KR102562383B1 - Bridge abutment embankment transition for horizontal earth pressure reduction and and constructing method thereof - Google Patents

Abstract

In the construction of the bridge connection, after pre-constructing the backfill, the abutment is laminated in the precast method and the buffer is also constructed step by step to minimize the difficulty of constructing the buffer on the back of the abutment and the horizontal deformation of the abutment, while minimizing the top surface of the abutment. While absorbing the horizontal deformation acting on the abutment integrated with the girder and the top plate by using the hinge part, the buffer section additionally absorbs the horizontal deformation transmitted from the girder and the top plate, so that the abutment part can be slimmed down. Horizontal earth pressure reduction type precast bridge connection and The construction method is disclosed.

Description

Horizontal earth pressure reducing type precast bridge connection and its construction method

The present invention relates to a horizontal earth pressure reducing type precast bridge connection and a construction method thereof. More specifically, in the construction of a bridge connection, backfilling is pre-constructed, and then the post-construction abutment part is stacked in a precast method while the buffer part is also stacked. It relates to a horizontal earth pressure reducing type precast bridge connection that can be constructed in stages to minimize the difficulty of constructing the buffer part on the back of the abutment and the horizontal deformation of the abutment, thereby enabling slim construction of the abutment and its construction method.

1A is a construction example of a bridge connection part of a conventional bridge structure.

That is, it shows a construction drawing in a state where the bridge support and the expansion joint are installed in the bridge structure through which the railroad passes.

At this time, the bridge support is installed between the lower surface of the girder and the upper surface of the abutment part, and the expansion joint device is separately constructed between the abutment part and the girder end.

As a result, the initial construction cost and maintenance cost due to the expansion joint and bridge support are inevitably required,

When the span length of a bridge structure such as a concrete bridge increases, the stress at the bridge connection inevitably increases due to the increase in temperature and the longitudinal braking load of the train. There was a problem that the foundation construction cost could not but be increased due to excessive load transmission.

Figure 1b shows an example of reinforcement for preventing settlement of a bridge connection part of a conventional bridge structure.

That is, in order to induce pre-settlement of the earthworks 10 at the rear of the position where the abutment 30 of the bridge, which is a rigid structure, is to be constructed, the earthworks 10 are first formed;

On the inclined surface (left side) of the earthworks 10, a reinforcing member 22 composed of a vertical part to be in contact with the rear surface of the abutment part 30 of the bridge and a horizontal part parallel to the ground is installed,

Geotextile 23 is laid on the upper surface of the horizontal portion of the reinforcing material 22, and the upper surface of the geotextile 23 is filled with a filling material 24 to form a connection layer 21;

It can be seen that the connection layer 21 forms the bridge connection part 20 so that the height of the abutment part 30 is reached by repeating the installation of the reinforcing material 22, the laying of the geotextile 23, and the filling of the filling material 24. there is.

Accordingly, the bridge connection part 20 and the earthworks 10 are first constructed to converge the residual settlement, and then the abutment part 30 is connected and constructed to minimize differential settlement, thereby improving the stability of the rigid structure connection part against moving loads or other working loads. It can be seen that we are trying to secure as much as possible.

However, although the settlement of the bridge connection can be prevented by constructing the bridge connection 20 and the earthworks 10 first, horizontal earth pressure applied from the bridge connection 20 to the abutment 30, expansion and contraction due to earthquake loads, etc. Since (horizontal deformation, displacement) is not considered, the cross section of the actual abutment part 30 inevitably becomes large, and there is a limit in that efficiency and economic efficiency are inevitably lowered.

Figure 1c shows an example of reinforcement using a buffer 70 for preventing the bridge connection part of a conventional bridge structure from subsidence.

The conventional bridge connection part 20 includes a fully integrated bridge and a partially integrated bridge in which the buffer part 70 is additionally applied to the backfill of the abutment part 30.

At this time, in the fully integrated bridge (the upper part of FIG. 1c, the ramen structure in which the abutment part and the upper plate are integrated with each other without a bridge support), when horizontal deformation occurs in the upper plate 60 due to temperature and train load, the abutment wall must support the load. Therefore, it can be seen that the abutment wall can be enlarged so that it can be partially absorbed by the buffer unit 70,

Even in a partially integrated bridge (the lower part of FIG. 1C, the abutment part and the upper plate are separated from each other by the bridge bearing), excessive relative displacement of the upper plate and the abutment part is also caused by the bridge support completely allowing horizontal deformation by the buffer unit 70. It can be seen that this occurs and the structural stability can be deteriorated.

Figure 1d shows an example of the installation of a strain-absorbing unit for absorbing the horizontal displacement of the conventional shifting unit 30 and the girder 41.

That is, the deformation absorbing part allows the vertical hole-shaped accommodation space 43 exposed at the bottom of the end of the girder 41 to be formed,

After penetrating the accommodation space 43 and forming a strain-absorbing portion 42 including a reinforcing bar downward so as to protrude from the bottom surface of the girder end,

It can be seen that the upper surface of the abutment 30 is constructed so that the lower portion of the strain absorbing portion 42 is integrated.

At this time, when the lower part of the deformation absorbing part 42 is constrained to the abutment 30 and the girder 41 is stretched, the area exposed to the accommodating space 43 expands and contracts the girder 41 within the accommodating space 43. As it is transformed to correspond to

It can be seen that displacement of the abutment 30 due to the expansion and contraction of the girder 41 is prevented and restoring force is provided to the girder 41.

However, forming the strain absorbing portion 42 including the reinforcing bars protruding downward from the receiving space 43 in addition to the bottom surface of the end of the girder 41 affects the manufacturing efficiency of the girder 41, and the shift 30 There is also a problem that the workability is inevitably lowered because the construction must be performed in the form of cast-in-place concrete.

Republic of Korea Patent No. 10-1006900 (Title of Invention: Construction Method of Reinforcing Structure Backfilling of Rigid Structure, Publication Date: December 24, 2009) Republic of Korea Patent No. 10-1175098 (Title of Invention: Rigid Structure Maintaining Verticality Using Intermediate Auxiliary Support and Backfill Binding Structure and Binding Construction Method, Publication Date: August 21, 2012) Republic of Korea Patent No. 10-1896403 (Title of Invention: Integrated Bridge Structure and Construction Method, Publication Date: February 26, 2018) Republic of Korea Patent No. 10-0971004 (Title of Invention: Reinforced Soil Retaining Wall Using Wall Panels and Rigid Wall Structure, Publication Date: September 2, 2009)

Therefore, in the construction of the bridge connection part of the bridge in which the backfill is pre-constructed and the abutment is post-constructed, the backfill is first pre-constructed, and then the abutment is laminated in a precast method while the abutment is also applied step by step. It is a technical task to solve the problem of providing a horizontal earth pressure reducing type precast bridge connection and its construction method that can solve the difficulties of buffer construction by post-construction in a method of layering construction on the rear surface.

In addition, the present invention absorbs and primarily reduces the horizontal earth pressure acting on the abutment portion according to the construction of the buffer portion by the hinge portion of the connection surface of the abutment portion, and secondarily reduces the horizontal deformation of the abutment portion where the girder is constructed secondarily by the upper surface hinge portion Absorbs and plays a role of absorbing the minimized horizontal deformation in the buffer part thirdly by contacting the rear surface of the upper plate integrated with the abutment and the girder, and by reducing the moment acting on the abutment, it slims the abutment so that it is more rapid and economical It is a technical task to solve the provision of a horizontal earth pressure reduction type precast bridge connection part capable of constructing a bridge connection part and its construction method.

The horizontal earth pressure reducing type precast bridge connection and the construction method of the present invention for achieving the above object are the horizontal earth pressure reduction type precast bridge connection in which the backfill is pre-constructed and the alternating part is post-constructed, the pre-constructed backfill; an abutment portion formed by stacking and constructing abutment portion segments one step at a time in a precast manner away from the backfill; and a buffer part laminated with the alternating part segments and laminated together on the rear surface of each alternating part segment; It allows the buffer part to be laminated in stages between the filling and the shift part,
A connecting surface hinge is formed on the connecting surface of the shifting segment, so that each shifting segment also absorbs the horizontal earth pressure acting on the shifting part and primarily reduces it while securing integrity due to the upper and lower connection. , The connecting surface hinge part is formed so that the lower portion is buried in the shear groove formed on the connecting surface of the alternating portion segment and is connected up and down, including a splice inserted into a splice sleeve formed to be exposed to the bottom surface of the connected alternating portion segment The abutment segment enables stacking construction while absorbing the horizontal displacement caused by the horizontal earth pressure caused by the step-by-step buffer, and the horizontal earth pressure acting on the abutment is absorbed by the hinge portion of the connection surface to reduce it primarily. do.

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According to the horizontal earth pressure reducing type precast bridge connection and its construction method of the present invention, the abutment is laminated in a precast method in the construction process, and the buffer is constructed on the backside without compaction, so that the abutment is constructed after the abutment at the site, but with the buffer. It is possible to sufficiently secure workability and workability according to step-by-step construction, making it possible to provide a horizontal earth pressure reducing type precast bridge connection and its construction method that can construct more efficient bridge connections.

In addition, according to the horizontal earth pressure reducing type precast bridge connection part and the construction method of the present invention, firstly, the connection surface of the abutment segment, secondly, the upper surface hinge part of the abutment part, and thirdly, the bridge structure by the buffer part It is possible to minimize horizontal deformation due to applied load and seismic resistance, so it is possible to secure the efficiency and economic feasibility of construction by slimming the abutment part.

In addition, according to the horizontal earth pressure reducing type precast bridge connection and its construction method of the present invention, since the upper surface hinge with a bridge support function is used to mount the girder on the upper surface of the abutment, there is no need to install a bridge support and related maintenance Costs can be reduced, and seismic performance can be secured by absorbing horizontal deformation caused by earthquakes by securing the integrity of the abutment and the girder.

1a is a construction example of a bridge connection part of a conventional bridge structure;
Figure 1b is an example of reinforcement for preventing settlement of the bridge connection of a conventional bridge structure;
Figure 1c is an example of reinforcement using a buffer to prevent subsidence of the bridge connection of a conventional bridge structure;
1D is an example of installation of a deformation absorbing unit for absorbing horizontal displacement of a conventional abutment unit and a girder;
2 is an exemplary view of the horizontal earth pressure reducing type precast bridge connection of the present invention;
Figures 3a and 3b show the construction diagram of the horizontal earth pressure reduction type precast bridge connection construction method of the present invention.

Hereinafter, embodiments of the present invention will be described in detail so that those skilled in the art can easily practice with reference to the accompanying drawings. However, the present invention may be embodied in many different forms and is not limited to the embodiments described herein. And in order to clearly explain the present invention in the drawings, parts irrelevant to the description are omitted, and similar reference numerals are attached to similar parts throughout the specification.

Throughout the specification, when a certain component is said to "include", it means that it may further include other components without excluding other components unless otherwise stated.

[Horizontal earth pressure reducing type precast bridge connection part 100 of the present invention]

2 shows a configuration diagram of the horizontal earth pressure reducing type precast bridge connection part 100 of the present invention.

The bridge connection part 100, for example, in the process of constructing a bridge structure that crosses roads and railroads, the boundary section reinforced in the backfill 140 and the buffer part 150 connected to the abutment part 110 of the bridge structure it means.

Accordingly, as shown in FIG. 2, the bridge structure constructed on the bridge connection part 100 is composed of both bridge parts 110 and the upper plate 130 integrated with the girder 120, and the girder 120 is the upper plate 220 It is integrated with, and the upper plate 220 is a slab of a bridge, and a pavement layer is constructed on the upper surface.

Since the girder 120 and the top plate 130 of the bridge structure are constructed of concrete, deformation occurs in the horizontal direction due to temperature, and this horizontal deformation is offset by the expansion joints and bridge bearings of the conventional bridge structure. .

However, since these expansion joints and bridge bearings require a lot of maintenance costs, the present invention does not install the expansion joints and bridge bearings, and the temperature of the upper plate 130 integrated with the abutment 110 and the girder 120 The horizontal deformation caused by the etc. is absorbed by the upper surface hinge part 160b and the buffer part 150.

As a result, the present invention can reduce the maintenance cost because the bridge support of the bridge structure is not installed, and the cross section of the abutment portion 110 of the bridge structure can be slimmed down, enabling efficient and economical construction of the bridge structure.

In addition, the buffer part 150 is constructed between the alternating part 110 and the backfilling 140 of the bridge connection part 100, and the present invention pre-constructs the backfilling 140 and the alternating part 110 first, While the abutment part 110 is laminated in the precast method, the buffer part 150 is also post-constructed in stages between the abutment part 110 and the backfill 140.

At this time, while the abutment part 110 is laminated in the precast method, the connection surface hinge part 160a is formed on the abutment segment connection surface, and the upper surface hinge part 160b is formed on the upper surface of the abutment part and the lower end of the girder 120 to form,

According to the construction of the buffer part 150, the horizontal earth pressure acting on the shift part is absorbed and primarily reduced by the connection surface hinge part 160a, and the girder 120 is secondarily constructed by the upper surface hinge part 160b It absorbs the horizontal deformation of the abutment portion, and serves to absorb the minimized horizontal deformation in the buffer portion 150 thirdly by contacting the rear surface of the top plate 130 integrated with the abutment portion 110 and the girder.

In the present invention, the connection surface hinge part 160a and the upper surface hinge part 160b are referred to as the hinge part 160.

Accordingly, the horizontal earth pressure reducing type precast bridge connection part 100, as shown in FIG. It includes a hinge part 160 divided into a branch part 160a and an upper surface hinge part 160b.

First, as shown in FIG. 2, the shift unit 110 is constructed as a wall structure constructed of concrete as a lower structure of a bridge structure.

It is common to construct so as to face each other in the longitudinal direction according to the span length of the bridge structure.

Conventionally, after constructing the backfill 140 and the buffer part 150 integrally, the bridge connection part of the bridge structure is constructed in such a way that the buffer part 150 and the alternating part 110 are connected to each other.

In order to integrate the buffer unit 150 and the abutment unit 110, which have been constructed first, in order to perform integrated construction, the abutment unit 110 has no choice but to be constructed by the cast-in-place concrete construction method.

Of course, after constructing the backfilling 140 and the shifting part 110 first, the buffer 150 may be post-constructed in the space between the backfilling 140 and the shifting part 110. In this case, the buffering part in a limited space There is a problem that the workability of filling the rear surface of the shift part 110 tightly with 150 is lowered.

Accordingly, in the present invention, in pre-constructing the backfill 140 and the alternating portion 110,

In order to overcome the difficulty of constructing the buffer part 150 in the limited space between the shift part 110 and the backfill 140, the shift part 110 is constructed by separating it from the backfill 140,

The alternating part 110 is laminated with the alternating part segments 111, and the buffer part 150 is stacked together on the rear surface of the alternating part segment 111 according to the construction height of each of the alternating part segments 111, such that will solve the problem.

In addition, as shown in FIG. 2, in order to secure integrity due to the upper and lower connection of each alternating segment 111, the connecting surface hinge portion 160a is formed on the connecting surface of the alternating segment 111, and the connecting surface The splice 165 is formed in the shear groove 161 constituting the hinge portion 160a in such a way that the lower portion is buried.

Accordingly, the splice 165 is inserted into the splice sleeve 164 formed to be exposed on the bottom surface of the connected alternating portion segment 111, so that the alternating portion segment 111 connected up and down is a buffer portion ( 150), more stable laminated construction is possible while absorbing the horizontal displacement caused by the horizontal earth pressure, and the horizontal earth pressure acting on the abutment can be absorbed by the connecting surface hinge portion 160a to primarily reduce it.

In addition, a shear groove 161 is also formed as an upper surface hinge portion 160b on the upper surface of the abutment portion 110 constructed to a final predetermined height by stacking the abutment segments 111, and the abutment portion 110 is transverse Since it is formed extending in the direction, the shear groove 161 is also formed continuously or spaced apart in the transverse direction on the upper surface.

The splice 165 is also formed in such a shear groove 161 in such a way that the lower part is buried in advance.

Accordingly, the splice 165 is also inserted into the splice sleeve 164 formed to be exposed on the bottom surface of the girder 120, so that the shift portion where the girder 120 is secondarily constructed by the upper surface hinge portion 160b ( 110) absorbs the horizontal deformation, and the shock absorber 150 thirdly absorbs the minimized horizontal deformation by coming into contact with the rear surface of the upper plate 130 integrated with the alternating portion 110 and the girder.

Although these alternating segments 111 are not shown in the end, it is natural that they are finally constructed to be vertically self-supporting and rigid to each other.

Next, as shown in FIG. 2, the girder 120 can be used as the upper structure of the bridge structure, which is also constructed of concrete, and is constructed by placing both ends on the upper surface of both abutments 110 so that they are supported. It will act as a bending member.

As a result, it mainly resists the bending moment caused by external force such as traffic load acting on the bridge structure, but horizontal deformation (longitudinal direction and / or transverse direction) occurs because expansion and contraction occur due to temperature.

Accordingly, on the upper surface of the abutment part 110, conventionally, a bridge support for absorbing this horizontal deformation is installed on the upper surface of the abutment part, and both ends of the girder 120 are supported on the upper surface of the bridge support.

Since these bridge bearings require cost and time for maintenance, the present invention replaces the horizontal deformation absorbing function of these bridge bearings with the upper surface hinge part 160b to be described later, thereby reducing maintenance costs by not installing bridge bearings. will be able to

Accordingly, according to FIG. 2, the shear key 162 protruding downward is integrally formed on the bottom surface of both ends of the girder 120, and the shear key 162 is formed in the shear groove 161 on the upper surface of the shifting part 110 described above. Using the shock absorber 163 including the elastic pad while being inserted downward and engaged, it is possible to control and absorb horizontal deformation in the horizontal direction,

In the shear groove 161, a splice 165 is formed in such a way that the lower portion is buried in advance, and the splice 165 is also inserted into the splice sleeve 164 formed to be exposed on the bottom surface of the girder 120. By doing so, the horizontal deformation of the shift part 110 on which the girder 120 is secondarily constructed is absorbed by the upper surface hinge part 160b.

Next, as shown in FIG. 2, the top plate 130 includes a slab of the bridge structure as an upper structure of the bridge structure.

The girder 120 and the top plate 130 are constructed by integrating with each other. Since they are also constructed with concrete, the horizontal deformation of the girder 120 installed on the abutment part is the difference between the upper surface of the abutment part 110 and the abutment segment 111. It is secondarily absorbed by the upper hinge portion 160b formed on the connection surface,

The horizontal deformation of the upper plate 130 integrated with the girder 120 is thirdly absorbed by the buffer part 150 constructed to contact the rear surface.

As a result, in contrast to the case of simply constructing the shift part 110, the shift part supporting the girder 120 and the upper plate 130 is possible because it is possible to construct the shift part based on the minimized horizontal deformation absorbed in the first, second, and third order. It is possible to optimize (slim) the cross section of the section 110, thereby reducing the construction cost of the bridge structure, and maximizing the advantages of the abutment section 110 constructed in the precast method.

When such a top plate 130 is integrally constructed on the upper surface of the alternating portion 110 with a constant thickness on the upper surface and end of the girder 120, the upper surface of the top plate 130 can further form a pavement layer.

Next, the backfill 140 is an earthwork as a part of the bridge connection, as shown in FIG.

That is, the backfill 140 is constructed so as to be self-supporting in the vertical direction toward the back surface (A) of the buffer part 150 of the bridge structure, and is spaced apart from the rear surface (B) of the abutment part 110 so that the buffer part 150 ) is an earthworks body constructed so that it can be formed between the rear surface of the alternating part 110 and the backfill 140.

Since this backfill 140 is an earthworks body with a certain height, it resists the earth pressure that increases downward and uses a reinforcing material such as a geogrid (lattice-type reinforcing material) to achieve vertical independence and It is preferable to construct it so that it is spaced apart and vertically independent, and it can be constructed as a kind of reinforcement soil.

At this time, the reason why the backfill 140 is constructed so that it is vertically self-supporting is to enable self-reliance during construction because the backfill 140 is constructed before the shift part 110.

This backfill 140 is constructed at a certain height (H) while cemented soil or gravel is laid, compacted, and stacked at a certain height. A plurality of stacked backfills 140 may be integrated up and down.

Accordingly, the backfill 140 is vertically self-supporting toward the rear surface (A) of the buffer unit 150, but the bottom width vertically independent from the bottom surface of the shifting unit 110 to the top plate 130 is the top width. It is to be constructed in the form of a larger trapezoidal cross section, but the reinforcement is also constructed in multiple layers, and it can be seen that the horizontal extension length is shortened toward the top in response to the applied earth pressure.

Next, as shown in FIG. 2, the buffer part 150 is a space (S) formed vertically between the backfill 140, the alternating part 110 of the bridge structure, and the rear surface of the upper plate 130 integrated with the girder 120. ), and in the case of the present invention, after constructing the back filling 140 described above, spaced apart and constructing one stage of the shift segment 111, and then one stage of buffer on the rear surface of the shift segment 111 The portion 150 is formed by layering construction.

Therefore, the conventional construction in which the abutment part 110 and the buffer part 150 must be formed integrally first, and the abutment part 110 must be constructed in a cast-in-place concrete method in order to integrate the buffer part 150 with the abutment part 110. can overcome the limitations of

In other words, the present invention constructs the shifting part 110 in a precast manner, and the present invention constructs the buffer part 150 together with the shifting part segment 111 step by step, and alternates with the backfilling 140 in a precast manner. After pre-construction of the unit 110, a method of post-construction of the buffer unit 150 is adopted.

The shock absorber 150 is formed by the connection surface hinge portion 160a and the upper surface hinge portion 160b formed on the connection surfaces of the girder 120, the abutment portion 110, and the abutment portion segment 111. It plays the role of tertiarily absorbing the horizontal strain absorbed in the second order.

That is, the horizontal deformation caused by the control load, temperature load, etc. of the vehicle including the train transmitted from the upper plate 130 integrated with the shift part 110 and the girder 120 of the bridge structure is buffered together with the upper surface hinge part 160b Part 150 will share.

This serves to reduce the earth pressure and load applied to the abutment part 110 constructed by the precast method and the top plate 130 integrated with the girder 120, thereby enabling the cross-section of the abutment part 110 to be slimmed.

The buffer 150 uses soil or gravel that does not use cement so that it can be deformed by horizontal force and load, so that the constituent particles are bound to each other and do not act as a rigid body, and absorb the expansion and contraction of the bridge structure.

Next, as shown in FIGS. 2 and 3A, the hinge part 160 is formed on the connection surface of the shift part 110 that is laminated in a precast method according to the height of the final shift part by one stage, and the horizontal earth pressure (backfill, The role of enabling stable construction of the shifting part 110 by primarily absorbing the horizontal deformation caused by the horizontal earth pressure caused by the construction after the buffer part,

It is formed on the upper surface of the abutment part 110 and the lower surface of the girder 120 to secondarily absorb the horizontal deformation acting on the abutment part 110 on which the girder 120 is constructed, and serves to replace the conventional bridge bearing.

The hinge part 160 is provided with a connection surface hinge part 160a formed on the connection surface of the abutment segment 111 and an upper surface hinge part 160b formed on the upper surface of the abutment part and the bottom surface of the end of the girder 120, Both the surface hinge part 160a and the upper surface hinge part 160b, as shown in FIG. 2,

A shearing groove 161, a shearing key 162, a shock absorber 163, a splice sleeve 164, and a splice 165 are included.

First, as shown in FIGS. 2 and 3A, the shear groove 161 is a concave groove formed continuously or spaced apart in the transverse direction at a certain depth on the upper surface of the abutment part 110 and the connecting surface of the abutment segment 111, and the girder 120 ) and the shear key 162 of the alternating segment 111 is formed so that it is lowered and inserted.

Accordingly, the shear key 162 is accommodated inside the shear groove 161 and plays a basic role in controlling the horizontal deformation beyond the standard.

Although the shear groove 161 is disclosed in the form of a trapezoidal cross-section, it is natural that the cross-sectional shape can be formed in various ways, and it is only necessary to form it in a size to absorb the horizontal deformation.

Next, as shown in FIGS. 2 and 3A, the shear key 162 is a protruding key inserted into the shear groove 161 formed on the upper surface of the abutment part and the connecting surface of the abutment part, and is formed by integrating into the lower surface of both ends of the girder 120. will make

Accordingly, when the girder 120 is lifted, the girder 12 is manufactured on the upper surface of the alternating part 110, or the alternating part 110 is laminated, the shear key 162 is accommodated in the shear groove 161 and acts It serves to control the horizontal deformation caused by the load.

Although this shear key 162 is disclosed in the shape of a trapezoidal cross-section corresponding to the shape of the shear groove 161, it is natural that the cross-sectional shape can be formed in various ways, and is formed in a size to absorb the horizontal deformation. It is the same as the shear key.

Next, as shown in FIGS. 2 and 3A, the shock absorber 163 is inserted into and installed in the shear groove 161, and an elastic pad or the like is used as a member of an elastic material installed so that the shear key 162 comes into contact with it.

The shock absorber 163 prevents damage to the shear groove and the shear key due to the impact of the load acting on the connection surface of the girder 120, the top plate 130 integrated with the girder, and the connecting portion 110, while maintaining the other It has the advantage of not requiring maintenance.

In addition, it also serves to supplement the absorption performance for the horizontal deformation of the shear key 162 accommodated in the shear groove 161.

As shown in FIGS. 2 and 3A, the splice sleeve 164 and the splice 165 are formed on the connection surface hinge part 160a and the upper surface hinge part 160b, so that the horizontal deformation of the shift part 110 is primarily While absorbing, it serves to secondarily absorb the horizontal deformation of the abutment 110 on which the girder 120 is constructed.

To this end, first, a splice (a kind of vertical reinforcing bar, 165) of a reinforcing bar extending vertically upward on the bottom surface of the shear groove 161 and a splice sleeve 164 into which the head of the splice 165 is inserted are shear key 162 embedded in the bottom of

A splice 165 is inserted into the splice sleeve 164 to resist horizontal deformation. The inside of the splice sleeve 164 may or may not be filled.

Therefore, the splice sleeve 164 can be simply formed to be exposed in advance on the connection surface of the alternating part 110 or the bottom surface of the end of the girder 120, and the splice 165 can be formed to be exposed to the shear groove 161. because there is

Compared to FIG. 1D, the formation of the hinge part 160 becomes very simple, and since the shear key 162 and the shear groove 161 can be integrally formed, the role of the hinge part 160 can be maximized.

[Construction method of horizontal earth pressure reducing type precast bridge connection part 100 of the present invention]

3a and 3b show a construction flow chart of the construction method of the horizontal earth pressure reducing type precast bridge connection 100 of the present invention.

The construction of the bridge connection part 100 is also pre-constructed by separating the abutment part 110 constructed by the precast method from the backfill 140 while accommodating the settlement caused by the construction of the backfill 140,

By constructing the buffer 150 together with the alternating segment 111 step by step to construct the buffer 150 between the backfilling 140 and the alternating portion 110, solving the problems caused by the post-construction of the buffer, It is constructed in such a way as to connect the upper plate 130 integrated with the girder 120 to the buffer unit 150.

Accordingly, as shown in FIG. 3A, the backfill 140 is laminated and formed while the reinforcing material is first laminated using a reference frame (not shown).

Next, the buffer unit 150 must be installed from the front of the backfill 140 so that the shift unit 110 is spaced apart in consideration of space,

The alternating part 110 is a shear key 162 inserted into the shear groove 161 in which the shock absorber 163 is installed on the connecting surface of the alternating segment 111 step by step, and the splice sleeve ( 164) and the shear groove 161 by using the connection surface hinge portion 160a formed by the splice 161 to connect and stack, while constructing the shift segment 111 one by one, the buffer portion 150 also It is constructed without compaction in the space one step at a time.

Accordingly, referring to FIG. 3B, the upper surface of the final alternating unit 110 is formed to have a lower height than the upper surface of the shock absorber 150, and the upper surface of the alternating unit 110 has a shear groove 161 of the upper hinge portion 160b It can be seen that this is formed.

A shock absorber 163 may be installed in the shear groove 161, and a splice 165 may also be installed together.

Next, the buried girder 120 is separately manufactured so that the splice sleeve 164 is exposed on the bottom of the end, and after lifting at the site,

While the shear key 162 integrally formed on the bottom surface of the end of the girder 120 is placed in contact with the shock absorber 163 installed in the shear groove 161, the splice 165 is inserted into the splice sleeve 164 to The upper plate 130 integrated with the girder and the horizontal deformation caused by the horizontal earth pressure can be secondarily absorbed.

At this time, it can be seen that the end surface D of the girder 120 is constructed so as not to come into contact with the buffer part 150.

Next, as shown in FIG. 3B, the upper plate 130 is constructed by pouring concrete on the upper surface of the girder 120 and the upper surface of the abutment part 110, but the upper plate 130 and the girder 120 are integrated so that the integral behavior will be built to do so.

Accordingly, the upper plate 130 and the rear surfaces of the shifting unit 110 come into contact with the buffer unit 150 so that the tertiary horizontal strain absorption can occur in the buffer unit 150 .

Next, the approach slab is constructed so that the upper surface of the buffer unit 150 and the upper surface of the upper plate 130 coincide with each other to complete the construction.

As a result, the horizontal deformation acting on the abutment portion of the bridge structure is primarily the connection surface hinge portion 160a formed on the connection surface of the abutment portion 110 and secondarily the upper surface hinge portion 160b of the upper surface of the abutment portion and the lower surface of the girder , and excessive horizontal deformation caused by an earthquake is thirdly absorbed by the buffer unit 150, so that optimization construction is possible through the slimming of the shift unit 110.

The above description of the present invention is for illustrative purposes, and those skilled in the art can understand that it can be easily modified into other specific forms without changing the technical spirit or essential features of the present invention. will be. Therefore, the embodiments described above should be understood as illustrative in all respects and not limiting. For example, each component described as a single type may be implemented in a distributed manner, and similarly, components described as distributed may be implemented in a combined form.

The scope of the present invention is indicated by the following claims rather than the detailed description above, and all changes or modifications derived from the meaning and scope of the claims and equivalent concepts should be interpreted as being included in the scope of the present invention. do.

100: bridge connection
110 shift part 111 shift part segment
120: girder 130: top plate
140: backfill 150: buffer
160: hinge part
160a: connection surface hinge portion 160b: upper surface hinge portion
161: shear groove 162: shear key
163: shock absorber 164: splice sleeve
165: splice
A: the back of the buffer part B: the back of the shifting part
D: end face of girder

Claims (13)

In the horizontal earth pressure reducing type precast bridge connection part 100 in which the backfill 140 is pre-constructed and the alternating part 110 is post-constructed,
pre-installed backfill (140);
an abutment portion 110 formed by stacking the abutment portion segments 111 one-by-one in a precast manner away from the backfilling; and
A buffer unit 150 stacked together on the rear surface of each alternating segment 111 while being laminated with the alternating segment 111; including,
While the abutment part is laminated in the precast method, the buffer part can also be post-constructed on the back of the abutment part in stages,
A connecting surface hinge portion 160a is formed on the connecting surface of the alternating portion segment 111, so that each of the alternating portion segments 111 also secures integrity due to the upper and lower connection, and the alternating portion 110 Absorb the acting horizontal earth pressure and reduce it primarily,
The connecting surface hinge portion 160a is formed so that the lower part is buried in the shear groove 161 formed on the connecting surface of the alternating portion segment 111 and is formed to be exposed to the bottom surface of the connected alternating portion segment 111. Splice sleeve ( 164), the abutment segment 111 connected up and down, including the splice 165, absorbs the horizontal displacement caused by the horizontal earth pressure caused by the buffer part 150, which is stacked in stages, enabling stacking construction. A horizontal earth pressure reducing type precast bridge connection part that absorbs the horizontal earth pressure acting on the abutment part by the connecting surface hinge part 160a and reduces it primarily. delete delete According to claim 1,
An upper surface hinge portion 160b is further formed on the upper surface of the alternating portion and the lower surface of the end of the girder 120,
A horizontal earth pressure reducing type precast bridge connection that serves to replace the bridge support by secondarily absorbing the horizontal deformation acting on the abutment 110 on which the girder 120 is constructed. According to claim 4,
The upper surface hinge portion 160b,
Including the splice 165 inserted into the splice sleeve 164 formed so that the lower part is buried in the shear groove 161 formed on the upper surface of the alternating part 110 and exposed to the bottom surface of the connected girder 120,
In addition to absorbing and primarily reducing the horizontal earth pressure acting on the abutment portion 110 by the upper surface hinge portion 160b on the upper surface of the abutment portion and the bottom surface of the end of the girder 120, the girder 120 is constructed A horizontal earth pressure reducing type precast bridge connection that serves to replace the bridge support by secondarily absorbing the horizontal deformation acting on the abutment 110. According to claim 5,
The buffer part 150,
The horizontal strain absorbed primarily and secondarily by the connection surface hinge portion 160a and the upper surface hinge portion 160b formed on the connection surfaces of the girder 120, the abutment portion 110, and the abutment portion segment 111 is 3 Horizontal earth pressure reducing type precast bridge connection that acts as a differential absorber. According to claim 1,
The shear key 162 is inserted downward into the shear groove 161 and engaged so that a shock absorber 163 including an elastic pad is further formed to control and absorb horizontal deformation. A horizontal earth pressure reducing type precast bridge junction. According to claim 1,
The splice sleeve 164,
A horizontal earth pressure reducing type precast bridge connection in which a sleeve into which the head of a splice extending vertically upward is inserted into the bottom surface of the shear groove 161 is embedded in the bottom surface of the shear key 162 at the end of the girder, and the splice is inserted into the sleeve . According to claim 4,
The shift part 110 is constructed as a wall structure constructed of concrete as a lower structure of a bridge structure,
The girder 120 is constructed of concrete as an upper structure of the bridge structure, and is constructed by supporting the ends on the upper surfaces of both abutments 110, and acts as a horizontally extended bending member,
The buffer unit 150 uses soil or gravel that does not use cement so that it can be deformed by horizontal force and load, so that the constituent particles are bound to each other and do not act as a rigid body, and absorb the expansion and contraction of the bridge structure. Earth pressure reduction type precast bridge connection. (a) pre-constructing the backfill 140;
(b) forming the abutment portion 110 by laminating the abutment portion segments 111 step by step in a precast manner away from the backfill 140;
(c) stacking and constructing the shock absorber 150 together on the back surface of each of the abutment segments 111 while stacking the abutment segments 111; and
(d) integrally forming the upper plate 130 including the slab of the bridge structure on the upper surface of the girder 120; including,
While the abutment part is laminated in the precast method, the buffer part can also be post-constructed on the back of the abutment part step by step.
A connecting surface hinge portion 160a is further formed on the connecting surface of the alternating segment 111 in step (b), so that each alternating segment 111 also secures integrity due to the upper and lower connection, Absorbs the horizontal earth pressure acting on the abutment portion 110 to reduce it primarily, and the lower portion of the connecting surface hinge portion 160a is buried in the shear groove 161 formed on the connecting surface of the abutment segment 111 The abutment segments 111 connected up and down, including the splice 165 inserted into the splice sleeve 164 formed to be exposed on the bottom surface of the abutment segment 111 connected thereto, are stacked in stages. Lamination construction is possible while absorbing the horizontal displacement caused by the horizontal earth pressure caused by the part 150, and the horizontal earth pressure acting on the abutment part is absorbed by the connecting surface hinge part 160a so as to be primarily reduced,
An upper surface hinge portion 160b is further formed on the upper surface of the abutment portion and the bottom surface of the end of the girder 120 in step (b), so that the horizontal deformation acting on the abutment portion 110 on which the girder 120 is constructed is secondary The upper surface hinge part 160b is formed so that the lower part is buried in the shear groove 161 formed on the upper surface of the alternating part 110 and exposed to the bottom surface of the connected girder 120 Including the splice 165 inserted into the splice sleeve 164 formed to be horizontal, In addition to absorbing the earth pressure and reducing it primarily, it also serves to replace the bridge support by secondarily absorbing the horizontal deformation acting on the abutment 110 on which the girder 120 is constructed
Horizontal earth pressure reduction type precast bridge connection construction method. delete delete According to claim 10,
The buffer unit 150 of the step (c),
By using soil or gravel that does not use cement so that it can be deformed by horizontal force and load, the constituent particles are bound to each other so that they do not act as a rigid body and absorb the expansion and contraction of the bridge structure, so that the girder 120 and the abutment ( 110) and the connecting surface hinge portion 160a formed on the connecting surface of the alternating segment 111 and the upper surface hinge portion 160b. Horizontal earth pressure reduction type precast bridge connection construction method.