KR100813664B1 - Method for constructing land-side protection wall - Google Patents

Abstract

A method for constructing a retaining wall having reinforced sectional second moment is provided to construct the land-side prevention wall having deep depth easily by inclining rakers in lower parts of the second main beams and excavating main excavated parts. Multiple first main beams(120) are installed along edges of surfaces to be excavated, and multiple second main beams(130) are placed in the first main beams. Excavated parts(220) of reinforcing members are excavated, and first and second main beams are connected by reinforcing members. A main excavated part(210), which is between the second main beams, is excavated. Rakers are installed to be inclined and removed to support the second main beams. Ground continuous walls(110) are formed between the first main beams along the edges of the surfaces to be excavated.

Description

Construction method of earthen board with reinforced second-side moment {METHOD FOR CONSTRUCTING LAND-SIDE PROTECTION WALL}

1 is a plan view of the excavated ground through the jumbo installation step according to an embodiment of the present invention,

2a to 2h sequentially illustrate how the excavation ground of FIG. 1 is excavated,

3 is a view showing a method of excavating the excavation for the reinforcement located in the same depth and installing the first reinforcement in order,

4A to 4C illustrate various connection states of the first reinforcement, the second reinforcement, and the first reinforcing material connected therebetween,

Figures 5a to 5e sequentially illustrates how the excavation ground of Figure 1 according to another embodiment according to the present invention,

Figure 6 is a longitudinal cross-sectional view of the construction of the earthenware constructed in accordance with an embodiment of the present invention,

Figure 7 is a longitudinal cross-sectional view of the earthenware constructed in accordance with another embodiment of the present invention,

8 is a plan view and a longitudinal sectional view of an earthquake constructed in accordance with another embodiment of the present invention;

9 is a plan view and a longitudinal sectional view of the earthenware constructed in accordance with another embodiment of the present invention;

10 and 11 are embodiments using a retaining plate instead of the continuous wall in correspondence with FIGS. 8 and 9,

12 to 19 is a construction flowchart of various cases to which the present invention can be applied,

20 is a plan view and a longitudinal sectional view of another embodiment to which the present invention is applied;

21 is a longitudinal sectional view of another embodiment to which the present invention is applied;

Figure 22 is a longitudinal sectional view of another embodiment to which the present invention is applied.

<Description of Symbols for Main Parts of Drawings>

110: continuous underground wall 120: first bulletin

130: second note 140: earthen board

210: the main excavation portion 220: excavation portion for the reinforcement

310: first reinforcing material 320: second reinforcing material

410: Prop 701: Raker

Republic of Korea Patent Publication No. 10-2006-0032823 "soil barrier construction method using a two-row pile",

Republic of Korea Patent Application Publication No. 10-2005-0010616 "Building earth fence transverse truss support method and structure",

Republic of Korea Patent Publication No. 10-2003-0030868 "Truss-type support structure for the construction of earthen wall"

The present invention relates to a construction method for earthenware, and in particular, the first bulletin and the second bulletin provided on the inner side of the first bulletin are installed in the ground in advance, and then the ground is connected between the first bulletin and the second bulletin. By installing the first reinforcing material to the cross section secondary moment of the main beam in accordance with the depth of excavation and relates to a new construction method for the construction of the excavation to realize the maximum excavation depth compared to the volume of the main beam.

In general, when the construction of the underground structure is a temporary structure or permanent structure installed in the excavated underground space in order to prevent the ground collapse, civil engineering is used for the construction of subways, and in the case of construction It is widely used for underground construction.

However, the current retaining method is uneconomical because a large number of struts are used, and it is difficult to secure a working space due to the struts and structurally inefficient.

On the other hand, as a conventional technology integrated in the present specification, the Republic of Korea Patent Publication No. 10-2006-0032823 "pigment construction method using a two-row file", Republic of Korea Patent Publication No. 10-2005-0010616 "Building mudguard transverse truss support method And structure, "Korean Unexamined Patent Publication No. 10-2003-0030868," a truss-type support structure for constructing an earthquake wall "and the like are disclosed.

The prior art is basically the construction of the excavation of the excavation expected surface and the construction of the post (post) of the retaining wall.

That is, after the excavation of the excavation prospecting surface is completed, construction of the retainer jumbo is completed, or after the construction of the retainer jumbo is completed, the excavation expectation surface is excavated.

If the construction of the earthenware according to the prior art, there is no limit to the excavation depth in the case of the same bulletin, if you want to deepen the excavation depth is required a number of reinforcement to expand the bearing capacity of the bulletin.

The present invention has been made to solve the problems of the prior art as described above, the first bulletin and the second bulletin provided in the interior of the first bulletin in advance in the ground after the first bulletin and ground excavation By installing the first reinforcing material connecting the two beams, the second moment of the cross section of the beam consisting of the first beam, the second beam and the first reinforcement can be expanded according to the excavation depth to realize the maximum excavation depth compared to the quantity of the beam. It is about new construction method.

In order to solve the above problems, the present invention, the installation of a plurality of first bullets along the edge of the prospecting excavation surface, and installing a plurality of second bulletin inside the first bulletin (S10);
Digging excavation and reinforcing material connecting step (S20) for connecting the reinforcing material to be connected to the first and second bulletin while excavating the reinforcing material excavation portion between the first and second bulletin;
A main excavation part excavating step (S30) for excavating the main excavation part between the second jog and another second jog facing each other;
Excavation repetition step (S40) is repeated two or more times the excavation part excavation and reinforcing material connection step (S20) and the main excavation part excavation step (S30) for the reinforcement;
Installing and dismantling the raker 701 inclined so that the second bulletin 9130 is supported on the lower inner side of the second bulletin 130 of the main excavator 210 in the main drilling excavation step (S30) of the excavation repeating step (S40). It characterized by consisting of a raker installation and dismantling step (S50).

In the above, it may be to form a continuous wall along the edge of the surface to be excavated in the installation step. Or in the above, it may be installed in the excavation step along the first bulletin located on the edge of the excavation surface.

In the above, the first reinforcing material may be bolted or welded to the first bulletin and the second bulletin.

In the above bulletin installation step, the lower ground between the first bulletin and the second bulletin can be improved to increase the rigidity of the indentation of the first bulletin and the second bulletin.

In the above, the excavation step, the step of installing a brace connecting the second jovo while crossing the excavation surface of the ground at the bottom of the main excavated ground, and the main excavation of the ground according to the progress of the main excavation It may further comprise the step of removing the brace is located in the middle portion.

In the above-described information installation step, the auxiliary underground continuous wall is formed to be spaced apart from the edge of the expected excavation surface toward the excavation back surface, and the plurality of first auxiliary information along the auxiliary continuous wall is installed to be spaced apart from each other. In addition, the constructed soil block may be the upper portion of the first bulletin by the second reinforcing material 320 is connected to the upper portion of the first secondary beam. The second reinforcement may be installed in the main installation step or in the excavation step.

In the above-mentioned information, in the step of installing the first bulletin from the first to the excavation back spaced apart from each other to install a plurality of first auxiliary beams to be spaced from each other, the constructed earth block is the second reinforcement of the first An upper portion may be connected to an upper portion of the first auxiliary bulletin.

In the above, after the excavation step, it is possible to construct a structural wall which is a permanent wall in the space between the first bulletin and the second bulletin.

In the above, the first bullet may be a steel sheet pile. That is, in this case, the steel sheet pile serves as the first bulletin and also functions as a continuous underground wall.

First, the second moment (area moment of inertia) of the cross section to be strengthened in the present invention before the description of the present invention will be described first.

In the retaining wall, the post receives lateral force from the supporting ground, which causes bending stress on the beam.

The bending stress received by the main beam is inversely proportional to the secondary moment of the cross section, and the secondary moment of the cross section is the integral of the unit area with the squared distance from the central axis.

Therefore, the larger the cross-section secondary moment of the beam, the larger the force that can be supported by the same weight of the beam.

The shape of H-Beam, which is usually used as a post, is also a structure capable of improving such cross section secondary moment.

However, the form to be implemented in the present invention is to prepare the two bulletin (first bulletin and second bulletin) spaced apart by the main beam is connected by the first reinforcing material to achieve a completed bulletin, from the central axis of each main beam bending The distance is much greater, so that the two sections with the same area have a much larger cross-section secondary moment than they are contiguous. It is to allow construction.

Hereinafter, the configuration and operation of the first embodiment according to the present invention will be described in detail.

1 is a plan view of an excavation ground that went through the main installation step according to an embodiment of the present invention, Figures 2a to 2h is a view showing a method of excavating the excavation ground of Figure 1 in sequence, Figure 3 is the same Figure 1a to 4c shows a method of excavating the excavation for the reinforcing reinforcement located in depth and connecting the first reinforcement in order, the first reinforcement, the second reinforcement, and the various connections of the first reinforcement connected between them The state is shown.

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In order to construct the earthenware according to the present invention, first, a plurality of first bulletin 120 is installed along the edge of the excavation prospecting surface and a plurality of second bulletin is installed inside the first bulletin. Step) The continuous continuous wall 110 is formed between the first bulletin 120 and the other first bulletin 120.

The underground continuous wall 110 is installed on the ground along the edge of the excavation prospective surface, the underground continuous wall 110 is typically known as the main column type continuous wall or wall continuous wall method. However, in some cases, it can be used not only for concrete piles but also for steel sheet piles.

In other words, it can be interpreted as the underground continuous wall of the present invention if it is continuously constructed in advance and functions as a wall.

The first bulletin 120 is provided along the underground continuous wall 110, that is, is provided along the edge of the excavation prospective surface, and is typed on the ground to have a gap therebetween. In the present embodiment, it is assumed that the underground continuous wall 110 is composed of a main row type underground continuous wall, and the first bulletin 120 is typed in the underground continuous wall 110. However, this can be changed according to the embodiment, the first bulletin 120 has a structure that can directly support the underground continuous wall 110, it is sufficient to be provided in the ground before the excavation step.

The second bulletin 130 is provided to be spaced apart from the inside of the first bulletin 120, that is, toward the excavation prospective surface from the first bulletin 120, and the second bulletin 130 is on the ground to have a predetermined distance from each other Type.

In this way, the flat state of the earthquake block is completed as shown in FIG.

At this time, the excavation expected surface is divided into the main excavation portion 210 surrounded by the second bulletin 130 and the excavation portion 220 for the reinforcement surrounded by the second bulletin 130 and the first bulletin 120 It can be thought of.

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After the main installation step, the excavation expected surface of the excavation site will be excavated.

In this case, the excavation step may be described with reference to FIGS. 2A to 2H.

First, as shown in FIG. 2A, the main excavation part 210 and the reinforcing material excavation part 220 are excavated to a predetermined depth, and then the first reinforcing material ( 310-1).

The installation method of the first reinforcing material 310 provided at the same depth may be described in more detail with reference to FIGS. 3A to 3F.

As shown in FIG. 3A, the first, fourth, and seventh sections are first excavated, and then, as shown in FIG. 3B, the first reinforcement 310 is installed in the first, fourth, and seventh sections, and as shown in FIG. 3C. After excavating sections 2 and 5, the first reinforcing material 310 is installed in sections 2 and 5, as shown in FIG. 3D, and after excavating sections 3 and 6, as shown in FIG. 3E, FIG. 3F. As shown in the first reinforcing material 310 is installed in sections 3 and 6.
That is, while reinforcing the excavation portion 220 for the reinforcing material between the first bulletin 120 and the second bulletin 130, the reinforcing material 310 to connect the first bulletin 120 and the second bulletin 130 Install (S20; excavation section for the reinforcement and connecting the reinforcement)

As described above, the first reinforcement is partially installed after the excavation, and the first reinforcement is gradually installed in the first bulletin 120 and the second bulletin 130, compared to the installation of the first reinforcement after the excavation of all the portions at the same time. The excavation proceeds as the secondary moment of the cross section is improved, thereby preventing the ground from collapsing.

As such, the installation method of the first reinforcement 310 provided at the same depth may be applied to the installation method of the first reinforcement 310 provided at different depths.

In addition, as a method of installing the first reinforcing material 310 between the first bulletin 120 and the second bulletin 130, bolting or welding may be applied.

4A to 4C illustrate various forms of the first reinforcement material 310 installed between the first and second bulletin 120 and the second and second bulletin 130. As shown in FIG. The state connected to the second bulletin 130 is shown.

In particular, FIGS. 4B and 4C are used for the first bullet 120 and the second bullet 130 as H-Beam.

After the construction in the state of FIG. 2A as described above, the excavating portion 220 for the reinforcing material is excavated as shown in FIG. 2B and then the first reinforcing material 310-2 is constructed in the excavated space. Excavation of the excavation portion 220 for the reinforcing material and the construction of the first reinforcing material 310-2 may be applied as it is the construction method of Figures 3a to 3f.

When the first reinforcing material 310-2 is connected between the first bulletin 120 and the second bulletin 130, as shown in FIG. 2B, another second material opposed to the second bulletin 130 as shown in FIG. 2C. Excavation of the main excavation portion 210 between the two jumbo 130 to a certain depth. (S30; main excavation excavation step)

Then, as shown in FIGS. 2d and 2e, the excavation step 220 for excavating the reinforcing material and connecting the first reinforcing material 310-3 and the main excavation step for excavating the main excavation part 210 are repeated. .

 Then, as shown in FIGS. 2F and 2G, the reinforcing material excavation part 220 is excavated and the first reinforcing material excavation step S20 for connecting the first reinforcing material 310 and the main excavation part excavation step S30 are repeated two or more times. (S40; Excavation Repeat Step)

After this step is repeated, the reinforcing material excavation portion 220 is backfilled as shown in Figure 2h, the bottom of the first reinforcing material 310-4 is embedded in the ground to further improve the overall support capacity.

In this way, when constructing the retainer, the first bulletin 120 and the second bulletin 130 are the first reinforcing materials 310 rather than using the first bulletin 120 and the second bulletin 130 alone or simply connected. The second moment of cross section of the first beam, the second beam, and the first reinforcement is increased, and the first reinforcement 310 is increased. Step by step installation in accordance with the increase in the excavation depth can be enough to have the necessary supporting force according to the excavation depth.

Therefore, by this construction method it can be implemented by a very small weight of the main beam and the first reinforcement having a very deep excavation.

Hereinafter, the configuration and operation according to the second embodiment of the present invention will be described in detail.

1 is a plan view of an excavation ground that has undergone a bulletin installation step according to an exemplary embodiment of the present invention, and FIGS. 5A to 5E sequentially illustrate a method of excavating the excavating ground of FIG. 1.

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After the main installation step (S10) in the same manner as in the first embodiment is to excavate the excavation of the excavation site.

In this case, the excavation step may be described with reference to FIGS. 5A to 5E.

First, as shown in FIG. 5A, the main excavation part 210 and the reinforcing material excavation part 220 are excavated to a predetermined depth, and then the first reinforcing material ( 310-1).

In the installation method of the first reinforcing material 310-1 provided at the same depth, the process of FIGS. 3A to 3F may be applied as it is.

After the construction in the state of FIG. 5A as described above, after excavating the excavation portion 220 and the main excavation portion 210 for the reinforcement, as shown in FIG. 5B, the first reinforcement 310-2 to the excavation portion 220 for the reinforcement To construct, the main excavation 210 is constructed with a brace 410-1. The construction method of the first reinforcing material (310-2) is the same as described above, the support 410 is installed so that the second jujube 130 endure each other while crossing the excavation surface on the bottom of the main excavated ground.

In addition, the construction as shown in Figure 5b can also be seen that the excavation step, the excavation step for the reinforcement is made. However, at this time, the excavation itself may be excavated as a whole without distinguishing the main excavation portion 210 and the reinforcement excavation portion 220, but finally install the first reinforcement 310-2 in the excavation portion 220 for the reinforcement. As a result, it can be confirmed that the excavation step for the reinforcement is made.

At this time, the brace 410-1 is to give a greater support force to the lower portion of the excavated ground in view of the fact that the bottom of the ground to be excavated is the most vulnerable in the construction of the earth retaining.

When the first reinforcing material 310-2 is connected between the first bulletin 120 and the second bulletin 130, and the brace 410 is connected between the second bulletin 130, as shown in FIG. Repeat the operation of Figure 5b.

That is, the main excavation portion 210 and the excavation portion 220 for the reinforcement are excavated, and the first reinforcement 310-3 is additionally installed in the excavation portion 220 for the reinforcement and the main excavation portion 210. A brace 410-2 is additionally installed.

As shown in FIG. 5C, the first reinforcement 310-3 is connected between the first bulletin 120 and the second bulletin 130, and the brace 410-2 is the second bullet 130 of the main excavation portion 210. If installed between), the operation of FIG. 5C is repeated as shown in FIG. 5D.

At this time, the excavation of the main excavation portion 210 and the reinforcement excavation portion 220, and the additional work of the first reinforcing material 310-4 is the same as before, but the installation of the brace 410 is already installed before As the excavation uses a brace 410-1 which is located in the middle of the ground.

That is, it is assumed that the prop 410-1 located at the middle of the excavated ground is dismantled, and the disassembled prop 410-1 is installed again at the bottom of the excavated ground.

The brace 410-1 positioned at the middle of the excavation ground has a second moment of cross section increased by the first reinforcing material 310 provided between the first bullet 120 and the second bullet 130. It is to be demolished for the reduction of materials and subsequent processes, so as to demonstrate sufficient bearing capacity.

When the first reinforcing material 310-4 is connected between the first bulletin 120 and the second bulletin 130 as shown in FIG. 5D and the brace 410-1 is connected between the second bulletin 130, FIG. The operation of FIG. 5D is repeated as in 5e.

This process is also the excavation of the main excavation portion 210 and the reinforcement excavation portion 220, and the additional work of the first reinforcing material 310-5 is the same as before, the installation of the brace 410-2 is shown in FIG. As with the disassembly and installation of the brace 410-1, the brace 410-2 which is located in the middle of the ground according to the progress of the excavation is used.

That is, it is assumed that the brace 410-2 positioned at the middle of the excavated ground is dismantled, and the disassembled brace 410-2 is installed again at the bottom of the excavated ground.
By installing the brace 410 in the main excavation portion 210 as described above, it is possible to easily construct a soil barrier having a very deep depth.

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6 is various longitudinal cross-sectional views of the soil barrier constructed in accordance with an embodiment of the present invention, showing the various forms of the first reinforcing material 310 installed between the first bullet 120 and the second bullet 130 on the longitudinal cross-section It is.

The first reinforcement 310 may not only be installed as a horizontal beam, but may also be installed as a slanted beam to form a truss structure.

7 is a longitudinal cross-sectional view of the soil barrier constructed in accordance with an embodiment of the present invention, the first bulletin 120 and the second bulletin (in order to increase the stiffness of the inlet of the first bulletin 120 and the second bulletin 130 ( It shows that the lower ground (A) of 130 is improved.

The improvement of the lower ground (A) is constructed in advance in the main installation step.

8 is a plan view and a longitudinal cross-sectional view of a retainer constructed in accordance with another embodiment of the present invention.

In the present embodiment, a plurality of first auxiliary bullets 120a are installed on the outside of the first bulletin 120 in the main bulletin installation step (S10), and in the embodiment, a continuous continuous wall (between the first bulletin 120) Not only 110 is formed, but also the secondary continuous wall 110a is formed to be spaced apart from the underground continuous wall 110 toward the excavation rear surface to form a substantially double multi-continuous wall, and also the secondary continuous wall 110a Accordingly, the plurality of first auxiliary bullets 120a are provided to be spaced apart from each other.

As described above, the underground continuous wall 110, the secondary continuous wall 110a, the first bulletin 120, the first auxiliary bulletin 120a, and the second bulletin 130 are prepared in the ground in the main bulletin installation step. Excavation expected surface can be excavated by the same process.

In addition, a second reinforcing material 320 for connecting the upper portion of the first auxiliary line 120 and the first auxiliary line 120a before the excavation or starting excavation is installed.

On the other hand, the second reinforcing material 320 may be provided to connect both the first bulletin 120, the first auxiliary bulletin 120a and the second bulletin 130.

This structure has a structure of a soil tank in which the ground between the underground continuous wall 110 and the auxiliary underground continuous wall 110a acts as a gravity retaining wall, thereby further increasing the rigidity of the retaining wall.

9 is a plan view and a longitudinal cross-sectional view of a retainer constructed in accordance with another embodiment of the present invention.

In FIG. 9, unlike FIG. 8, only the point of using the first auxiliary bullet 120a without the auxiliary underground continuous wall 110a is different from FIG. 8.

As such, even when only the first auxiliary bullet 120a is used, it is expected that the resistance to conduction can be considerably increased.

On the other hand, the above description has been described under the premise that the underground continuous wall 110 is formed in advance in the installation step.

However, in the case of general earthquake construction, as well as underground continuous wall, it is very common to use the earthquake plate (or earth plate) connected between the thumb piles.

Therefore, the method of constructing the earthen board using the earthen board can also be very easily applied to the present invention.

However, the earthen board may not be installed in the bulletin installation step of the present invention, unlike the underground continuous wall, it may be constructed in the excavation step of the present invention. More strictly according to the degree of progress of the excavation step for the reinforcement of the present invention can also be installed gradually.

10 to 11 are plan and longitudinal cross-sectional views of an embodiment corresponding to FIGS. 8 to 9 and employing an earth retaining plate instead of the underground continuous wall of FIGS. 8 to 9.

In FIG. 10, the soil between the retaining plate 140 and the auxiliary underground continuous wall 110a has a structure of a soil tank that functions as a gravity retaining wall, thereby further increasing the rigidity of the retaining wall.

In FIG. 11, even when only the first auxiliary bullet 120a is used, the resistance to conduction can be considerably increased.

As described above, various examples of constructing a retainer using the retainer plate 140 will be described. Of course, the following examples can be applied to most cases even when applying the continuous wall.

12A to 12F are examples of implementing the present invention when installing underground structures.

As shown in FIG. 12A, after the first bulletin 120 and the second bulletin 130 are installed, the main excavation portion 210 is excavated and the excavation portion 220 for the reinforcing material is excavated. The first reinforcing material 310 is installed between the second jumbo 130, and the brace 410 is installed between the second jumbo 130. At this time, the upper brace 410 may be a truss structure as shown in Figure 12a. At this time, a retaining plate (not shown) is constructed along the first bulletin 120.

After the process of FIG. 12A, the main excavation portion 210 and the excavation portion 220 for the reinforcement are further excavated as shown in FIG. 12B, and the prop excavation portion 210 is provided with the support 410 and the excavation portion 220 for the reinforcement. The first reinforcement 310 and the earth plate (not shown) is constructed.

After further drilling as shown in FIG. 12c after FIG. 12b process, the first reinforcement 310 and the earthen board (not shown) are constructed on the excavated portion, and further, the lateral displacement inhibiting concrete 501 is poured.

After the process of FIG. 12C, the substructure 503 is installed after constructing the structure wall 502 between the first bulletin 120 and the second bulletin 130 as shown in FIG. 12D.

12D and after disassembling the brace 410 as shown in FIG. 12E, and after installing the upper structure 504, as shown in Figure 12f dismantle and backfill the top brace 410.

13a to 13e is another example of using the present invention when installing the underground structure.

As shown in FIG. 13A, after the first bulletin 120 and the second bulletin 130 are installed, the main excavation unit 210 is excavated, and the excavation unit 220 for the reinforcement is excavated, and the first bulletin 120 and the first bulletin 120 are installed. A first reinforcing material 310 is provided between the second bulletin 130, and a truss (or box-shaped) support 420 is installed between the second bulletin 130. At this time, a retaining plate (not shown) is constructed along the first bulletin 120.

After the process of FIG. 13A, the main excavation portion 210 and the excavation portion 220 for the reinforcement are further excavated as shown in FIG. 13B. 220, the first reinforcing material 310 and the earth plate (not shown) is constructed.

After the process of FIG. 13B, the main excavation part 210 and the excavation part 220 for the reinforcement material are further excavated as shown in FIG. 13C, and the main excavation part 210 is constructed with an intermediate slab 510-2, and the excavation part for the reinforcement material ( 220, the first reinforcing material 310 and the earth plate (not shown) is constructed.

After the process of FIG. 13C, the main excavation portion 210 and the excavation portion 220 for the reinforcement are further excavated as shown in FIG. 13D, and the final excavation portion 210 is constructed with the final slab 510-3, and the excavation portion for the reinforcement ( 220, the first reinforcing material 310 and the retaining plate (not shown) is constructed, and then a structure wall (or permanent wall, 502) is constructed between the first bulletin 120 and the second bulletin 130.

After FIG. 13D, as shown in FIG. 13E, the upper brace 410 is dismantled and backfilled.

14a to 14e is another example using the present invention when installing the underground structure.

As shown in FIG. 14A, after the first bulletin 120 and the second bulletin 130 are installed, the main excavation unit 210 is excavated and the excavation unit 220 for the reinforcing material is excavated, and the first bulletin 120 and the first bulletin 120 are installed. The first reinforcing material 310 is connected between the second bulletin 130, and the brace 410 installed between another second bulletin 130 opposite to the second bulletin 130 is as shown in FIG. 14A. It can also be installed as a truss structure. At this time, a retaining plate (not shown) is constructed along the first bulletin 120.

After the process of FIG. 14A, the main excavation portion 210 and the excavation portion 220 for the reinforcement are further excavated as shown in FIG. 14B, and the main excavation portion 210 is constructed with the upper slab 510-1, and the excavation portion for the reinforcement ( 220, the first reinforcing material 310 and the earth plate (not shown) is constructed.

After the process of FIG. 14B, the main excavation part 210 and the excavation part 220 for the reinforcing material are further excavated as shown in FIG. 14C, and the main excavation part 210 includes the intermediate slab 510-2 and the slab inter-wall 510-4. The construction, the first reinforcement 310 and the earth plate (not shown) is installed in the excavation portion 220 for the reinforcement.

After the process of FIG. 14C, the main excavation portion 210 and the excavation portion 220 for the reinforcement are further excavated as shown in FIG. 14D, and the final excavation portion 210 is constructed with the final slab 510-3, and the excavation portion for the reinforcement ( 220, the first reinforcing material 310 and the retaining plate (not shown) is constructed, and then a structure wall (or permanent wall, 502) is constructed between the first bulletin 120 and the second bulletin 130.

After FIG. 14D, the truss structure, which is the upper brace 410 as shown in FIG. 14E, is dismantled and backfilled.

According to an embodiment, instead of FIG. 14E, the process proceeds to FIG. 14D and FIG. 14F, and then, after dismantling the upper brace 410, the ground structure may be constructed.

15A to 15D are another example of using the present invention.

15a, after the first bulletin 120 and the second bulletin 130 is installed, the main excavation and the excavation for the reinforcement are repeated (the construction of the first reinforcement and the retaining plate is also carried out), and a berm as shown in FIG. , 601 is a longitudinal sectional view and a perspective view of the self-excavated excavation state.

Thereafter, the raker 701 is installed in the second bulletin 130 as shown in FIG. 15B (a longitudinal section and a perspective view).
The raker (inclined brace) is a compression member that directly supports the second bullet to be installed inclined in the lower inside of the second bullet 130 of the main excavation portion (210).

Next, as shown in FIG. 15C, a berm 601 is removed to form a trench.

Next, as shown in FIG. 15D, the shear key 501a is typed into the trench, and the concrete 501 for lateral displacement is placed to secure horizontal resistance, and then the raker 701 is dismantled. That is, in the excavation repeating step (S40), the inclined excavation unit (S30) to incline the raker 701 so that the second bulletin 130 is held on the lower inner side of the second bulletin 130 of the main excavation unit 210. Raker installation and dismantling step to install and dismantle may be added (S50: Raker installation and dismantling step).

Thereby, the structure of the inverted L-shaped subwall retaining wall to which the shear key 501a is attached can be formed. Of course, in some embodiments, the shear key 501a may be omitted.

16A-16F are another example of using the present invention.

FIG. 16a shows a state in which the main excavation and the excavation for reinforcement are repeated after the first bulletin 120 and the second bulletin 130 are installed (along with the construction of the first reinforcement and the retaining plate).

Then, after digging the trench as shown in FIG. 16B, the first stage raker 701-1 is installed in the second bulletin 130.

Next, after the trench is additionally excavated as shown in FIG. 16C, a second stage raker 701-2 is installed in the second bulletin 130.

Next, after the trench is additionally excavated as shown in FIG. 16d, the lateral displacement inhibiting concrete 501 is poured into the trench.

Next, as shown in FIG. 16e, the structure wall forming step of forming the structure wall 502 by pouring concrete 501 between the first bullet 120 and the second bullet 130, which is a space of the excavation portion 220 for the reinforcement, is formed. It may also include.

Next, the excavation is finished as shown in FIG. 16F, and finally, the packing 801 is performed.

17A to 17E illustrate another example of using the present invention.

Figure 17a, after the first bulletin 120 and the second bulletin 130 is installed, the main excavation and excavation for the reinforcement is repeated (construction of the first reinforcement and the earthen plate is also made).

After the excavation of the trench as shown in FIG. 17B, a raker 701 is installed in the second bulletin 130.

Next, as shown in FIG. 17c, the lateral displacement inhibiting concrete 501 is poured into the trench.

Next, a structure wall 502 is constructed between the first bulletin 120 and the second bulletin 130 as shown in FIG. 17D.

Next, the excavation is finished as shown in FIG. 17E, and finally, the packing 801 is performed.

18A to 18C illustrate another example of using the present invention, and a method for coping with a case where the horizontal resistance force is insufficient.

First, FIG. 18A will be described. After the first bulletin 120 and the second bulletin 130 are installed, the excavation proceeds according to the construction method according to the present invention, and a truss structure is provided as a brace 410 on the upper side, the first bulletin 120 and the second bulletin The first reinforcing material 310 is provided in the excavation portion 220 for the reinforcing material between the 130, and the retaining plate (not shown) is provided along the first jumbo 120. That is, in another embodiment, the truss structure may be used as the brace 410, and the slab construction step may be performed by constructing a plurality of slabs 510 on the main excavation portion 210 by a top-down method. 18A illustrates a state in which the slabs 510-1 and the slabs 510-2 are constructed by a top-down method. In this case, the second bulletin 130 is first supported by the raker 701 by applying the island method.

Next, as shown in FIG. 18b, the lateral displacement inhibiting concrete 501 is poured.

Next, as shown in FIG. 18C, the final slab 510-3 is constructed, and a structural wall 502 is constructed between the first bullet 120 and the second bullet 130 to form a laminated wall.

19A-19F are another example of using the present invention.

19a, after the first bulletin 120 and the second bulletin 130 is installed, the main excavation and the excavation for the reinforcement are repeated (the construction of the first reinforcement and the retaining plate is also carried out), and a berm is obtained as shown in FIG. 15A. , 601) is a self-supporting excavation.

Next, the raker 701 is installed as shown in FIG. 19B, and the first reinforcement 310 is excavated after excavating the 601 rim and digging between the first bulletin 120 and the second bulletin 130 as shown in FIG. 19C. Install and refill.

Next, as shown in FIG. 19d, the first reinforcing material 310 is installed in the lower portion between the first and second bulletin 120 and the second bulletin 130, and then the lateral displacement suppressing concrete 501 is constructed.

Next, after laying the foundation by pouring concrete on the floor as shown in FIG. 19e, the raker is dismantled as shown in FIG. 19f. At this time, the lower part of the raker may be buried or dismantled.

20 is a plan view and a longitudinal sectional view of another embodiment to which the present invention is applied.

In the present embodiment, the steel sheet pile 910 was used as the first bullet of the present invention instead of the H beam. In addition, the steel sheet pile 910 is provided while being connected to each other to function as a kind of underground continuous wall.

Therefore, the second bulletin 130 is installed spaced apart from the steel sheet pile 910, and the first reinforcing material 310 is installed between the steel sheet pile 910 and the second bulletin 130. If the installation method considering the steel sheet pile 910 as the first bulletin, the above methods can be applied as it is.

21 is a longitudinal sectional view of another embodiment to which the present invention is applied.

In this embodiment, the center portion of the first bulletin 120 and the second bulletin 130 is shown to increase the cross-sectional stiffness than the upper or lower portion.

22 is a longitudinal sectional view of another embodiment to which the present invention is applied.

The present embodiment is a case where the concept of the present invention is applied to an inclined surface such as a hill. In the initial drilling, the concept of the present invention is applied to the first bulletin 120 and the second bulletin 130. With the first bulletin 120a as the first bulletin 120a and installing a plurality of second bulletin 130a inside the first bulletin 120a, the concept of the present invention is applied, and the second bulletin is already installed in the next excavation. 130a is the first bulletin 120b and a plurality of second bulletin 130b is installed inside the first bulletin 120b so that the concept of the present invention is applied. It shows the construction method of the soil wall is to be inclined.

The above embodiments are merely preferred embodiments of the present invention, and the technical spirit of the present invention may be variously modified or adjusted by those skilled in the art. Such modifications and adjustments fall within the scope of the present invention if they use the technical idea of the present invention.

As described above, according to the present invention, after the first bulletin and the second bulletin provided inside the first bulletin are installed in the ground in advance, the first reinforcement is connected between the first and second bulletin as the ground is excavated. According to the excavation depth, the cross section second moment of the beam consisting of the first bullet, the second bullet and the first reinforcement can be expanded to realize the excavation depth that is maximized compared to the volume of the bullet, and is also compressed inside the lower part of the second bullet. By excavating the main excavation part while installing the raker which is a member inclinedly, it is possible to provide a new construction method for constructing an earthquake having a very deep depth.

Claims (12)

Installing a plurality of first bulletin 120 along the edge of the excavation surface, and installing a plurality of second bulletin 130 inside the first bulletin 120 (S10); While reinforcing the excavation portion 220 for the reinforcement between the first bulletin 120 and the second bulletin 130 is connected to the reinforcement 310 so that the first bulletin 120 and the second bulletin 130 is connected. To excavation for the reinforcement excavation and connecting the reinforcement (S20); A main excavation part excavating step (S30) for excavating the main excavation part 210 between the second jumbo 130 and another second jog 130 opposed to each other; Excavation repetition step (S40) is repeated two or more times the excavation part excavation and reinforcing material connection step (S20) and the main excavation part excavation step (S30) for the reinforcement; In the main excavation excavation step (S30) of the excavation repetition step (S40), the raker 701 is installed to be inclined so that the second bulletin 130 is held in the lower inner side of the second bulletin 130 of the main excavation part 210. Reclamation raker installation and dismantling step (S50), characterized in that the cross-section secondary motent reinforced earthing gasket method. The method of claim 1, Cross section secondary moment, characterized in that for forming the underground continuous wall (110) between the first bulletin 120 and another first bulletin 120 along the edge of the prospecting surface in the bulletin installation step (S10) Reinforced earth block construction method. The method of claim 1, As the excavation part 220 for the reinforcing material is excavated, the second moment of cross section is characterized in that the earth plate 140 is installed between the first bullet 120 and another first bullet 120. Construction method delete delete The method of claim 1, In the excavation repeating step (S40) of the main excavation unit excavation step (S30) of the second excavation 130 of the main excavation unit 210 and another second bulletin 130 facing each other so that the propagation of the main excavation According to the brace construction method of the reinforced secondary section reinforced moment, characterized in that the mounting and disassembly 410. delete The method of claim 1, In the step of installing the main bulletin step (S10), the first section of the first jujube 120, a plurality of secondary secondary beams 120a, characterized in that the secondary moment reinforced reinforced earthquake construction method. The method according to any one of claims 1 to 3, As the excavation part 220 for the reinforcing material is excavated, the secondary moment of cross section is formed by placing concrete 501 between the first bullet 120 and the second bullet to form the structure wall 502. Reinforced earth block construction method. The method of claim 1, The first jujube 120 is a steel sheet construction method reinforced section second moment, characterized in that the steel sheet pile. The method of claim 6, Reinforced earth wall construction method characterized in that the braces 410 as a truss structure and a plurality of slabs 510 to the main excavation portion 210 by the top-down method. The method of claim 1, In the first bulletin 120 and the second bulletin 130, the second bulletin 130 is the first bulletin 120a, and a plurality of second bulletin 130a is formed inside the first bulletin 120a. Cross section characterized in that the second bulletin (130a) to another first bulletin (120b), and to install a plurality of second bulletin (130b) inside the first bulletin (120b) Secondary moment reinforced earth block construction method.

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