 by inserting the screw portion 401 of the tension member 400 is formed, the upper tension member fixing member 200 is a vertical steel plate having a predetermined dimension ( 211) and the horizontal steel plate 212 and the triangular steel plate 213 is welded and formed on the horizontal steel plate 212, the end of the tension member 400 is fixed by fixing the wedge-shaped fixing member 216 Seismic reinforcing device for a bridge lower structure, characterized in that the fixing ring 215 is configured to be fixed. The method of claim 4, wherein the column reinforcing fastening member 300 is fixed to the form surrounding the steel plate to the outside of the column portion 110, the column reinforcing fastening member 300 is fixed to the tension member (400). Bridge lower structure seismic reinforcement device, characterized in that configured by coupling a plurality of fastening ring 310 for fixing.