KR101322420B1 - Precast block wall, Cantilevered slab bridge using precast block wall and Construction method thereof - Google Patents

Abstract

The present invention is to install a plurality of precast blocks having a hollow in the center in a horizontal direction to form a layer on the upper base of the foundation installed on the ground, and then the pre-form so that another layer is formed sequentially on the one layer A front wall formed by stacking cast blocks; An inner pillar in the hollow portion of the precast block; Reinforcement soil which is sequentially filled to the rear of the front wall according to the stacking height of the precast block; And a reinforcement member which is sequentially installed in the horizontal direction behind the front wall in accordance with the stacking height of the precast block, and includes a corrosion resistant slab bridge using the precast block wall and a method thereof. It is about.

Description

Precast block wall, Cantilevered slab bridge using precast block wall and construction method

The present invention relates to a precast block wall, a corrosion resistant slab bridge using the precast block wall, and a construction method thereof. More specifically, the construction is simple, the construction period can be shortened, and the retaining wall due to the uneven settlement of the backfill section. The present invention relates to a precast block wall, a corrosion resistant slab bridge using the precast block wall, and a construction method thereof, which can prevent the front deformation of the bridge and improve the road runability of the bridge.

Most of the bridges installed to cross rivers, valleys or lower roads are structured to support the shifts through retaining wall-shaped backfill sections at the rear of the shifts.

FIG. 1 is a view illustrating a bridge of a general slab type, in which a slab 20 is installed in the span direction on an upper portion of the shift 10. In addition, there is a back filling section 30 by the compaction earthwork in the rear of the shift 10, and the back filling section 30 supports the alternation 10 and at the same time a pavement layer connected to the slab 20 ( 40) provides space for installation.

However, in the general slab type bridge shown in FIG. 1, since the slab 20 installed on the top of the shift 10 extends only up to the shift 10, the paving layer 40 of the slab 20 and the back filling section 30 is provided. ) Has a disconnected form.

This disconnection form can also be seen in the general ramen bridge shown in FIG. 2. The ramen-type bridge shown in FIG. 2 has a rigid structure in which the connecting portion A of the alternating 10 and the slab 20 are integrated.

On the other hand, the section backfilled with earth and sand remains residual settlement factors due to air and moisture deviation, even if the soil is compacted. In other words, air and moisture exist between the granules, which can be discharged to some extent by compaction, but cannot be completely removed. Particularly, since the backfill portion has a narrow space due to the nature of construction, proper entry of compaction equipment is required. This difficult and good compaction cannot be expected, leaving many residual sinking factors.

Therefore, as time passes, a substantial amount of settlement occurs in the backfill section 30. The settlement phenomenon of the backfill section results in drooping and deformation of the pavement layer 40 shown in FIGS. Accordingly, a step or unevenness is generated between the slab 20 and the pavement layer 40, and thus there is a problem in that road running performance is considerably reduced.

On the other hand, in the case of the conventional bridge construction method, the installation of formwork, the arrangement of reinforcing bars, the placing of concrete, and the curing and dismantling of formwork had to be performed. In addition, after the formwork is installed, it is necessary to perform the work of connecting the reinforcing bars inside each of them, and after the concrete must be cast and cured in the formwork, the labor intensity of the workers is high, the evasion phenomenon and the increase in labor costs Inevitably, long construction period was inevitably required, and there was a problem of causing aesthetics and environmental degradation around the construction site.

The present invention has been invented to solve the above problems, the construction is simple, can shorten the construction period, precast block wall, precast that can prevent the front deformation of the retaining wall due to uneven settlement of the backfill section The object of the present invention is to provide a corrosion resistant slab bridge using block walls and a method thereof.

According to an aspect of the present invention for achieving the above object, after installing a plurality of precast blocks having a hollow in the center in a horizontal direction to form a layer on top of the foundation installed on the ground, and then on the one layer A front wall formed by stacking the precast blocks so that another layer is formed sequentially; An inner pillar in the hollow portion of the precast block; Reinforcement soil which is sequentially filled to the rear of the front wall according to the stacking height of the precast block; And a reinforcing member which is sequentially installed in the horizontal direction behind the front wall in accordance with the stacking height of the precast block.

Preferably, the precast block has grooves that are laterally open at both ends thereof, and the grooves are coupled with the grooves of adjacent precast blocks to form the same hollow portion as the hollow portion provided at the center of the precast block. It is characterized by forming.

More preferably, the front wall is characterized in that each layer is formed alternately so that the hollow portion provided in the center of the precast block of the lower layer and the groove of the precast block of the upper layer coincide.

Preferably, the inner pillar is formed by filling the mortar after reinforcing the reinforcing bar in the hollow portion of the precast block.

Preferably, the reinforcing material is characterized in that it comprises at least one of glass fiber reinforced plastic (FRP), geogrid (geogrid) and metal plate.

In addition, the present invention comprises the steps of: a) installing a precast block having a hollow so that one layer is formed on the base of the ground; b) filling and compacting reinforcement soil behind the precast block by the height of the precast block; c) installing a reinforcement on top of the reinforcement soil filled in the rear of the precast block; d) repeating steps a, b and c to form a front wall having a plurality of layers sequentially formed; And e) after reinforcing the reinforcing bars in the hollow part of the precast wall, and filling the mortar.

Preferably, the d step further comprises the step of stacking the precast block of the lower layer and the precast block of the upper layer to cross each other.

Preferably, the step c, characterized in that to install a reinforcing material including at least one of glass fiber reinforced plastic (FRP), geogrid (geogrid) and metal plate.

In addition, according to another aspect of the invention, the lower structure including the shift provided in front of the back filling section; And an upper structure extending in a driving direction and installed on an upper portion of the lower structure, wherein an end portion of the upper structure extends a predetermined length toward the rear of the shift so as to be positioned above the rear filling section.

Preferably, the superstructure is characterized in that at least one precast slab or precast girder assembled side by side in a direction perpendicular to the driving direction.

More preferably, the precast slab or precast girder is connected by a steel wire inserted in a direction perpendicular to the running direction, the steel wire is inserted into the upper and lower portions of the precast slab or precast girder, respectively. It is done.

In addition, an end of the upper structure is connected to the connecting slab installed in the upper portion of the back filling section, the end of the upper structure is provided with an extension extending to the bottom surface of the connecting slab so that the connecting slab can be seated It is done.

Preferably, the upper beam is installed on the upper portion of the shift, the precast slab or precast girder is characterized in that it has a stepped protruding to be coupled to the front of the upper beam on the bottom.

In addition, the present invention comprises the steps of: a) laminating precast blocks or placing concrete on-site to form shifts, and forming a backfill section by compacting earth reinforcement in the rear of the shift; b) installing at least one precast slab or precast girder extending a predetermined length to an upper portion of the back filling section on an upper portion of the shift; And c) connecting the wires inserted into the precast slab or the precast girder to each other, and injecting filler into the wire connecting portion to assemble the precast slab or the precast girder.

Preferably, the step a, further comprising the step of placing a top beam on the top of the shift, the precast slab or precast girder is provided with a stepped on the bottom characterized in that coupled to the front of the top beam do.

In addition, after the step c, further comprising the step of connecting the connecting slab installed in the upper portion of the prefill slab to the end of the precast slab or precast girder, the end of the precast slab or precast girder And an extension part extending to the bottom surface of the connection slab so that the connection slab can be seated.

According to the present invention, it is possible to increase the convenience of construction and shorten the construction period by omitting the site pouring and curing process.

In addition, according to the present invention, by adopting the inner pillar using the reinforcing bar and mortar in the hollow portion of the precast blocks, the front wall can be formed as a bearing wall by integrating the inter-block behavior, thereby preventing uneven settlement between blocks, The deformation of the wall can be effectively prevented.

Further, according to the present invention, by embedding the reinforcing material in the horizontal direction inside the reinforcing soil, it is possible to effectively prevent the horizontal deformation of the reinforcing soil due to the vertical load and residual settlement.

In addition, according to the present invention, even if the back filling section is settled by the upper structure extending to the upper portion of the back filling section, the back filling section is settled and the back filling section sag occurs near the upper end of the shift, a step or unevenness that may occur near the upper end of the shift is generated. It is possible to reliably prevent, thereby improving the road runability of the bridge.

1 is a view showing a bridge of a general slab type,
2 is a view showing a typical ramen bridge,
3 is a cross-sectional view showing a precast block wall according to the present invention;
4 is a front view showing a precast block wall according to the present invention;
5 is a plan view showing a precast block of a precast block wall according to the present invention;
6a to 6e are plan views showing other forms of the precast block shown in FIG.
7 is a view showing a construction state of the precast block wall according to the present invention,
8 is a flow chart showing a construction method of a precast block wall according to the present invention;
9a to 10e are views showing the construction method of the precast block wall according to the present invention in order;
10 is a view showing the structure of a corrosion resistant slab bridge using a precast block wall according to the present invention,
11A and 11B are enlarged cross-sectional views of portion A of FIG. 10;
12a to 12c are cross-sectional views showing the forms of the superstructure of the corrosion resistant slab bridge using the precast block wall according to the present invention;
FIG. 13 is a flow chart showing a corrosion resistant slab bridge construction method using a precast block wall according to the present invention; FIG.
14A to 14E are diagrams sequentially illustrating a method of corrosion resistant slab bridge construction using a precast block wall according to the present invention.

Hereinafter, with reference to the accompanying drawings will be described a preferred embodiment of the precast block wall, the corrosion resistant slab bridge using the precast block wall and the construction thereof according to the present invention. In the following description of the present invention, it is to be understood that the terminology used herein is for the purpose of describing particular embodiments only and is not intended to be limiting of the technical scope of the present invention. Will be.

Figure 3 is a cross-sectional view showing a precast block wall according to the present invention, Figure 4 is a front view showing a precast block wall according to the present invention, Figure 5 is a precast block of the precast block wall according to the present invention 6A to 6E are plan views showing other forms of the precast block shown in FIG. 4, and FIG. 7 is a view showing a construction state of a precast block wall according to the present invention.

As shown in FIGS. 3 to 7, the precast block wall according to the present invention is filled in the front wall 110, the inner pillar 120 supporting the front wall 110, and the rear of the front wall 110. The reinforcement soil 130 and the reinforcement soil 130 is installed inside the reinforcement to prevent deformation of the reinforcement soil 140.

The front wall 110 is a front part of the retaining wall or an alternating portion of a bridge (ramen type bridge), and is formed by stacking a plurality of precast blocks 111. The precast block 111 has a hollow portion 112 in the center thereof, and is sequentially stacked on the base 101 that is embedded or poured in the ground to form the front wall 110 of the retaining wall.

Specifically, the precast block 111 is installed so that one layer is formed in the horizontal direction as shown in FIG. 7, and then another layer is sequentially formed on top of the one layer as shown in FIG. 4. Stacked so as to form the front wall (110).

The inner pillar 120 is installed in the hollow 112 of the precast block 111 to support the front wall 110. Here, the inner pillar 120 is preferably formed by filling the mortar 122 after the reinforcing bars 121 in the hollow portion 112 of the precast block 111.

After the front wall 110 is completed by the precast block 111, the inner column 120 has reinforcing bars 121 in the hollow part 112 of the uppermost precast block 111, and mortar ( By filling 122).

The reinforcement soil 130 is a portion that is filled and compacted by the precast block 111, ie, behind the front wall 110, and when the precast block 111 is formed in one layer in the horizontal direction, It is filled to the rear of the front wall 110 according to the height. And, each time the layers are sequentially formed by the precast block 111, the reinforcement soil 130 is filled in the rear of the front wall 110 in accordance with the height.

The reinforcing material 140 has a predetermined interval in the horizontal direction and is installed inside the reinforcing soil 130 to prevent the reinforcing soil 130 from being deformed in the horizontal direction due to vertical load or residual settlement. Specifically, after the precast block 111 is formed in one layer as shown in FIG. 7, the reinforcement 140 is fixed to each other at the rear of the precast block 111, that is, at the bottom of the space to be filled with the reinforcement soil 130. Spaced apart.

Preferably, the reinforcing material 130 may be used a general metal plate, but may be used (Fireglass Reinforced Plastics) or geogrid (FRP) to minimize the ease of construction and horizontal deformation of the reinforcement soil. .

On the other hand, the precast block 111 forming the front wall 110, as shown in Figs. 6a to 6e, the hollow portion 112 is formed in various shapes such as square, oval, circular, and polygonal. Can be.

Preferably, as shown in FIG. 5, the precast block 111 may include grooves 113 that are laterally open at both ends, in addition to the central hollow part 112. The groove 113 is the same as the shape cut in half the hollow portion 112 of the center, it is combined with the groove of the adjacent precast block 111 to form a hollow portion of the same shape as the hollow portion 112 of the center.

Since the grooves 113 formed at both ends of the precast block 111 are combined with the grooves of the adjacent precast block 111 to form one hollow part, the interior of the reinforcing bar 121 and the mortar 122 is formed. It becomes a space in which the pillar 120 is formed. Thus, adjacent precast blocks 111 may be firmly coupled by the mortar 122 to be fixed.

Preferably, as shown in Figure 4, the front wall 110 is formed of the precast block of the lower layer and the precast block of the upper layer of the plurality of layers formed by the precast block 111 cross. That is, the lower layer and the upper layer intersect so that the hollow portion 112 provided at the center of the precast block of the lower layer and the hollow portion formed by adjacent grooves 113 of the precast block of the upper layer coincide. By the cross-lamination method of the precast block 111, the resistance in the horizontal direction due to the vertical load of the front wall 110 can be reduced.

As described above, in the precast block wall according to the present invention, instead of forming the front wall of the retaining wall using conventional concrete casting, the precast block 111 is laminated to form the front wall 110, There is an advantage that can increase the convenience and shorten the construction period.

In addition, the inner pillar 120 made of the reinforcing rod 121 and the mortar 122 is embedded in the hollow portion 112 of the precast block 111 to integrate the inter-block behavior of the front wall 110 to the vertical load. Can improve the resistance performance. In addition, the inner pillar 120 may prevent uneven settlement between precast blocks, and effectively prevent deformation of the front wall through integration of the blocks.

In addition, the reinforcement material 140 embedded in the reinforcement soil 130 in the horizontal direction may effectively prevent the horizontal deformation of the reinforcement soil due to the vertical load and the residual settlement of the reinforcement soil 130.

8 is a flow chart showing the construction method of the precast block wall according to the present invention, and FIGS. 9A to 9E are diagrams sequentially showing the construction method of the precast block wall according to the present invention.

The method of precast block wall according to the present invention will be described with reference to Figs.

First, after the foundation 101 is embedded or poured into the ground 100, the precast convex 111 is installed side by side in the horizontal direction on the foundation 101 so that one layer is formed (step 100, see FIG. 9A).

Subsequently, after filling the reinforcement soil 130 with the height of the precast block 111 in the upper part of the ground 100, that is, behind the precast block 111, compaction earthwork is performed (see step 200 and FIG. 9B). . At this time, the compacted earth reinforcement soil 130 may be filled slightly lower than the precast block 111 to secure the installation space of the reinforcement 140 to be described later.

After one layer of the precast block wall according to the present invention is formed by the steps 100 and 200 described above, a reinforcing material 140 is installed on the reinforcing soil 130 (step 300 and FIG. 9C). The reinforcing material 140 may be installed spaced apart from each other toward the rear of the precast convex 111, although not shown in the figure, may be provided as a plate. In this case, as the reinforcing material 140, as described above, a metal plate, glass fiber reinforced plastics (FRP) or geogrid (geogrid) may be used.

Subsequently, the above steps 100 to 300 are repeated to sequentially form a plurality of layers constituting the retaining wall (step 400, see FIG. 9D). Specifically, the precast block 111 is laminated on the precast block 111 forming one layer by the above-described cross-lamination method so that the hollow part 112 of the lower layer and the groove 113 of the upper layer are formed. To match. Then, after filling the reinforcement soil 130 in the rear of the newly laminated precast block 111 and chopped again, the reinforcement 140 is installed on the top.

Repeating this operation, the front wall 110 of the prefabricated retaining wall is completed. When the front wall 110 is completed, the reinforcing bars 121 are embedded in the hollow parts 112 of the precast block 111 stacked on the uppermost part, and the mortar 122 is filled to form an internal pillar (step 500). , See FIG. 9E).

When these steps are completed, the construction of the precast block wall according to the invention is completed. Such a prefabricated retaining wall and its method can be applied both when constructing the retaining wall of the building itself or when the alternating bridges are constructed.

FIG. 10 is a view illustrating a structure of a corrosion resistant slab bridge using a precast block wall according to the present invention. FIGS. 11A and 11B are enlarged cross-sectional views of part A of FIG. 10, and FIGS. 12A to 12C are views. Sectional drawing of the superstructure of a corrosion resistant slab bridge using a precast block wall according to the invention.

As shown in Fig. 10 to 12c, the corrosion-resistant slab bridge using the precast block wall according to the present invention is a structure that is installed to cross the river, valley or lower road of about 3 to 15m, alternately, or alternately with It includes a lower structure 200 including the pier and the upper structure 300 is installed on top of the lower structure 200.

The lower structure 200 includes a pair of shifts 210 supporting the upper structure 300 of the bridge, and the rear portion of the shift 210 is filled with earth and then filled with a backfill section 220 is formed. . That is, the shift 210 is installed in front of the back filling section 220 to form a front wall of the back filling section 220.

The upper structure 200 is a beam-shaped structure, which extends in parallel with the driving direction of the road or passage between the pair of alternating 210 is installed on the lower structure, that is, the upper portion of the alternating 210.

Here, the end of the upper structure 300 has a length extending a predetermined length to the rear of the alternating 210 to be located at the top of the back filling section 220.

As such, by the upper structure 300 extending to the upper portion of the back filling section 220, the upper portion of the upper structure 300 and the back filling section 220 at the portion where the upper end of the shift 210 and the back filling section 220 meets. It is possible to prevent the disconnection form between the connecting slab 320 is installed in. Therefore, even if the back filling section 220 is settled over time and sagging of the back filling section 220 occurs near the upper end of the shift 210, the upper structure 300 integrally extended to the upper part of the sagging site. As a result, it is possible to reliably prevent the step or unevenness generated near the upper end of the shift as in the related art, thereby improving the road running property of the vehicle passing through the bridge.

Preferably, the upper structure 300 may be made of at least one precast slab or precast girder, which precast slab or precast girder is the driving direction of the lower road 230 The upper structure 300 may be assembled in a direction perpendicular to the side, that is, side by side.

At this time, the upper structure 300 including the precast slab or precast girder is connected by the steel wire 310 inserted in the direction perpendicular to the driving direction, that is, the width direction of the upper structure 300. In addition, the steel wire 310 may be installed in parallel with the upper and lower surfaces of the precast slab or the precast girder adjacent to each other to be firmly coupled to the upper structure 300.

As described above, since the corrosion resistant slab bridge using the precast block wall according to the present invention forms the upper structure 300 by assembling a plurality of precast slabs or precast girders, the site casting and curing process of concrete is omitted. In addition, it can increase the convenience of construction and shorten the construction period.

On the other hand, the upper structure 300 used in the civilized slab bridge using the precast block wall according to the present invention is a solid slab (300a), hollow slab (300b), shown in Figure 12a to 12c along the length of the bridge, It may be made of any one of the hollow girders (300c).

Specifically, in the case where the length of the bridge is small, about 3 to 6m, since the load of the upper structure 300 is small, it is preferable to use the faithful slab 300a filled with all of its interior. In addition, when the length of the bridge is about 6 to 9 m, the load of the upper structure 300 is relatively large. Therefore, it is preferable to use the hollow slab 300b having the hollow portion 301 therein. On the other hand, when the length of the bridge is about 10 ~ 15m large because the construction may be difficult due to the volume of the hollow slab (300b) itself, the hollow girders (300c) using a smaller width than the hollow slab (300b) It is preferable.

After the assembly of the upper structure 300 is completed, the connecting slab 320 is connected to the end of the upper structure 300. The connecting slab 300 is coupled to the upper structure 300 through a fastening means such as an anchor bar (anchor bar), is installed on the upper portion of the back filling section 220 to form a road with the upper structure 300.

Preferably, the end of the upper structure 300 has an extension 330 extending to the bottom of the connecting slab 320 so that the connecting slab 320 can be seated and connected. Thus, the connecting slab 320 and the upper structure 300 can be located as straight as possible.

On the other hand, the upper beam 240 may be installed on the upper portion of the shift 210 in a direction perpendicular to the longitudinal direction of the upper structure 300, the upper beam 240 is coupled to the upper structure 300 to be described later It is formed by pouring concrete at the construction site. In addition, the upper structure 300, that is, the precast slab or precast girder has a stepped portion 340 protruding to be coupled to the front of the upper beam 240 on the bottom surface.

Referring to FIG. 11A, the upper beam 240 may have a groove recessed in its entirety, and the upper structure 300 may include a step 340 seated and fitted in the recessed groove. In addition, referring to FIG. 11B, the upper beam 240 is formed in a simple block shape, and the upper structure 300 may include a step 340 that is contacted and coupled to the front of the upper beam.

Therefore, the upper structure 300 installed on the upper portion of the shift 210 may be firmly installed by being seated at the correct position.

13 is a flow chart illustrating a method for resisting slab bridges using precast block walls according to the present invention, and FIGS. 14A to 14E illustrate the method for resisting slab bridges using precast block walls according to the present invention in order. As a view, with reference to Figs. 13 to 14E, a preferred embodiment of the corrosion resistant slab bridge construction method using the precast block wall according to the present invention will be described.

First, to form a bridge 210 to form a lower structure of the bridge, and to form a backfill section 220 by pitting earth reinforcement to the rear of the shift 210 (step 1100, see Fig. 14a) is formed by stacking Can be. In consideration of the object of the present invention, it is preferable to form the alternating 210 by stacking precast blocks for convenience in construction and shortening between constructions.

Specifically, the step of forming the lower structure (step 1100) is to install the foundation base 201 in the ground or after, and then install the precast convex 211 side by side in the horizontal direction on the base 201 one Allow a layer of to be formed. Here, the precast block 211 has a hollow portion in the center, and the hollow portion becomes an insertion space of the reinforcing bar 212 and the mortar 213 (see FIGS. 11A and 11B) which will be described later. That is, the precast block 211 has the same configuration as the precast block 111 described above. Subsequently, after filling the reinforcement soil 221 by the height of the precast block in the upper part of the ground, ie, behind the precast block 211, compacting earthwork is performed. Then, the reinforcement 222 is installed on the reinforcement soil 221. Subsequently, the precast block 211 is alternately stacked on top of the precast block 211 forming one layer. Then, after filling the reinforcement soil 221 again in the rear of the newly laminated precast block 211 and chopped, the reinforcement 222 is installed on the top. Repeating this operation, the skeleton of the shift 210 is completed. When the skeleton of the shift 210 is completed, the reinforcing bar 212 is installed in the hollow parts of the precast block 211 stacked on the top, and the mortar 213 is filled to complete the shift 210.

When the shift 210 is completed, the upper beam 240 is formed on the upper portion of the shift 210 (step 1200, see FIG. 14B). The upper beam 240 is formed by pouring in concrete at the construction site for coupling with the upper structure (300).

Subsequently, a precast slab or a precast girder is installed side by side in the width direction of the bridge in an upper portion of the alternate 210 to form the upper structure 300 (step 1300, see FIG. 14C). Here, the precast slab or precast girder has a length that extends a certain length to the rear of the shift 210 so that the end thereof is positioned above the backfill section 220.

Therefore, it is possible to prevent a disconnection form between the structure 300 and the connecting slab 320 installed on the upper portion of the rear filling section 220 at the portion where the upper portion of the shift 210 and the rear filling section 220 meet. Due to this structure, even if the back filling section 220 is settled over time and the sagging of the back filling section 220 occurs near the upper end of the shift 210, the upper structure integrally extending to the upper part of the sagging site ( 300, it is possible to reliably prevent the step or unevenness generated near the upper end of the shift as in the prior art, thereby improving the road running property of the vehicle passing through the bridge.

On the other hand, the upper structure 300, that is, the precast slab or precast girder has a stepped 340 protruding to be coupled to the front of the upper beam 240 on the bottom. Therefore, the upper structure 300 installed on the upper portion of the shift 210 may be firmly installed by being seated at the correct position.

When the step 1300 is completed, the steel wire 310 inserted into the precast slab or the precast girder are connected to each other, and the filler 311 is injected into the connection portion of the steel wire 310 to assemble the upper structure 300. (Step 1400, see FIG. 14D).

Then, the connecting slab 300 is connected to the end of the upper structure 300 (step 1500, see FIG. 14E). The connecting slab 320 is a member which is connected to the end of the precast slab or the precast girder and installed on the upper portion of the back filling section 220, and is a part connected to the road outside the bridge.

Here, the end portion of the precast slab or the precast girder is provided with an extension 330 extending to the bottom of the connecting slab 320 so that the connecting slab 320 can be seated. Therefore, the upper structure 300 which is installed on the upper portion of the shift 210 may be installed in a correct position.

The embodiments of the present invention described above are merely illustrative of the technical idea of the present invention, and the scope of protection of the present invention should be interpreted according to the claims. It will be apparent to those skilled in the art that various modifications and variations can be made in the present invention without departing from the spirit and scope of the invention as defined by the appended claims. It should be interpreted that it is included in the scope of right.

100: ground 101: foundation
110: front wall 111: precast block
112: hollow part 113: groove
120: internal pillar 121: rebar
122: Mortar 130: Reinforced Earth
140: Stiffener
200: substructure 201: foundation
210: shift 211: precast block
212: Rebar 213: Mortar
220: backfill section 221: reinforcement soil
222: reinforcement 230: lower road
240: upper beam 300: upper structure
310: steel wire 320: connection slab
330: extension 340: step

Claims (6)

After installing a plurality of precast blocks having a hollow in the center in a horizontal direction to form one layer on the base of the foundation installed on the ground, the precast block is formed so that another layer is sequentially formed on the one layer A front wall formed by stacking;
An inner pillar in the hollow portion of the precast block;
Reinforcement soil which is sequentially filled to the rear of the front wall according to the stacking height of the precast block; And
Reinforcement is installed in the horizontal direction in the rear of the front wall sequentially in accordance with the stacking height of the precast block,
The precast block has grooves that are laterally open at both ends, and the grooves are combined with the grooves of adjacent precast blocks to form the same hollow portion as the hollow portion provided in the center of the precast block.
The front wall is a precast block wall, characterized in that each layer is formed alternately so that the hollow portion provided in the center of the precast block of the lower layer and the groove of the precast block of the upper layer coincide.
The method of claim 1,
The inner pillar is formed by filling the mortar after reinforcing the reinforcing bar in the hollow portion of the precast block wall.
A method of constructing a precast block wall according to claim 1,
a) installing a precast block having a hollow portion so that one layer is formed on the foundation of the ground;
b) filling and compacting reinforcement soil behind the precast block by the height of the precast block;
c) installing a reinforcement on top of the reinforcement soil filled in the rear of the precast block;
d) repeating steps a, b and c to stack the precast blocks of the lower layer and the precast blocks of the upper layer so as to cross each other, thereby forming a front wall on which a plurality of layers are sequentially formed; And
e) after reinforcing the reinforcing bar in the hollow part of the precast wall, the precast block wall method comprising the step of filling the mortar.
An undercarriage comprising a precast block wall according to claim 1; And
An upper structure extending in a driving direction and installed on an upper portion of the lower structure,
An end portion of the upper structure extends a predetermined length to the rear of the shift to be located in the upper portion of the back filling section,
A connecting slab installed at the rear upper portion of the precast block wall is connected to an end of the upper structure, and an end of the upper structure includes an extension extending to the bottom of the connecting slab so that the connecting slab can be seated.
An upper beam is installed at an upper portion of the shift, and a precast slab or precast girder is coupled with the upper beam, and a bottom of the precast slab or precast girder is provided with a protruding step that is coupled with the front of the upper beam. A corrosion resistant slab bridge using a precast block wall, characterized in that.
A method of constructing a corrosion resistant slab bridge using the precast block wall according to claim 1,
a) forming an alternation by placing concrete on the precast block wall, forming an upper beam by placing concrete on an upper portion of the alternation, and forming a backfill section by compacting earth reinforcement on the rear of the alternation;
b) coupling at least one precast slab or precast girder having a stepped length to the rear filling section at the upper portion of the shift, and the front beam; And
c) connecting the steel wires inserted into the precast slab or the precast girder to each other, and injecting filler into the wire connecting portion to assemble the precast slab or the precast girder.
The method of claim 5,
After the step c, the precast slab or the end of the precast girder further comprises the step of connecting the connecting slab installed in the upper portion of the back filling section,
And the end portion of the precast slab or the precast girder is provided with an extension extending to the bottom of the connecting slab so that the connecting slab can be seated.

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