KR101410471B1 - Method for buttom-up removal of underground retaining wall by using h-piles remained in earth retaining work of existed building - Google Patents

Abstract

The present invention relates to a construction method for removing an underground retaining wall. When an existing building sheathing construction method applied to the outer of an underground retaining wall (20) to be removed is a soil retaining plate construction method or a CIP construction method using a H-pile (42). A hole (22) is bored in the underground retaining wall (20) in a predetermined position on a vertical line in which the H-pile (42) for the existing building sheathing is located. A flange of the H-pile (42) exposed through the hole is combined with a predetermined steel material retaining wall anchor beam (60) or reinforced concrete material retaining wall anchor beam (100). The anchor beam (60 or 100) transfers vertical load to the H-pile (42), so a retaining wall and a CIP retaining wall, which retains outside the retaining wall, can be bottom-up removed successively at the same time.

Description

METHOD FOR BUTTOM-UP REMOVAL OF UNDERGROUND RETAINING WALL BY USING H-PILES REMAIN IN EARTH RETAINING WORK OF EXISTED BUILDING USING H-

The present invention relates to a method of demolishing a building, and more particularly to a method of demolishing an underground retaining wall. More particularly, the present invention relates to a method of demolishing an underground retaining wall using an H file around an underground retaining wall to be demolished. (Hereinafter referred to as " H file for an existing building retaining structure "), a case where the underground retaining wall is moved upward from the bottom (Vertical load) of the underground retaining wall can be supported by the H file for the existing building earthworks, in order to apply the bottom-up demolition method in which the soil is sequentially carried in as much as the height of the demolished portion (Eg CIP toilets) of existing buildings can also be removed in a bottom-up fashion with the underground retaining walls in a new way to remove the underground retaining walls One will.

If a new building is to be constructed within the same site boundaries after demolishing a building with a basement, demolition of the ground part of the old building is a demolition of the exposed part of the ground, There is no other external force other than the self weight of the structure, so that it is relatively difficult to demolish it.

However, since the underground part, especially the underground retaining wall, receives a considerable amount of external force (earth pressure), when the underground retaining wall is destroyed by unauthorized destruction, the bearing wall (retaining wall) supporting the earth pressure is instantaneously lost. It is very dangerous because the earthworms, which were being held back by the retaining wall, can collapse into the demolition space at the same time.

For this reason, special efforts must be made to remove the underground retaining wall, which is the outermost wall of the building that directly supports the earth pressure, even if most of the underground structures including the inner pillar and the underground floor slab are demolished at the time of demolishing the building, Especially, in the case of a city where buildings are piled up, the operation of removing the underground retaining wall itself can be very difficult depending on the surrounding situation.

For this reason, the conventional removal of the underground retaining wall generally consists of the following steps.

The first stage is a process in which all the underground structures except for the retaining wall to be demolished (bottom slab of each underground layer and each column of the underground layer) are removed and the soil is taken into the underground space to back up to the ground level. A step of climbing up the soil on which the vehicle (for example, auger) has topped up and putting the H file for soil erection at a predetermined interval on the outer side of the retaining wall (in the case where the existing CIP soil wall exists on the outside of the retaining wall, outside the CIP soil wall) (For example, a fork-crane) is lifted up on the back-up soil, and the soil backed up by the back-up soil is lifted again by a predetermined depth and then the retaining wall (and the existing CIP to- And installing a retaining wall at the position of the removed retaining wall (or the existing CIP to-be-returned wall on the outside) A fourth step of repeating the third step to the lowest floor level to remove the entire retaining wall (and the entire existing CIP to-be-connected to the outside of the retaining wall); and the fifth step Thereafter, the strut is removed from the bottom, and the soil is sequentially transferred again to the ground level, and finally, the H-file for the earth plate installation which has been put in the second stage is extracted.

The conventional removal of the underground retaining wall as described above requires repetition of troublesome and time-consuming and costly processes such as the import / export of the soil and re-entry of the soil, the air is lengthened, the construction cost is increased, There are many problems such as interference with other works (earthworks), complaints, etc.

The present inventor has found that the conventional underground retaining walls of a work site having a difficult working condition can be economically removed by a single bottom-up sequential demolition process without repeating the reclamation and reclamation of the soil with respect to various technical and economic problems caused by the removal of the underground retaining wall It has been patented by presenting two new ways to remove underground retaining walls.

Specifically, the first one is the 'patent-applied sequential removal and sequential landfill method to remove the underground retaining wall' and the patent application filed on September 7, 2006, 10-0736241, the contents of which are as follows: an underground retaining wall inner structure removing process for removing an underground inner structure (a basement floor slab and a basement pillar) except for the underground retaining wall receiving earth pressure over the entire underground floor; Attaching a retaining wall supporting column for supporting a vertical load of the underground retaining wall to the inner circumferential surface of the underground retaining wall; A laker installing step of mounting a laker file and attaching a lacquer supporting lacquer to the lacquer file so as to support the underground retaining wall in a horizontal direction; An underground retaining wall part cutting step of cutting the underground retaining wall into a predetermined shape and size from a lower side thereof; Then, the underground retaining wall cutting block partially cut from the lower end of the underground retaining wall is lifted to the ground by the partial undercutting process of the underground retaining wall, and the process of bringing the uplift of the underground retaining wall cutting block to the removed height is repeatedly performed And the bottom retaining wall is removed upwardly from the lower end side of the underground retaining wall.

The second patent invention is based on the experiences of various field applications of the first patent invention, and the name of the invention is 'bottom-up sequential removal of the underground retaining wall using struts and sequential landfill method' However, Korean Patent No. 10-0877974 filed on August 8.

The second patented technique, in relation to supporting the horizontal earth pressure applied to the underground retaining wall through the lakers and lakers, is that the size of the lakers is excessively large or the number of lakers is large Or the lakers are required to be connected in a long direction in the longitudinal direction, not only a large load is applied to the lakers themselves, but also the possibility of puncture failure of the retaining walls due to the concentration of stress in the portions where the lakers touch the retaining walls to support the retaining walls, In the case of installing the lacquer punch lacquer with the remaining internal structures removed as much as possible, the remaining underground structures retained to reinforce the earth pressure holding force of the retaining wall at the actual working site (for example, the underground pillar remaining close to the retaining wall, The retaining wall is located between the underground ridge and the retaining wall. And the lacquer installation is not practically possible when the depth of the retaining wall is about 12 m or more from the ground barrel (GL) in terms of the structural examination, And it is intended to solve various construction problems such as a case where the lacquer is installed and the working line of the equipment does not come out even though the area is narrow.

Therefore, the technical feature of the second patent invention related to the problem of the first patented invention is that the strut installation working vehicle rises on the floor slab in the underground floor to be demolished and a plurality of struts are horizontally installed in the underground floor, A top-down strut installing step of sequentially performing the process of removing the bottom floor slab and the pillar in order to support the earth pressure received by the underground retaining wall in the horizontal direction by the strut; An underground retaining wall part cutting process for cutting or crushing the underground retaining wall into a predetermined shape and size from a lower side thereof; The underground retaining wall cutting block partially cut from the lower end of the underground retaining wall is lifted and removed by the underground retaining wall partial incision process, and at least the underground retaining wall cutting block is repeatedly carried out by the height of the removed height, And a step of withdrawing and removing the retaining wall pillars or retaining wall supporting pillars remaining after completing the landing up to the ground level A bottom-up sequential removal of the underground retaining wall and a sequential landfill method.

The first patent invention and the second patent invention of the inventor of the present invention are intended to provide an underground structure to be demolished, in particular, a predetermined demolition structure (retaining wall supporting column, laker, strut) installed in the underground space, (The self weight of the retaining wall) and the horizontal load (the earth pressure) acting on the retaining wall, and then the underground retaining wall is partially cut or partially crushed in a predetermined shape and size by a predetermined height from the lower side In addition, the process of removing and filling the partially incised underground retaining wall cutting block body is repeatedly carried out until the ground is buried in the underground space by the height of the removed block portion of the underground retaining wall portion. However, both of them show the load in two directions acting on the retaining wall when viewed from the mechanical point of view, namely, the vertical load (self weight of the retaining wall) and There are differences in that otherwise the means for supporting (earth pressure) of pyeongha each other, more specifically, to look at it as follows.

That is, in the first patent invention, a separate steel support wall support column is attached to the inner wall of the retaining wall to support the vertical load (retaining wall self weight) acting on the underground retaining wall, and the lower end of the support wall supporting column is inserted into the ground So that the underground retaining wall can be partly cut out from the lower side to be removed. At this time, the support wall supports the vertical load of the retaining wall (the weight of the retaining wall), so that the retaining wall does not sink. On the other hand, in the first patent invention, the horizontal load (earth pressure) acting on the underground retaining wall is a structure that supports the lakers, which are inclined members.

On the other hand, the second patent invention described above is a method of supporting the vertical load (the weight of the retaining wall) acting on the underground retaining wall by the supporting posts of the steel retaining wall as in the first patent, and in particular, the method of supporting the retaining wall integrally formed with the retaining wall And the horizontal load (earth pressure) is supported by the horizontal strut.

According to the above-described inventions of the present inventors, when the underground retaining wall is removed from below, the above-mentioned difference for supporting the load in the vertical and horizontal directions acting on the underground retaining wall, The steel retaining wall supporting column vertically attached to the inner circumferential surface of the underground retaining wall in advance to support the vertical load of the underground retaining wall during the entire demolishing process of the retaining wall to support the vertical load of the underground retaining wall, The steel reinforced retaining wall supporting columns are pulled out by pulling out the steel reinforcing retaining wall support pillars separately, and in the latter, the vertical load (the weight of the retaining wall) acting on the underground retaining wall is formed integrally with the retaining wall A new method of supporting by a retaining wall column is proposed, which is to continue during the entire demolition process of the retaining wall, This process, which serves to support the vertical load of the ground retaining wall, and finally removing the retaining wall column only drawing using a drawing device is implemented.

In the two prior patent inventions of the present inventor as described above, in the first patent invention, the steel retaining wall support pillars vertically attached to the inner circumferential surface of the retaining wall prior to the retaining wall to support the vertical load of the retaining wall, The shape of the inner peripheral surface of the retaining wall to which the retaining wall support pillars are to be attached is not only complicated and not smooth (mainly, the remaining part of the inner slab in the basement layer which remains partially attached horizontally from the retaining wall, Etc.), and the length of the supporting posts for reinforcing steel retaining walls is long and heavy, so there is a problem in that it is difficult to perform the preliminary work to attach the retaining walls to the retaining walls.

Further, in the second patent invention, the retaining wall pillars retained to support the vertical load of the retaining wall while the retaining wall is sequentially removed from the lower portion by the bottom-up part removing method are formed by the vertical cutting surface of the retaining wall column It is virtually impossible to pull out the retaining wall pillars at a time after the rebounding to the ground level is completed. In fact, this technique is actually a case where the retaining wall column is a steel frame There is a limitation that can be applied only usefully.

Further, the inventors of the present invention do not provide solutions to the following technical problems in addition to the various technical problems as described above.

That is, first, both of these two patent inventions are merely presented from the viewpoint of removing the underground retaining wall, and only the existing means of retaining the existing building retaining structure in contact with the underground retaining wall outside the underground retaining wall, for example, It does not point out the necessity of dismantling, nor does it offer any suggestions on how to remove the underground retaining walls and the CIP toilets together or how to cooperate in the process of removing them together.

When demolishing an existing building to build a new building, it is not enough to simply demolish the existing underground retaining wall of the existing building, and the civil engineering facility that is often buried in the ground outside the underground retaining wall of the existing building, for example, the CIP toothed wall, It is necessary to remove the CIP soil wall together with the demolition of the underground retaining wall of the existing building because it becomes an obstacle to the basement construction of the new building due to the change of the planar shape of the building to be constructed or the change of the area thereof, There should be a plan for this.

Secondly, in the process of partially removing the underground retaining wall and the CIP tofu wall together from the lower end thereof, removing the underground retaining wall and the CIP tofu wall successively to the ground, Although the bulk density of buried soil has been reduced from the outside of the CIP soil wall for many years or decades, even if it is carried and filled with the soil for the underground retaining wall formed by cutting and lifting and the empty space where the CIP soil wall was formed , And thus the external soil may be pushed in at once or gradually through the backfill space of the low compaction density. In some cases, as the phenomenon grows, the CIP soil layer The ground on the outside of the building sits down and the building is severely damaged (uneven settlement) There may be a problem that affects measures are needed for this.

As described above, even if the underground retaining wall and the CIP earth wall are partially cut and lifted, the underground retaining wall formed and the CIP earth wall are partially filled with the earth, The groundwater existing in the underground retaining wall or the outer ground of the CIP earth wall is discharged into the demolition space through the empty space where the underground retaining wall and / In this case, it becomes more difficult to fill up the void space where the underground retaining wall and / or the CIP soil wall are partially incised and lifted, which may cause another factor or a cause of the falling of the surrounding ground.

Accordingly, the present invention solves the above-described technical problems of the inventors of the prior patent claims, and also provides a new bottom-up approach that can simultaneously remove the CIP soil wall and the underground retaining wall when the CIP earth wall remains outside the underground retaining wall. And to suggest a method to remove underground retaining walls.

Domestic Patent No. 10-0736241 (Registered on June 29, 2007) Korean Patent No. 10-0877974 (Registered on January 8, 2009) Japanese Laid-open Patent Publication No. 1995-150564 (published on June 13, 1995)

In order to carry out the conventional method in which the underground retaining wall is sequentially removed from the lower part to the upper side by the bottom-up partial demolition method in order to carry out the soil erosion in sequence, during the whole process of the downward sequential demolition and the sequential demolition, The underground retaining wall must be cut and removed sequentially from the bottom in a state in which the entirety is maintained at the initial height of the embedment (i.e., the underground retaining wall is held on the ground and fixed at a predetermined height) In order to support the support from the ground, it is necessary to use a retaining wall supporting column or a retaining wall which was installed beforehand on the retaining wall surface, H file, it is easier to use existing H file for retaining the existing building outside the underground retaining wall. It aims to secure durable and also presented a new method that can support a vertical load of the underground retaining wall.

It is another object of the present invention to provide a new underground retaining wall removal method which can simultaneously remove not only an underground retaining wall but also existing CIP to-wall walls that are buried in contact with an underground retaining wall outside the under retaining wall.

It is a further object of the present invention to provide a method and apparatus for removing soil from an underground retaining wall and a CIP soil wall by partially cutting the soil retaining wall and the CIP soil wall from the lower end of the soil retaining wall and removing the cutting block of the CIP soil wall, The underground retaining wall and the CIP soil wall can be partially cut and salvaged to prevent an underground retaining wall and an empty space in which the CIP soil wall has been formed from being pushed into the ground, so that the ground outside the CIP to- The purpose of this study is to propose a new underground retaining wall removal method which can prevent adverse effects such as cracks in the building.

Other objects and advantages of the present invention will become more apparent from the following detailed description of the present invention when taken in conjunction with the accompanying drawings.

The above-mentioned object of the present invention is achieved, according to one aspect of the present invention,

In the underground retaining wall where the existing building retaining H file exists on the outside of the underground retaining wall,

A plurality of struts are horizontally disposed between the underground retaining walls in an underground space enclosed by the underground retaining walls to support the underground retaining walls in a horizontal direction while removing the underground internal structures from the top to the bottom, -down) a process of dismantling an underground structure and installing a strut (first process);

During the first process or after the completion of the first process, the H file for the existing building retaining structure is formed by drilling the underground retaining wall in a horizontal direction at a predetermined position on the vertical line where the existing building retaining H file is located, A retaining wall anchor beam attaching step (second step) for joining a predetermined retaining wall anchor beam;

After the second step, the underground retaining wall is partially cut out from the lower side by a predetermined height, and if there is a CIP to-wall at the outside of the underground retaining wall, )and;

The bottom-up underground retaining walls are sequentially removed and sequential landfill is carried out by dividing the underground retaining wall and the CIP soil wall into a plurality of sections from the lowest to the uppermost layer by carrying out the filling process by carrying the soil as much as the height Process (fourth process); And

An H file extracting step (fifth step) for extracting and removing the H file for the existing building posturing after the fourth step;

The present invention relates to a method for removing an underground retaining wall using an H file for an existing building retaining structure.

Further, according to another aspect of the present invention,

In the above configuration,

In the fourth step, before the filling of the underground retaining wall and the CIP soil wall is carried out by carrying the soil as much as the lifted height, the soil is first filled in the hollow space formed by partially cutting and lifting the CIP soil wall, (Step 4-1) of installing an earth retaining plate between the existing building retaining H files on the side of the existing building; And

A grouting solution injection step (step 4-2) for injecting a grouting solution for soil consolidation for stabilizing the ground into the space filled with the gravel-like material on the back side of the earth retaining panel;

And a bottom-up underground retaining wall removing method using an H file for an existing building retaining structure.

Further, according to another aspect of the present invention,

In the above configuration,

Wherein the retaining wall anchor is a box-shaped anchor which is formed by welding a flat plate material (end plate) to an end face of an H-shaped steel material having a predetermined length, and a bottom- Lt; / RTI >

Further, according to another aspect of the present invention,

In the above configuration,

Wherein the retaining wall anchor is coupled to the H file for the existing building retaining structure by at least one of joining means such as welding or bolts.

Further, according to another aspect of the present invention,

In the above configuration,

When the retaining wall anchor beam is coupled to the existing building retaining H file and a gap exists between the upper surface of the retaining wall anchor beam and the upper inner bottom surface of the underground retaining wall perforation hole, the means for filling the gap is further performed This is accomplished by a bottom-up underground retaining wall removal method using existing H file for retained building.

Further, according to another aspect of the present invention,

In the above configuration,

The retaining wall anchor is provided with a hole for inserting a reinforcing bar of a predetermined diameter into a flange of an existing H-file for retaining the building, which is exposed through a hole in the retaining wall, on a vertical line in which an existing H- Wherein the reinforcing concrete anchor is a reinforced concrete anchor piece which is formed by inserting a plurality of cast iron rods having predetermined diameters into a hole, wrapping a plurality of reinforcing bars around the cast iron rods, This is done by using a bottom-up underground retaining wall removal method.

Further, according to another aspect of the present invention,

In the above configuration,

Wherein the step of welding the end portion of the cast iron muscle to the flange of the H file for the existing building retaining structure is further performed after the step of welding the end portion of the cast iron root to the flange of the existing building retaining H file.

Other features and configurations of the present invention will be better understood from the following detailed description of the invention.

In the present invention, the underground retaining wall is sequentially removed from the lower part to the upper part by the bottom-up partial demolition method, and then, in order to carry out the sequential embankment, the underground retaining wall is previously attached to the retaining wall surface It is simpler and more convenient to use the H file for existing building retained in the outside of the underground retaining wall without using any steel retaining wall supporting columns that are installed and separated from the retaining wall surface and without using the retaining wall pillars The underground retaining wall can be more simply, quickly, and safely performed by supporting the vertical load of the underground retaining wall in a robust and safe manner.

In addition, the present invention can simultaneously remove the existing CIP soil walls embedded in the underground retaining wall, as well as the underground retaining wall, so that the underground retaining wall can be removed economically and efficiently.

In addition, in the process of partially removing the underground retaining wall and the CIP toothed wall from the lower end thereof and successively lifting the underground retaining wall and the CIP toothed wall to the ground, and repeatedly carrying out the excavation of the underground retaining wall and the cutting block of the CIP to- It is possible to prevent an adverse effect such as a sinking of the ground on the outer side and a cracking in the adjacent building.

1 is a partial perspective view showing an example of a basement internal space in a state in which a basement internal structure is not removed.
FIG. 2 is a partial perspective view showing that a horizontal strut is directly installed in a space of a first basement without using a wale and a hole is drilled in a predetermined position of a retaining wall to join an anchor beam to a H file for an existing building.
FIG. 3 is a partial perspective view showing a horizontal strut with a wedge in a space of a first basement and a hole at a predetermined position of a retaining wall to connect an anchor beam to a H file for existing building retaining walls.
FIG. 4 is a partial perspective view showing a horizontal strut installed in a space of two basement floors and a hole at a predetermined position of a retaining wall to join an anchor beam to a H file for existing building retaining walls.
5 is a view showing a state in which a horizontal strut is installed in a floor of the lowest three-story underground and a hole is drilled in a predetermined position of a retaining wall to connect an anchor beam to an existing file H file for an existing building, A part of the lower end of the retaining wall and the lower end of the CIP to-be-repaired wall on the outer side are partially cut away and started to be removed.
6 is a partial perspective view showing a state in which the retaining wall and the lower end of the CIP to-be-cleaned wall are entirely removed at substantially the same height by advancing the partial cutting process as shown in Fig. 5 in the horizontal direction with respect to approximately the same height of the retaining wall.
FIG. 7 is a partial perspective view showing a state in which a retention board is mounted between existing H file for an existing building and the soil, which is revealed by the process of FIG. 6, and the soil is fed to the back of the H file and the grouting material is filled so that the soil is consolidated.
FIG. 8 is a partial perspective view showing a state in which the gravel-like material is buried by the partially cut height after the process of FIG. 7. FIG.
9 is a partial perspective view showing a state in which the retaining wall and the CIP to-be-removed wall are further removed by repeating the processes of FIGS. 6 to 8 after the process of FIG. 8 and the strut and the retaining wall anchor press- to be.
FIG. 10 is a partial perspective view showing a state in which the soil is taken in and filled with the height of the underground retaining wall, which is partially cut away and removed at a height added by the same method as in FIG. 9 after the process of FIG.
FIG. 11 is a flowchart illustrating a process of removing the underground retaining wall and the CIP wall by repeating the processes of FIGS. 5 to 10 until reaching the ground level. The soil retaining wall between the H file for existing building retaining walls and the H file for existing building retaining walls Is a partial perspective view showing a state in which only a null is embedded.
FIG. 12 is a partial perspective view showing removal of an existing H file for retaining earth retained in the ground after completion of the processes up to FIG.
13 is a view showing a state in which a retaining wall anchor beam is bolted to a flange of a H file for an existing building retaining pillar that has been drilled through a wall of a retaining wall on a vertical line embedded with an existing building retaining H file behind the retaining wall, (Main weight) of the retaining wall is supported by the H file for the existing building so that the retaining wall can be supported by the H file for the existing building through the retaining wall anchor beam.
Fig. 14 is a graph showing the relationship between a flange of an H file for an existing building and a flange of an existing building, which is exposed through a wall of a retaining wall on a vertical line embedded with an H file for an existing building retaining wall behind the retaining wall, The reinforcing steel reinforced concrete retaining wall anchor beam is fastened to the reinforced concrete retaining wall anchor beam through the reinforced concrete retaining wall anchor beam so as to be supported on the retaining wall H file of the existing building, And the load (self weight) is supported by the H file for the existing building.
15 is a cross-sectional view corresponding to Fig.
16 is a cross-sectional view corresponding to Fig.
17 is a cross-sectional view corresponding to Fig.
18 is a cross-sectional view corresponding to Fig.
Fig. 19 is a sectional view corresponding to Fig. 11. Fig.
20 is a cross-sectional view corresponding to Fig.
FIG. 21 is a partial plan sectional view showing that a retaining wall is cracked according to the degree of smoothness of a retaining wall when a horizontal wale is attached to the inner circumferential surface of the retaining wall and a horizontal strut is supported perpendicularly to the wale band.
22 is a partial plan sectional view showing that the horizontal strut is directly fastened to the retaining wall surface without using a wale and then the end of the strut is reinforced with the auxiliary brace strut.

FIG. 1 is a partial perspective view showing an example of a basement internal space in a state in which a basement internal structure has not yet been demolished. In FIG. 1, reference numeral 10 denotes a bottom floor of a ground floor, reference numeral 12 denotes a floor surface of a basement 1 floor, 14 is the bottom floor of the second floor, and 16 is the bottom floor of the third floor, which is the lowest floor. 1 shows the case where the number of basement floors is three, it is only for the sake of understanding, it does not mean that the method for removing the underground retaining wall according to the present invention must be limited to the underground three-story structure, It is also possible to have depths with underground layers.

1, reference numeral 20 designates a retaining wall, reference numeral 30 designates a retaining wall column integrally molded in the retaining wall 20, and reference numeral 40 designates a CIP toothed wall formed outside the retaining wall 20. The CIP toothed wall 40 is generally constructed of a reinforced concrete column wall (not shown) formed by inserting a cast iron loop network between the inserted H file 42 and a predetermined interval (for example, 1.8 m to 2 m) (44). The reason why the H file (42) is used in the CIP soil wall is that it can be used as a structural material to cover the wale necessary for the construction work, and this H file (42) is implemented in most CIP soil walls. GL denotes a ground level, and BL denotes a bottom floor level.

2 shows a state in which a horizontal strut 50 is installed in a space of a first basement without using a wale in the ground floor slab 10 in a ground level and the hole 22 is punched at a predetermined position of the retaining wall, Is a partial perspective view showing that the retaining wall anchor beam 60 is engaged with the flange 43 (Fig. 13, Fig. 14) of the building retaining H file (H file of the CIP or H file of the earth plate)

The retaining wall anchor bolt 60 is fastened to the flange 43 of the existing building retaining H file 42 through which the hole 22 is drilled so that the retaining wall surface is drilled at a predetermined position of the retaining wall, 13 and 14 will be described in detail later.

2, the horizontally installed strut 50 may be operated by a work vehicle (not shown) on the first floor slab 12 of the basement, where the first floor slab 12 is connected to the working vehicle In order to securely support the load, a jack supporter (not shown) is supported between the bottom and the first and second floor slabs 12 and 14, as disclosed in the above-mentioned Japanese Patent Application No. 10-0877974 You can work.

3 is a perspective view showing a state in which a horizontal strut 50 is laid in a space of a first basement in a state where the ground floor slab 10 is removed in the same manner as in Fig. 2, Fig. 3, a horizontal strut is provided on the inner peripheral surface of the retaining wall 20 in a horizontal direction, and a steel strut reel 52 is provided on the inner peripheral surface of the retaining wall 20 and the end of the strut 50 is supported on the reel. Is preferably used when the retaining wall 20 has a smooth surface and there is no protruding portion between the wale band and the retaining wall surface. If the uneven portion of the retaining wall surface is heavy and there is a gap between the wale band and the retaining wall surface, It is not preferable to use a wale because it may cause cracks in the retaining wall surface (Fig. 20). The necessity of using the wristband 52 and the case where its use is rather disadvantageous will be described separately later.

One of the decisive features distinguishing from the conventional technology in performing the bottom-up underground retaining wall removing method using the H file for the existing building retaining structure according to the present invention is that the retaining wall supporting anchor beam is combined with the H file for the existing building retaining structure, And the load (self weight) can be stably supported in the H file for the existing building through the anchor beam, so that the bottom-up underground retaining wall removal process can be made much simpler, safer, faster and more economically than the conventional one.

Therefore, in the present invention, the number of the retaining wall anchor beams 60 supporting the self weight of the retaining wall, the mounting position, size, construction time, and construction order are important. , The floor plan, etc.) of the underground retaining wall is obtained, the design dimension of the underground retaining wall is grasped by observing the site, and the existence of the C file to which the H file is used, (Ie, existing H file for existing buildings), the structure of the basement is reviewed and the structure of the structure for demolition is determined through the structural design of the horizontal strut (Number, location, size, structure, construction order) of the retaining wall supporting anchor beam 60, and the like.

2 to 5, the retaining wall anchor beams 60 are also installed in a top-down manner in accordance with the process in which the struts are sequentially installed from top to bottom. However, in the present invention, the retaining wall anchor beams 60 Does not necessarily mean that it should be installed from top to bottom, and that the lower anchor beam 60 may be partially installed first, or the anchor beams may be installed at different heights and locations, depending on the site conditions, , Anchors in various ways may be mixed in a demolition site.

4 is a view showing a state in which the ground floor slab 10 and the ground floor slab 12 are removed, the same procedure as shown in FIG. 3 is repeated for the underground two- And a supporting anchor beam 60 is further provided.

FIG. 5 is a plan view showing a state in which the bottom floor slab 16 (FIG. 1) is first crushed and removed after the processes as shown in FIGS. 1 to 3 are repeated in a top- And the CIP toothed wall 40 on the back side is partly incised and started to be lifted to the ground.

As shown in the lower left part of FIG. 5, the retaining wall 20 and the existing building earth retaining wall (for example, the CIP wall) are partially incised from the lowest end thereof, Only the H file 42 remains deeply inserted in the ground than the bottom-level bottom slab embedding line BL. In the present invention, at a plurality of predetermined positions in the longitudinal direction of the existing building retaining H file 42, the lower end of which is inserted and supported deeper than the embedding line BL of the lowest floor slab, The anchor beam 60 for supporting the retaining wall is fastened to the flange surface of the anchor bracket 42 so that the retaining wall 20 is supported on the anchor beam 60 so that the vertical retaining wall 60 can be stably retained while the underground retaining wall is removed from the lower end thereof Self-weight) can be supported.

The conventional CIP toothed wall, which is partly cut with the retaining wall 20 and is lifted together with the retaining wall piece, is strongly and stably formed between the back soil 70 on the back side and the retaining wall 20 on the front side , The CIP toothed wall itself is a ground piling and its surface is very rough. Therefore, there is a great frictional force with the soil, so that the settlement in the vertical direction does not occur even if a means for supporting the vertical load is not separately provided. Therefore, the underground retaining wall 20 and the CIP to-be-cleaned wall 40 on the back surface of the underground retaining wall 20 can be simultaneously removed by a bottom-up partial incision method.

6 is a sectional view of the retaining wall 20 and the CIP toothed wall 40 on the back side thereof from the lowermost end of the retaining wall 20 as shown in Fig. 5 at the same height (for example, h1 ) Level, and the retaining wall floats in the ground.

FIG. 7 is a sectional view showing a state in which the partial cut-away space, in particular, the CIP to-be-cleaned wall, is removed before the earth retaining wall 20 and the CIP to- The soil is first pushed into the space where the H file 42 is located and then the soil between the flanges of the H files 42 adjacent to the left and right sides is blocked with the earth retaining plate 80 and then through a grouting injection hole (not shown) passing through the earth retaining plate 80 Is a perspective view showing that the grouting solution is injected into the back side space of the earth retaining plate 80 where the soil is simply filled in a non-consolidated state using a predetermined grouting injection equipment 90. [

After the soil is filled in the space where the partially demolished CIP soil wall 40 was located, the earth retaining plate 80 is sandwiched between the flanges of the adjacent H files 42, and grouting injection The need for and advantage of the step of injecting the grouting solution into the rear side of the retaining plate 80 through the hole is as follows.

In other words, in the case where uniform soil is brought in uniformly over the whole basement area which is demolished without omitting these processes, the density of the imported soil is considerably lower than the density of the soil that has been accumulated for a long time outside the CIP soil wall, It can not prevent the time-invasive soil penetration or the inflow of the ground water at the abutting portions, and may cause adverse effects such as the cracks of the adjacent buildings due to the subsidence of the ground. Therefore, the grouting solution injection process is primarily for dividing the closed space by the retaining board 80 and injecting the grouting solution for soil consolidation for stabilizing the ground in the space, and additionally, So that it can function as a water barrier wall.

FIG. 8 is a view showing a state in which the soil has been loaded up to the first partial cut height (BL + h1) with respect to the retaining wall and the CIP soil wall after the installation of the earth retaining plate and the grouting solution injection on the back thereof are completed as shown in FIG. Fig.

9 is a perspective view showing a state in which the same process as that of the partial cutting and partial soil take-in as described above with reference to Figs. 5 to 8 is repeatedly carried out up to the secondary height h2. At this time, When the horizontal strut 50 and the anchoring beam 60 for supporting the retaining wall are mounted in the secondary height during partial incision and partial soil embarking on the second height h2 portion of the horizontal strut, 10 shows an example of the soil carry-in with respect to the height in a state in which the anchor beam 50 for retaining wall and the anchor beam 60 for retaining wall are also removed.

FIG. 11 is a view for explaining an example of the present invention, in which the sequential bottom-up partial incision and partial soil removal process as shown in FIG. 5 to FIG. 10 is repeatedly carried out up to the ground level GL, H files 42 in a state in which only the retaining wall 80 wall is present.

FIG. 12 is a partial perspective view showing a process of withdrawing and removing the H file 42 for each existing building after the process of FIG. 11, and the fact that such existing H file 42 for retaining the existing building is left in the ground Only the earth retaining plate 80 which is vertically and continuously formed serves as a grouting boundary guide and is much thinner (for example, 15 to 25 mm) than the earth retaining plate in the case of the conventional earth retaining structure It is usually made of wood, so there is no difficulty in removing it when you dismantle the following new building.

13 and 14, a hole 22 is formed at a predetermined position of the retaining wall to attach the steel retaining wall anchor beam 60 or the reinforcing concrete retaining wall 60 to the flange 43 of the existing H- Combining or anchoring the anchor beam 100 will now be described in more detail.

13 is a perspective view showing that a steel retaining wall anchor beam 60 is fastened to a flange 43 of an existing building retaining H file 42 drilled through a hole 22 at a predetermined position of the retaining wall 20 , A continuous core is drilled at a predetermined position of the retaining wall 20 using a core bit so that a hole 22 of a predetermined size is drilled in the retaining wall of the retaining wall 20 and a flange Shaped steel reinforcing retaining wall anchor beam 60 such as a bolt hole (not shown) is formed in the steel plate 43 by welding a flat plate material (end plate) 61 to a hitting surface of an H- The reinforcing steel retaining wall anchor beam 60 can be firmly coupled to the existing building retaining H file 42 by the method of fastening the steel retaining wall anchor beam 60 with the bolts 62. [ A gap that may be formed between the upper surface of the anchor beam 60 and the upper inner bottom surface of the retaining wall hole 22 after the steel retaining wall anchor beam 60 is joined to the existing building retaining H file 42 may include, The retaining wall 20 is pushed into the anchor beam 60 by consolidating the wedge iron pieces 64 or welding the wedge iron pieces 64 to the upper surface of the anchor beam 60 in advance or by performing the cement filling with the wedge iron pieces 64, The retaining wall can be more stably and firmly supported by widening the supporting contact surface.

In order to engage the steel retaining wall anchor beam 60 with the flange 43 of the existing building retaining H file 42, the operation of drilling the hole 22 at a predetermined position of the retaining wall 20, It is necessary to perform field work such as the operation of forming a bolt fastening hole in the flange 43. Such an operation amount is required to be increased as compared with the operation for attaching the steel supporting wall supporting columns proposed by the inventors of the present invention to the inner peripheral wall of the retaining wall, Not only is a simple operation but also a cost saving effect, and it is a very useful technique because extremely heavy retaining walls of tens to tens of tons can be supported in an extremely simple, stable and stable manner.

The method for joining the steel retaining wall anchor beam 60 to the flange 43 of the existing building retaining H file 42 is not limited to the combination of the bolts 62 as described above, It is also possible to use a combination of welding and bolts, which should be understood as appropriate, depending on the pre-structural design.

Although the above-described steel retaining wall anchor beam 60 has been described as an example of a box-like steel frame assembly member such as a steel plate (end plate) 61 welded to the fore end of an H-shaped steel plate of a predetermined length, The reinforcing steel retaining wall anchor beam 60 according to the invention is not necessarily dependent on the shear stress of the bolt such that the support of the box-like member and the retaining wall load depends on the shear stress of the bolt. A portion of the retaining wall load may be supported by compressive stress on the brace member of the truss. Therefore, if the structure is capable of stably distributing the load of the retaining wall to the H file 42 for the existing building retaining wall, various modifications thereof are to be construed as falling within the scope of the present invention.

14 shows a modified embodiment of the above-described steel retaining wall anchor beam 60 in which a hole 22 is pierced on a retaining wall on a vertical line in which an existing building retaining H file 42 is embedded on the back surface of the retaining wall 20 (Not shown) of a predetermined diameter (for example, 22 mm or more) are drilled and inserted into the flange 43 of the existing building retaining H file 42 exposed at the time when the reinforcing bars are inserted, A reinforcing concrete retaining wall anchor beam (not shown) in which a plurality of reinforcing rods 102 of, for example, 20 mm or more are vertically fitted and then a plurality of reinforcing bars 104 surrounding the reinforcing ropes 104 are placed, 100 so that the retaining wall 20 can be supported by the existing building retaining H file 42 through the reinforcing steel reinforced concrete retaining wall anchor beam 100 so that the load of the retaining wall 20 The concept of allowing the retaining H file 42 to be supported Date a partial perspective view.

In order to fasten the reinforced concrete retaining wall anchor beam 100 to the flange 43 of the existing building retaining H file 42, (Not shown) for inserting the ends of the cast iron rods into the flange 43 and the casting of the concrete 106 and the curing and curing period are required. However, this operation is also required for the above-described steel retaining wall anchor beams 60, it is a remarkably simple operation as well as a cost saving effect as compared with the operation for attaching the steel supporting wall supporting pillars proposed by the inventors of the present invention to the inner peripheral wall of the retaining wall, It is a very useful technique because it can support extremely heavy retaining wall of backtone extremely simply, firmly and stably.

The diameter D of the perforation hole 22 of the retaining wall to be drilled when constructing the reinforcing concrete retaining wall anchor beam 100 is preferably 300 mm or more in terms of cost reduction from the viewpoint of cost reduction, Diameter of 20 mm or more, and the number of the main rolling grooves is preferably 4 to 6. After the end of the cast iron core 102 is inserted into the flange 43 of the existing building retaining H file 42, a process of welding the periphery of the insertion portion, for example, point contact, may be further performed.

Although not shown, a large-diameter bit is used to penetrate the flange 43 of the existing building retaining H file 42 exposed when the hole 22 is pierced through the retaining wall, (For example, 15-25 cm in diameter), and a steel pipe pipe having a diameter of 15 to 25 cm inserted into the annular groove so as to fit tightly into the annular groove is inserted to allow the shear stress of the large diameter steel pipe to support the retaining wall It is possible.

Further, although not shown, a strong electromagnet may be attached to the flange 43 of the existing building retaining H file 42 exposed when the hole 22 is pierced through the retaining wall, and this electromagnet may serve as a retaining wall anchor beam , It is possible to use various kinds of retaining wall anchor beams as described above, even if they are one work site, and to merge them appropriately.

As described above, the steel retaining wall anchor beam 60 and the reinforced concrete retaining wall anchor beam 100 partially incise and soil the CW earthwall 20 and the CIP earth wall on the back surface thereof from the bottom thereof, A disassembling operation for separating the existing H-file 42 for the existing building from the one installed at the soil-landing height is performed, and the disassembling operation can be performed extremely simply and stably.

FIG. 15 is a sectional view corresponding to FIG. 5, FIG. 16 is a sectional view corresponding to FIG. 6, FIG. 17 is a sectional view corresponding to FIG. 7, FIG. 18 is a sectional view corresponding to FIG. 20 is a cross-sectional view corresponding to Fig. 12. Fig. 15 to 20, a description of the technique of the bottom-up underground retaining wall removing method using the H file for the existing building retaining structure according to the present invention can be better understood. The drawings shown in FIGS. 15 to 20 can be understood by referring to FIGS. 5 to 12 corresponding to those drawings, respectively, so that a detailed description thereof will be omitted.

21 shows a case where a horizontal strand 52 is hung on the inner circumferential surface of the retaining wall 20 and the horizontal strut 50 is supported perpendicularly to the circumferential surface of the retaining wall 20, Sectional view showing what can be produced.

In general, a structural member such as a strut installed to endure a horizontal external force such as earth pressure is supported by a wale band which is in contact with the inner peripheral surface of the retaining wall in a horizontal direction to prevent stress concentration, In order to implement the method of the present invention in which the underground retaining wall is removed from the lower end partly by a partial incision method, in most cases, a horizontal strut (for example, 50) is not desirable.

For example, in many cases, the smoothness of the inner circumferential surface of the underground retaining wall is generally inferior. The steel reel around the inner circumferential surface of the retaining wall 20 in a horizontal direction is provided with an end portion of the strut 50, When the inner circumferential surface of the underground retaining wall is not flat, an excursion portion C is formed between the relatively flat wale 52 and the non-flat portion of the retaining wall, This is because the maximum bending moment of the external force P applied from the horizontal strut transmitted through the wale band becomes a point of action and the crack 21 can easily occur on the retaining wall. Such unpredictable cracks on the retaining wall may cause atypical disruption due to the crack 21 during the demolition of the bottom-up partial incision, given that the underground retaining wall is subjected to a very large earth pressure and is very heavy It is dangerous because it is possible.

3 to 10, when the ends of the horizontal strut 50 are to be supported on the inner circumferential surface of the retaining wall via the wale 52 as shown in Fig. 3 to Fig. 10, the wrist strap 52 and the retaining wall 20, It is necessary to fill the filler such as the wedge piece 23 and the cement mortar in the unexcited portion C of the portion so that the retaining wall surface can receive an equal load.

22 is a view showing a case where the end portion of the horizontal strut 50 is directly supported on the retaining wall surface via the connecting plate without using the wale 52 when the inner circumferential surface of the retaining wall 20 is non-flat, Reference numeral 53 denotes an auxiliary brace strut which supports and supports the retaining wall and the strut 50 in an inclined manner on the end side of the horizontal strut 50. [ When the end of the horizontal strut 50 is directly supported on the retaining wall 20 and the auxiliary brace strut 53 is used, the air is somewhat delayed and the amount of the material for the demolishing work can be increased to some extent. However, It is advantageous in that it can prevent unexpected deflection or shear failure.

10, 12, 14, 16: Underground floor slab 20: Underground retaining wall
30: retaining wall pillar 40: CIP soil wall
42: H file for existing building retainer 43: F flange for file
44: Reinforced concrete columns of CIP earth walls
50: horizontal strut 52: wale
60: steel material retaining wall anchor beam 61:
62: Bolt 64: Wedge rail
70: back side of CIP toe wall 80: retaining wall
90: Grouting injection equipment
100: Reinforced Concrete Retaining Wall Anchor Beam

Claims (8)

In the case where the existing building retaining method used on the outside of the underground retaining wall 20 to be demolished is the CIP method using the H file 42 or the earth plate method,
A plurality of struts (50) are horizontally disposed between the underground retaining walls in the underground space surrounded by the underground retaining wall (20), thereby supporting the underground retaining wall in the horizontal direction while removing the underground inner structure from the uppermost floor A top-down underground internal structure demolition and strut installation process (first process);
(22) through the hole (22) so that the underground retaining wall (20) is perforated at a predetermined position on the vertical line where the H file (42) is located either during the first process or after the first process, A retaining wall anchor bolt attaching step (second step) for joining the retaining wall anchor beam to the H file 42;
When the CIP earth wall 44 exists on the outside of the underground retaining wall 20, the CIP earth wall 20 is also lifted from the lower side by a prescribed height An underground retaining wall and a CIP toothed wall partial incision and salvage process (third process) for partial incision and salvage together;
A bottom-up underground retaining wall is sequentially removed and sequential buried (step 4); And
(Step 42) of extracting and removing the H file (42) after the fourth step (fifth step)
The method comprising the steps of: (a) removing an underground retaining wall from the bottom of the building;
The method according to claim 1,
In the fourth step, before the filling of the earth retaining wall and the CIP tooculation wall by partially cutting and lifting the soil, the soil is first filled in the empty space formed by partially cutting and lifting the CIP soil wall, (Step 4-1) of installing an earth retaining plate (80) between the existing building retaining H files (42) on the side of the building. And
A grouting solution injection step (step 4-2) of injecting a grouting solution for soil consolidation for stabilizing the ground into the space filled with the gravel-like material on the back side of the earth retaining plate 80;
A method of removing a bottom-type underground retaining wall using an H file for an existing building retaining structure.
The method according to claim 1 or 2,
In the second step of joining the retaining wall anchor beam to the H file 42, the flat plate material 61 welded to the marginal face of the H-shaped steel material having a predetermined length is welded or bolted to the H- To the flange (43) of the bottom wall (42).
The method according to claim 1 or 2, wherein
The second step of joining the retaining wall anchor beam to the H file 42 is such that an annular groove having a diameter of 15 to 25 cm is formed through a flange of the H file 42 by using a large diameter bit to a predetermined depth of the web, And a step of inserting a steel pipe pipe having a diameter of 15 to 25 cm which is inserted into the annular groove so as to fit into the annular groove.
The method according to claim 1 or 2,
When there is a gap between the upper surface of the retaining wall anchor beam and the upper inner bottom surface of the underground retaining wall perforation hole in a state where the retaining wall anchor beam is coupled to the existing building retaining H file, the wedge iron piece is pushed into the gap, Wherein the method further comprises the step of welding the upper surface of the anchor beam or filling the concrete around the wedge iron pieces and the wedge iron pieces.
The method according to claim 1 or 2,
The retaining wall anchor is attached to the flange 43 of the H file 42 which is exposed through the hole 22 in the retaining wall on the vertical line in which the existing building retaining H file 42 is embedded on the back surface of the retaining wall 20, A plurality of strip reinforcing bars 102 having a predetermined diameter are vertically inserted into the holes for inserting reinforcing bars, a plurality of reinforcing bars 104 surrounding the reinforcing reinforcing bars 104 are hung, Wherein the reinforced concrete retaining wall anchor beam (100) is cured by being laid on site.
The method of claim 6,
And a step of welding an end portion of the cast iron core (102) to the H file after the insertion of the end portion of the cast iron root (102) into the H file (42) is further performed. Method.
The method according to claim 1 or 2,
When the horizontal wale band 52 is installed at the end of the strut, the wale or cement is filled in the gap between the horizontal wale 52 and the retaining wall 20 to remove the bottom retention wall using the H file for the existing building Method.

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