KR102352493B1 - Construction method of earth pressure separation type geosynthetic reinforced soil abutment and reinforced earth alternation constructed by the construction method - Google Patents

Abstract

Disclosed are a construction method of an earth pressure separation-type reinforced earth bridge abutment and a reinforced earth bridge abutment constructed by the construction method, which can combine the advantage of a conventional Rahmen structure with excellent durability and stability and the advantage of a reinforced earth retaining wall with good constructability due to ductility, and suppress horizontal deflection of a reinforced earth body during construction. To this end, the construction method of an earth pressure separation-type reinforced earth bridge abutment comprises: a first step of installing a primary front block and foundation concrete of a Rahmen structure on the bottom surface of original ground and installing a support between the primary front block and the foundation concrete; a second step of piling primary reinforcing earth on the inside of the primary front block and installing a reinforcing material on the primary reinforcing earth to form a reinforced earth body; a third step of depositing a wall of a Rahmen structure on the upper surface of the foundation concrete, installing a secondary front block on the upper surface of the primary front block, and installing a pipe support between the wall and the secondary front block; and a fourth step of piling secondary reinforcing earth on the inside of the secondary front block, and inserting a reinforcing material into the secondary reinforcing earth to construct a reinforcing earth retaining wall having a multi-level reinforced earth body. According to the present invention, since the Rahmen structure is not affected by the effect of earth pressure acting laterally in a reinforced earth retaining wall, damage by earth pressure is blocked even when the period of use of the Rahmen structure elapses, and a bridge including the Rahmen structure and the reinforced earth retaining wall can be designed with excellent seismic performance in preparation for an earthquake.

Description

The construction method of the earth pressure separation type reinforced earth abutment and the reinforced earth abutment constructed by the construction method

The present invention relates to a construction method of an earth pressure separation type reinforced earth abutment that separates and supports the transverse earth pressure of the rear surface of an abutment with a reinforced earth retaining wall, and a reinforced earth abutment constructed by the construction method, and more particularly, to a conventional ramen excellent in durability and stability It relates to the construction method of the earth pressure separation type reinforced soil abutment, which combines the strength of the structure with the advantages of the reinforced soil retaining wall with good workability due to its ductility, and suppresses the horizontal deflection of the reinforced soil body during construction, and the reinforced soil abutment constructed by the construction method.

Reinforced soil abutment is a bridge abutment using the reinforced soil construction method, and has been applied since the 2000s, mainly in the United States and Japan, and there is no problem due to lateral displacement, etc.

In addition, construction cost and construction period are reduced compared to general shifts, and in particular, seismic performance is greatly improved. It is known that the integral bridge is a Ramen type bridge that does not have a bearing device or an expansion joint, and it is known that maintenance problems rarely occur.

In addition, the Japan Railway Research Institute developed a reinforced earth integrated abutment by combining the existing reinforced earth abutment with an integrated bridge in 2012. has been reported In addition, this method combines the advantages of all methods, such as preventing subsidence of the backing ground, increasing earth pressure, and deformation of walls in an integrated bridge structure, so that construction costs, maintenance costs, and seismic stability are lower than those of existing structures, reinforcing soil replacement, and integrated bridges. evaluated as excellent.

In addition, in the case of the United States and Europe, studies on pure/composite/earth pressure separation reinforced soil abutments have been conducted and applied in the field depending on the subject that receives the load of the superstructure.

Specifically, as shown in FIG. 1, the pure-type reinforced earth retaining wall abutment includes a reinforced earth retaining wall 10 built at the end of the embankment of the road, and a semi-integral abutment 21, 22, 23 placed on the reinforced earth retaining wall 10. And, the bridge superstructure 30 connected to the semi-integral abutments (21, 22, 23), the connecting slab 40 integrally formed with the semi-integral abutments (21, 22, 23), and the semi-integral type It is positioned at the connecting portion of the abutments 21 , 22 , and 23 and the connecting slab 40 and includes a block laminate 50 supporting the lower surface of the connecting slab 40 .

In addition, the composite reinforced earth retaining wall abutment further includes a pile 60 penetrating the reinforced earth retaining wall 10 in the above-described reinforced earth retaining wall abutment, as shown in FIG. 2 .

In addition, as shown in FIG. 3 , the earth pressure separation-type reinforced earth abutment includes a reinforced earth retaining wall 10 built on the starting and ending side of the bridge, respectively, and the reinforced earth retaining wall 10 at a distance from the ground at the starting point and the end of the bridge. A plurality of exposed piles 70 respectively installed in the ground, a plurality of girder insertion grooves are provided on the upper side, and a plurality of pile insertion holes are provided on the lower surface, so that each end of the exposed piles is provided in the pile insertion holes, respectively A pile connection block 80 to be inserted, a plurality of girders 32 mounted on the pile connection block so that the ends are respectively inserted into the girder insertion grooves of the pile connection block 80, and an upper surface of the pile connection block and It includes an upper slab 34 provided on the upper surfaces of the girders, and a connection slab 40 connecting the side surfaces of the upper slab 34 and the upper surface of the reinforcing earth retaining wall 10 .

However, in the existing pure type, complex type, and earth pressure separation type reinforced soil abutments, when the backfill soil is compacted, the backfill soil is pushed forward and cannot be sufficiently compacted. There was a problem in that the shifting front frequently occurred.

Republic of Korea Patent Registration No. 10-1664834 (announced on October 13, 2016) Republic of Korea Patent Registration No. 10-0548911 (published on February 2, 2006) Republic of Korea Patent Registration No. 10-0890828 (published on March 31, 2009) Republic of Korea Patent Publication No. 10-2019-0006671 (published on January 21, 2019)

Therefore, the first object of the present invention is to suppress the lateral displacement acting on the reinforced earth retaining wall by using the concrete wall of the Ramen structure during the construction of the reinforced earth retaining wall, and to accurately determine the time of maintenance after construction is completed. It is to provide a construction method of earth pressure separation type reinforced soil abutment.

In addition, a second object of the present invention is to suppress lateral displacement (horizontal deflection) during the construction of the reinforced earth retaining wall, and to continuously manage the displacement acting in the lateral direction of the reinforced earth retaining wall even after construction is completed. It is intended to provide a detachable reinforcing soil abutment.

In order to achieve the first object of the present invention described above, in an embodiment of the present invention, the floor surface of the base ground, which is scheduled as an alternating construction site for supporting the both ends of the bridge superstructure, is flattened, and the bottom surface of the base ground The first step of installing the foundation concrete and the primary front block of the Ramen structure, and installing a support between the foundation concrete and the primary front block, and filling the primary reinforcing soil inside the primary front block, A second step of installing a reinforcing material in the primary reinforcing soil to form a reinforcing soil body, pouring a wall of a ramen structure on the upper surface of the foundation concrete, and installing a secondary front block on the upper surface of the first front block, the wall A third step of installing a pipe support between the wall and the secondary front block to use it as a support to limit the movement of the secondary front block, and filling the secondary reinforcing soil inside the secondary front block, Provided is a construction method of an earth pressure separation type reinforcing earth alternating current comprising a fourth step of constructing a reinforced earth retaining wall having a multi-stage reinforced earth body by inserting a reinforcing material into the interior of the secondary reinforced soil.

In addition, in order to achieve the second object of the present invention, in an embodiment of the present invention, as an earth pressure separation type reinforcement soil alternation constructed by the above-described construction method of earth pressure separation type reinforcement soil alternation, the foundation concrete is poured on the bottom surface of the original ground, and the A Ramen structure including a wall poured on the upper surface of the foundation concrete, a primary front block installed on the bottom surface of the base so as to be spaced apart from the foundation concrete, and a first front block installed inside the primary front block and containing reinforcing soil and reinforcing materials A secondary front block installed on the upper surface of the primary reinforcing earth body, the primary front block, and a reinforcing earth retaining wall including a secondary reinforcing earth body installed inside the secondary front block and containing reinforcing earth and reinforcing material, and the primary reinforcing earth body; A support installed between the foundation concrete and the first front block to support the first front block during the process of pouring the It provides an earth pressure separation type reinforcement soil abutment including a pipe support installed between blocks.

According to the present invention, since the Ramen structure is not affected by the earth pressure acting in the transverse direction on the reinforced earth retaining wall, damage due to the earth pressure is blocked even when the usage period of the Ramen structure has elapsed, and the bridge including the Ramen structure and the reinforced earth retaining wall is Excellent seismic design in preparation for earthquakes is possible.

In addition, since the present invention can use the wall of the Ramen structure even during the construction of the reinforced earth retaining wall, displacement (horizontal deflection) acting in the transverse direction in the reinforced earth retaining wall can be suppressed.

In addition, the present invention can prevent the collapse of the reinforced earth retaining wall in advance because abnormal signs of the reinforced earth retaining wall can be identified in advance by periodically checking the scale of the pipe supporter even after the construction of the reinforced earth alternating current is completed. In this way, the earth pressure separation type reinforcing soil shift according to the present invention can be easily performed measurement management.

In addition, the reinforcing earth shift according to the present invention can install a movement path for people inside the wall of the ramen structure, and since the seat device and the expansion joint are unnecessary, the number of parts to be managed by maintenance is reduced.

1 is a configuration diagram showing a conventional pure-type reinforcing soil alternation.
Figure 2 is a configuration diagram showing a conventional composite reinforced soil abutment.
3 is a configuration diagram showing a conventional earth pressure separation type reinforcing soil alternation.
4 is a flowchart for explaining the construction method of the earth pressure separation type reinforcing earth alternating current according to the present invention.
5 is a flow chart for explaining the construction method of the earth pressure separation type reinforcing soil alternation according to the present invention.
6 is a flowchart for explaining an embodiment of the first step according to the present invention.
7 is a perspective view for explaining an embodiment of a pipe support according to the present invention.
8 is a side view illustrating a pipe support installed between a wall and a secondary front block during the process of constructing a reinforced earth retaining wall.
9 is a side view showing the pipe support installed between the wall and the secondary front block after the reinforcing earth retaining wall is built.
10 is a configuration diagram for explaining the earth pressure separation type reinforcing soil alternation according to the present invention.

Hereinafter, with reference to the accompanying drawings, the construction method (hereinafter, abbreviated as 'construction method of reinforcing soil alternation') according to preferred embodiments of the present invention will be described in detail.

4 is a flowchart for explaining the construction method of the reinforcing soil alternation according to the present invention, and FIG. 5 is a flowchart for explaining the construction method of the reinforced earth alternation according to the present invention.

4 and 5, the construction method of the reinforcing soil alternation according to the present invention is a first step of installing the foundation concrete 110 and the primary front block on the bottom surface of the original ground, and installing the support 300 therebetween. (S100), the second step (S200) of forming a reinforcing soil body inside the first front block, and pouring the wall 120 on the upper surface of the foundation concrete 110, and on the upper surface of the first front block A third step (S300) of installing the secondary front block 230 and installing the pipe support 400 therebetween, and a fourth step of forming a reinforcing soil body inside the secondary front block 230 ( S400).

Hereinafter, each component will be described in more detail with reference to the drawings.

4 and 5, the construction method of the reinforcing soil alternation according to the present invention includes a first step (S100).

In the first step (S100), the floor surface of the original ground, which is scheduled for the construction site of the abutment for supporting both ends of the bridge upper structure, is flattened, and the base concrete 110 of the Ramen structure 100 is placed on the bottom surface of the original ground. A first front block is installed, and a support 300 is installed between the foundation concrete 110 and the first front block.

The support 300 is to transmit a supporting force so that the primary front block 210 maintains its initial position even when a lateral displacement acts in the direction of the foundation concrete 110 from the primary front block, such as a support tree or a pipe support can be used

The base concrete 110 is formed in a block structure with a flat top surface such as a cuboid or a cube, and provides a pedestal function of the ramen structure 100, and even if the lateral displacement from the primary front block 210 acts, the primary The front block 210 provides a support function to maintain the initial position to provide support toward the primary front block 210 .

The first front block 210 may be configured by being provided with a plurality of front blocks in the left-right direction and the vertical direction. In this case, a reinforced earth panel or a reinforced earth block may be used as the front block.

More specifically, the first step (S100) is a ground compaction process (S120) of flattening the depressed ground of the original ground, and pouring the foundation concrete for pouring the foundation concrete 110 of the ramen structure 100 on the bottom surface of the original ground Process (S130), the front block installation process (S140) of installing the primary front block 210 on the bottom surface of the original ground adjacent to the foundation concrete 110 (S140), and the foundation concrete 110 and the primary front block It includes a support installation process (S150) for installing the support 300 between (210).

If necessary, the first step (S100) may further include a digging process (S110) before the ground compaction process (S120). This excavation process (S110) is a process of excavating the bottom surface of the original ground so that the base concrete 110 is positioned at a lower position than the surrounding ground. At this time, in the ground compaction process (S120), a process of flattening the sunken ground of the original ground is performed. Here, the height of the primary front block 210 is formed to have the same or similar height as the base concrete 110, and is preferably formed to have a height shorter than the height of the ground recessed through the excavation process (S110).

6 is a flowchart for explaining an embodiment of the first step according to the present invention.

6, the first step (S100) is between the ground compaction process (S120) and the foundation concrete pouring process (S130) while fixing the lower part in the original ground, the lower surface of the foundation concrete and the lower surface of the first front block 210 It may be configured to further include a discarded concrete pouring process of pouring the discarded concrete 130 exposing its upper surface above the bottom surface of the ground so as to be in contact. The abandoned concrete 130 provides a space in which the foundation concrete 110 and the primary front block 210 can be stably seated.

4 and 5, the construction method of the reinforcing soil alternation according to the present invention includes a second step (S200).

In the second step (S200), reinforcing soil 222 is filled inside the primary front block 210 located in the opposite direction of the foundation concrete 110 with respect to the primary front block 210, and the reinforcing soil 222 ) by installing the reinforcing material 224 to form the primary reinforcing soil body (220). If necessary, the primary reinforcing soil body 220 may be provided with rubble 226 between the primary front block 210 and the reinforcing soil 222 .

More specifically, the second step (S200) is a first filling process of filling and compacting the first reinforcing soil inside the first front block 210, and installing a first reinforcing material such as a geogrid on the upper surface of the first reinforcing soil. Including a primary reinforcement installation process, a secondary filling process of filling and compacting secondary reinforcement soil on top of the primary reinforcement, and a secondary reinforcement installation process of installing secondary reinforcement materials such as a geogrid on the upper surface of the secondary reinforcement soil is composed by If necessary, the second step may further include the filling process and the reinforcement installation process one or more times after the second reinforcement member installation process.

4 and 5, the construction method of the reinforcing soil alternation according to the present invention includes a third step (S300).

In the third step (S300), the wall 120 of the ramen structure 100 is poured on the upper surface of the foundation concrete 110, and the secondary front block 230 is installed on the upper surface of the first front block 210. And, the pipe support 400 is installed between the wall 120 and the secondary front block 230 .

In addition, if the wall 120 is poured before installing the pipe support 400, even if an earthquake occurs during the process of installing the reinforcing soil inside the secondary front block 230, the lateral displacement acting as the reinforcing soil is applied to the wall. By supporting the 120, it is possible to prevent the collapse of the reinforcing soil body.

As such, in the third step (S300), the wall 120 is poured to be used as a support for limiting the movement of the secondary front block 230 .

7 is a perspective view for explaining an embodiment of a pipe support according to the present invention. As a specific aspect, the pipe support 400 according to the present invention includes an outer tube 410 , a first inner tube 420 , a second inner tube 430 , and a support pin 440 as shown in FIG. 7 . can be configured.

The exterior 410 has a spiral portion 412 and a first support pinhole 414 formed at one end thereof, and a first support plate 418 is provided at an edge of the other end opposite to the one end. At this time, the first support pin hole 414 may be formed as a long hole to move the interpolated support pin 440 along the longitudinal direction of the exterior 410 , and may be formed to overlap the spiral portion 412 . And the first support plate 418 may be provided with a plurality of first fastening holes 419 along the edge so that fastening means such as anchor bolts can be coupled thereto.

If necessary, the exterior 410 may have a measurement hole 416 formed at the other end opposite to the one end. This measurement hole 416 is used when the pipe support 400 provides a function of measuring the lateral displacement acting on the reinforced earth retaining wall 200 after the reinforced earth retaining wall 200 is built.

More specifically, the measurement hole 416 may be formed in a structure such as an oval, a rectangle, a circle, etc. so that an administrator can check the ruler formed on the surface of the first inner tube 420 interpolated into the interior of the exterior 410 .

If necessary, the exterior 410 is a reference line 417 of the scale so that the lateral displacement acting from the ramen structure 100 and the reinforcing earth retaining wall 200 can be checked with the scale of the ruler through the measurement hole 416. It may be formed in the upper or lower part of the center of the measurement hole. In this case, the reference line 417 may be formed in a straight line, an inverted triangle, or the like.

In other words, the spiral portion 412 and the first support pinhole 414 may be formed at the front end of the exterior 410 , and the measurement hole 416 may be formed at the rear end of the exterior 410 .

One end of the first inner tube 420 is inserted into the other end of the outer tube 410 , and a second support plate 424 is provided at the other end opposite to the one end. If necessary, the first inner tube 420 may have a ruler 422 that can be checked through the measurement hole 416 along the longitudinal direction.

One end of the first inner tube 420 is formed to have an outer diameter corresponding to the inner diameter of the convolution tube so that it can move while being interpolated into the interior of the outer tube 410, and the other end of the first inner tube 420 has a rectangular shape, a circular shape, etc. A second support plate 424 having a structure is provided. And a ruler 422 in mm is formed on the surface of the first inner tube 420 .

In addition, the second support plate 424 may be provided with a plurality of second fastening holes 425 along the edge so that fastening means such as anchor bolts can be coupled thereto.

At this time, when the fastening means is installed on the wall 120 or the secondary front block 230 in a state inserted into the first fastening hole 419 and the second fastening hole 425 , the first supporting plate 418 and the second The support plate 424 is fixed to the wall 120 or the secondary front block 230 in a state in close contact with each other. And when the fastening means is installed on the wall 120 or the secondary front block 230 in a state inserted only in the second fastening hole 425, the first support plate 418 is separated from the second support plate 424, The second support plate 424 is fixed to the wall 120 or the secondary front block 230 .

In other words, the front end of the first inner tube 420 is inserted into the rear end of the exterior 410 , and the rear end of the first inner tube 420 is installed on the wall 120 or the secondary front block 230 .

One end of the second inner tube 430 is interpolated into one end of the outer tube 410, and a plurality of second support pinholes 432 communicating with the first support pinhole 414 are formed along the longitudinal direction, and the one end A third support plate 435 is provided at the other end opposite to the .

One end of the second inner tube 430 is formed to have an outer diameter corresponding to the inner diameter of the convolution tube so that it can move in a state interpolated into the interior of the outer tube 410, and the other end of the second inner tube 430 has a rectangular shape, a circular shape, etc. A third support plate 435 having a structure is provided. In addition, second support pinholes 432 are formed at regular intervals on the surface of the second inner tube 430 .

In addition, the third support plate 435 may be provided with a plurality of third fastening holes 435 along the edge so that fastening means such as anchor bolts can be coupled thereto.

At this time, when the fastening means is installed on the wall 120 or the secondary front block 230 in a state inserted into the third fastening hole 435, the third support plate 435 is the wall 120 or the secondary front block ( 230) is fixed.

In other words, the front end of the second inner tube 430 is inserted into the front end of the exterior 410 , and the rear end of the second inner tube 430 is installed on the wall 120 or the secondary front block 230 .

The support pin 440 is inserted into the second support pinhole 432 of any one of the plurality of second support pinholes 432 through the first support pinhole 414 to limit the movement of the second inner tube 430 . It includes a support pin (440).

The support pin 440 is inserted into the second support pinhole 432 of any one of the plurality of second support pinholes 432 to adjust the distance between the front end of the exterior 410 and the third support plate 435 . And the support pin 440 is inserted into the first support pinhole 414 to adjust the distance between the front end of the exterior 410 and the third support plate 435 in the length range of the first support pinhole 414 .

Specifically, the support pin 440 may include a pin portion interpolated into the second support pinhole 432 through the first support pinhole 414 , and a head portion provided at an upper end of the pin portion. At this time, the head portion is formed to have a cross-sectional area that is larger than that of the pin portion so that the support pins 440 do not pass through all of the first support pin holes 414 .

If necessary, the pipe support 400 is assembled to the spiral portion 412 of the exterior 410 to limit the movement of the support pin 440, one or more, preferably two female screws (450) further comprising can be configured. Specifically, the pipe support 400 is positioned in the direction of the second support plate 424 with respect to the support pins 440 interpolated into the first and second support pin holes 414 and 432 and a first female screw closely attached to the support pins 440 . It may include a second female screw 450 positioned in the direction of the 450 and the third support plate 435 and in close contact with the support pin 440 . The female screw 450 serves to limit the movement of the support pin 440 so that the interval between the third supporting plate 435 and the front end of the exterior 410 maintains the initially set interval.

8 is a side view illustrating a pipe support installed between a wall and a secondary front block during the process of constructing a reinforced earth retaining wall.

8, in the third step (S300), the first support plate 418 and the second support plate 424 are fixed to the surface of the wall 120 or the secondary front block 230, and the remaining wall 120 Alternatively, the third support plate 435 is fixed to the secondary front block 230 .

As a first embodiment, in the third step (S300) according to the present invention, after the first support plate 418 and the second support plate 424 are brought into contact with the surface of the wall 120, the fastening means is connected to the first fastening hole 419 ) and the second fastening hole 425 and the wall 120 to fix the first support plate 418 and the second support plate 424 to the wall 120 . Then, after bringing the third support plate 435 into contact with the secondary front block 230 , a fastening means is inserted into the third fastening hole 435 and the secondary front block 230 to attach the third support plate 435 to the secondary front surface. It is fixed to block 230 .

As a second embodiment, in the third step (S300) according to the present invention, after the first support plate 418 and the second support plate 424 are brought into contact with the surface of the secondary front block 230, the fastening means is first fastened It is inserted into the hole 419 and the second fastening hole 425 and the secondary front block 230 to fix the first support plate 418 and the second support plate 424 to the secondary front block 230 . And after bringing the third support plate 435 into contact with the wall 120 , a fastening means is inserted into the third fastening hole 435 and the wall 120 to fix the third support plate 435 to the wall 120 .

4 and 5, the construction method of the reinforcing soil alternation according to the present invention includes a fourth step (S400).

In the fourth step (S400), the reinforcing soil 242 is filled inside the secondary front block 230, and the reinforcing material 244 is installed in the reinforcing soil 242 to form the secondary reinforcing soil body 240, thereby forming a multi-stage A reinforced earth retaining wall 200 having a reinforced earth body is built. If necessary, the secondary reinforcing soil body 240 may be provided with rubble 246 between the secondary front block 230 and the reinforcing soil 242 .

More specifically, in the fourth step (S400), as in the above-described second step (S200), the first filling process of filling and compacting the first reinforcing soil inside the secondary front block 230, and the upper surface of the first reinforcing soil A primary reinforcement installation process of installing primary reinforcement materials such as a geogrid in Construct the reinforced earth retaining wall 200 having a multi-stage reinforced earth body, including the secondary reinforcement installation process for installing the . At this time, the inner side of the secondary front block 230 means the opposite direction of the wall 120 with respect to the secondary front block 230 .

If necessary, the fourth step (S400) may further include the filling process and the reinforcement installation process one or more times after the second reinforcement member installation process.

9 is a side view showing the pipe support installed between the wall and the secondary front block after the reinforcing earth retaining wall is built.

Referring to FIG. 9 , the construction method of the reinforcing soil alternation according to the present invention may further include a pipe support setting step after the fourth step ( S400 ).

In the pipe support setting step, check the ruler through the measuring hole 416 of the pipe support 400 to check the lateral displacement acting as the pipe support 400 from the wall 120 and the secondary front block 230. It is a step of resetting the role of the pipe support 400 installed between the wall 120 and the secondary front block 230 in order to limit the lateral movement of the secondary front block 230 so as to be there.

To this end, in the pipe support setting step, the first support plate 418 of the exterior 410 is detached from the wall 120 or the primary front block 210 and the support pin 440 is removed from the first support pinhole 414 and the second 2 Separate from the support pin hole 432, move the exterior 410 to check the scale of the ruler 422 specified in advance through the measurement hole 416, and then insert the support pin 440 into the first support pin hole 414 ) and inserted into the second support pinhole 432 .

Accordingly, as for the exterior 410 of the pipe support 400, the second inner tube 430 is interpolated at its front end and fixed to the reinforced earth retaining wall 200, and the rear end thereof is separated from the wall 120, so the reinforced earth retaining wall ( 200 ) or the wall 120 , when the lateral displacement is transmitted, the exterior 410 is moved according to the movement of the reinforced earth retaining wall 200 or the wall 120 .

As a result, when the bridge manager compares the scale observed through the measurement hole 416 in the initial state with the scale periodically observed through the measurement hole 416, the wall 120 and the reinforcing earth retaining wall 200 act as It is possible to determine the lateral displacement.

Referring to FIG. 5 , the method of constructing a reinforcing soil alternation according to the present invention may further include a backfilling step after the fourth step ( S400 ).

The backfill step removes the support 300 installed between the concrete foundation 110 and the first front block 210 in the first step (S100), and the foundation concrete 110 and the first front block 210 are It is the step of backfilling the bottom surface of the recessed ground with soil so that it is not exposed to the outside.

In this backfilling step, in the original ground dug through the excavation process (S110) of the first step (S400) so that the original ground on which the foundation concrete 110 and the first front block 210 are installed has a ground on the same line as the surrounding ground. Backfilling is in progress.

Referring to FIG. 5 , the construction method of the reinforcing soil alternation according to the present invention may further include a connecting step after the fourth step (S400).

The connecting step is a step of completing the ramen structure 100 , and connecting the ramen structure 100 and the reinforcing earth retaining wall 200 .

Specifically, in the connection step, the top plate 140 is poured on the upper surface of the wall 120, and the connection slab 500 is between the top plate 140 and the reinforced earth retaining wall 200 built through the fourth step (S400). to connect the ramen structure 100 including the top plate 140 and the reinforced earth retaining wall 200 by installing the pour out

10 is a configuration diagram for explaining the earth pressure separation type reinforcing soil shift according to the present invention. Referring to FIG. 10 , as an earth pressure separation type reinforcement soil alternation constructed by the construction method of the earth pressure separation type reinforcement soil alternation described above according to the present invention, a ramen structure 100 , a reinforced earth retaining wall 200 , a support 300 , and a pipe support It includes 400, and may optionally further include a connection slab 500.

The Ramen structure 100 includes a foundation concrete 110 poured on the bottom surface of the base ground, and a wall 120 poured on the top surface of the foundation concrete 110 . At this time, the ramen structure 100 also includes the upper plate 140 installed on the upper surface of the wall 120 .

Here, the top plate 140 may be provided by pouring concrete and curing it on-site, or it may be provided by installing a beam or girder pre-fabricated in the field and in a factory, and pouring and curing the floor plate concrete on-site.

The reinforcing earth retaining wall 200 is a primary front block 210 installed on the bottom surface of the original ground so as to be spaced apart from the foundation concrete 110, and is installed inside the primary front block 210, reinforcing soil 222 and reinforcing material The primary reinforcing soil body 220 including 224, the secondary front block 230 installed on the upper surface of the primary front block 210, and the secondary front block 230 are installed inside the The secondary reinforcing soil body 240 including the reinforcing soil 242 and the reinforcing material 244 is included.

Here, the first reinforcing soil body 220 and the secondary reinforcing soil body 240 are the first reinforcing soil filled and compacted inside the front block, the first reinforcing material such as a geogrid installed on the upper surface of the first reinforcing soil, and the first It is configured to include secondary reinforcing soil filled and compacted on top of the reinforcing material, and secondary reinforcing materials such as a geogrid installed on the upper surface of the secondary reinforcing soil. In addition, the primary reinforcing earth body 220 and the secondary reinforcing earth body 240 may be repeatedly provided with a plurality of reinforcing earth and reinforcing materials on the upper surface of the secondary reinforcing material.

The connection slab is installed on the upper part of the secondary front block 230 and the wall 120 , and provides a function of connecting the upper plate 140 and the secondary reinforcing soil body 240 .

If necessary, a fill section for flattening may be formed at the upper end of the secondary reinforcing soil body 240 , and the connection slab 500 may be installed on the fill section and the upper portion of the wall 120 .

The support 300 is installed between the foundation concrete 110 and the first front block 210 to support the first front block 210 during the process of pouring the first reinforcing soil body 220, or a pipe support may be used. This support 300 is separated between the base concrete 110 and the primary front block 210 before the backfilling step proceeds.

The pipe support 400 is to be installed between the wall 120 and the secondary front block 230 to support the secondary front block 230 during the process of pouring the secondary reinforcing soil body 240, During the construction of the retaining wall 200 , the function of the support 300 is provided, and after the reinforced earth retaining wall 200 is built, the function of measuring the lateral displacement acting on the reinforced earth retaining wall 200 is provided.

More specifically, the pipe support 400 has a spiral portion 412 and a first support pinhole 414 formed at one end, and a first support plate 418 is provided on the edge of the other end opposite to the one end. 410, a first inner tube 420 having one end interpolated into the other end of the exterior 410 and a second support plate 424 at the other end opposite to the one end, and one end of the exterior 410 A second inner tube having a plurality of second support pinholes 432 interpolated into one end and communicating with the first support pinhole 414 in the longitudinal direction, and having a third support plate 435 at the other end opposite to the one end. 430 , and the first support pinhole 414 is inserted into one of the plurality of second support pinholes 432 through the second support pinhole 432 to limit the movement of the second inner tube 430 . A fastening means including a pin 440 and optionally fixing the second support plate 424 and the third support plate to the wall 120 and the reinforcing earth retaining wall 200, and a support pin interpolated into the first support pin hole 414 It may further include a female screw 450 to block the movement of the (440). In this case, an anchor bolt or the like may be used as the fastening means.

If necessary, the exterior 410 may have a measurement hole 416 formed at the other end opposite to one end, and the first inner tube 420 may be confirmed through the measurement hole 416 along the longitudinal direction. A ruler 422 may be formed. The ruler 422 and the measuring hole 416 provide a function of measuring the lateral displacement of the pipe support 400 acting on the reinforced earth retaining wall 200 after the reinforced earth retaining wall 200 is built.

This pipe support 400 is the same as the pipe support 400 described in the construction method of the earth pressure separation type reinforcing soil alternation described above, so the overlapping description will be omitted.

Although described above with reference to preferred embodiments of the present invention, those skilled in the art can variously modify and change the present invention within the scope without departing from the spirit and scope of the present invention as set forth in the following claims. You will understand that you can.

100: ramen structure 110: basic concrete
120: wall 130: abandoned concrete
140: top plate 200: reinforced soil retaining wall
210: 1st front block 220: 1st reinforcing soil body
222: reinforcing soil 224: reinforcing material
226: rubble 230: secondary front block
240: secondary reinforced soil 242: reinforced soil
244: reinforcing material 246: rubble
300: support 400: pipe support
410: exterior 420: first interior
430: second inner tube 440: support pin
450: female thread 500: connection slab
600: packaging material

Claims (13)

The floor surface of the original ground, which is scheduled for the construction site of the abutment to support both ends of the bridge superstructure, is flattened, and the foundation concrete of the Ramen structure and the primary front block are installed on the bottom surface of the original ground, and the foundation concrete and 1 A first step of installing a support between the vehicle front block;
a second step of filling the first reinforcing soil inside the first front block, and installing a reinforcing material in the first reinforcing soil to form a reinforcing soil body;
The wall of the Ramen structure is poured on the upper surface of the foundation concrete, the second front block is installed on the upper surface of the first front block, and the wall is used as a support for limiting the movement of the second front block. A third step of installing a pipe support between the front block of the vehicle; and
A construction method of earth pressure separation type reinforcing soil alternation comprising a fourth step of filling secondary reinforcing soil inside the secondary front block, and inserting a reinforcing material into the interior of the secondary reinforcing soil to construct a reinforced earth retaining wall having a multi-stage reinforcing soil body. According to claim 1, wherein the pipe support
An exterior having a spiral portion and a first support pinhole formed at one end, and a first support plate provided on an edge of the other end opposite to the one end;
A first inner tube having one end interpolated into the other end of the exterior and provided with a second support plate at the other end opposite to the one end;
a second inner tube having one end interpolated into one end of the exterior, a plurality of second support pinholes communicating with the first support pinholes formed along the longitudinal direction, and having a third support plate at the other end opposite to the one end; and
The construction method of earth pressure separation type reinforcing soil alternation, characterized in that it includes a support pin which is inserted into a second support pinhole of any one of the plurality of second support pinholes through the first support pinhole and restricts the movement of the second inner tube. 3. The method of claim 2,
The exterior has a measuring hole formed at the other end opposite to the one end,
The first inner tube is a construction method of earth pressure separation type reinforcement soil alternating, characterized in that the ruler that can be confirmed through the measurement hole is formed along the longitudinal direction. The method of claim 3, wherein the third step
The construction method of earth pressure separation type reinforcing soil alternation, characterized in that fixing the first supporting plate and the second supporting plate to the surface of the wall or the secondary front block, and fixing the third supporting plate to the other wall or the secondary front block. 5. The method of claim 4, wherein after the fourth step,
The first support plate is detached from the wall or the secondary front block so as to check the lateral displacement acting as a pipe support from the wall and the secondary front block by checking the ruler through the measurement hole, and the support pin is removed from the first, 2 Separated from the support pin hole, and after moving the exterior so that the scale of a pre-designated ruler is checked through the measurement hole, the method further comprises a pipe support setting step of inserting the support pin into the first and second support pin holes. The construction method of earth pressure separation type reinforced soil alternation. According to claim 1,
The first step is a ground compaction process of flattening the ground of the original ground, a foundation concrete pouring process of pouring the basic concrete of the Ramen structure on the bottom surface of the original ground, and 1 on the bottom surface of the original ground adjacent to the foundation concrete A construction method of earth pressure separation type reinforcing soil alternation comprising a front block installation process of installing the front block of the car, and a support installation process of installing a support between the foundation concrete and the primary front block. The method of claim 6, wherein the first step is performed before the ground compaction process.
Earth pressure separation type reinforcing soil alternating construction method, characterized in that it further comprises a digging process of excavating the bottom surface of the original ground so that the upper surface of the foundation concrete is located at a lower position than the surrounding ground. 8. The method of claim 7, wherein after the fourth step
The method of removing the support and backfilling the bottom surface of the recessed base so that the foundation concrete and the primary front block are not exposed to the outside, the method further comprising a backfilling step. 7. The method of claim 6, wherein the first step
Between the ground compaction process and the concrete pouring process, while fixing the lower part in the original ground, the discarded concrete pouring process of pouring the discarded concrete that exposes the upper surface above the floor surface so that the lower surface of the foundation concrete and the lower surface of the first front block come into contact with each other is further added Construction method of earth pressure separation type reinforcing soil alternation, characterized in that it includes. An earth pressure separation type reinforcement soil alternation constructed by the construction method of the earth pressure separation type reinforcement soil alternation according to claim 1,
Ramen structure including a foundation concrete poured on the bottom surface of the original ground, and a wall poured on the upper surface of the foundation concrete;
A first front block installed on the bottom surface of the base so as to be spaced apart from the foundation concrete, a first reinforcing soil body installed inside the first front block and containing reinforcing soil and reinforcing materials, and installed on the upper surface of the first front block a secondary front block to be used, and a reinforced earth retaining wall installed inside the secondary front block and containing secondary reinforced soil including reinforcing earth and reinforcing materials; and
Earth pressure separation type reinforcement soil abutment including a pipe support installed between the wall and the secondary front block to support the secondary front block during the process of pouring the secondary reinforced soil body. 11. The method of claim 10,
The ramen structure is configured to include an upper plate installed on the upper surface of the wall,
Earth pressure separation type reinforcing soil abutment, characterized in that it further comprises a connection slab installed on the second front block and the upper part of the wall to connect the upper plate and the secondary reinforcing soil body. 11. The method of claim 10, wherein the pipe support
An exterior having a spiral portion and a first support pinhole formed at one end, and a first support plate provided on an edge of the other end opposite to the one end;
A first inner tube having one end interpolated into the other end of the exterior and provided with a second support plate at the other end opposite to the one end;
a second inner tube having one end interpolated into one end of the exterior, a plurality of second support pinholes communicating with the first support pinholes formed along the longitudinal direction, and having a third support plate at the other end opposite to the one end; and
Earth pressure separation type reinforcing soil abutment comprising a support pin inserted into any one of the second support pinholes of the plurality of second support pinholes through the first support pinhole to limit the movement of the second inner tube. 13. The method of claim 12,
The exterior has a measuring hole formed at the other end opposite to the one end,
The first inner tube is earth pressure separation type reinforcement soil abutment, characterized in that the ruler that can be confirmed through the measurement hole is formed along the longitudinal direction.

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