KR101587062B1 - Steel composite underground earth retaining wall structure and it's construction method - Google Patents

Abstract

The present invention is to provide a steel composite underground earth retaining wall structure and a construction method thereof, installing a predetermined length and thickness of steel plate on a front surface or a rear side of an excavated surface of a reinforcing bar or an H-beam without using excessive members by increasing rigidity in only a predetermined section having a great section force or without using an additional strut, an earth anchor, a raker, or the like. To achieve this, according to the present invention, the steel composite underground earth retaining wall structure comprises: an underground structure (20); upper cap concrete (28); a cast beam (32); a strut member (34); a rear surface structure (36); a road decking panel (38); a beam rack (40); a furring strip (42); a groove filling (44); and a strut (46).

Description

Technical Field [0001] The present invention relates to a steel composite underground earth retaining wall structure and a construction method thereof,

BACKGROUND OF THE INVENTION 1. Field of the Invention [0001]

Generally, it is necessary to construct a retaining structure in order to construct structures such as buildings, underground roads, and subways.

In the above-mentioned earthwork construction, the outer pile is first installed, the pile structure is installed on the outer pile, the welt is installed in the excavation step, the strut, the earth anchor, and the lacquer are installed to secure the inner space Construct a structure.

However, in the case of the outer file in the construction process, the large gap between the outer file and the outer file causes a large cross-sectional force. In order to overcome this problem, when a large steel material of the same size or a cast iron material of a large diameter is used from the uppermost end to the lowermost end of the outer file, A cross section is formed.

Especially, in case of ground excavation or dismantling, it generates a lot of moment adjacent to excavation face. Therefore, it is necessary to use excess member by insufficient cross-sectional force or to use additional struts, earth anchor, lacquer, etc., There is a problem that it is installed economically.

SUMMARY OF THE INVENTION Accordingly, it is an object of the present invention to provide a steel plate having a predetermined length and a predetermined thickness on a front surface or a rear surface of an excavation surface of a reinforcing bar or an H beam, It is an object of the present invention to provide a construction method of a steel material synthetic sole which does not require the use of an excessive member or an additional stratified member, an earth anchor, a lacquer, etc. by increasing rigidity.

In order to achieve the above object, the present invention provides a method of manufacturing a reinforced concrete structure, comprising the steps of: forming a steel reinforcing net (10) consisting of a steel band or a spiral reinforcing bar, A steel plate 12 welded to the hook 40 at a position corresponding to a portion having a large sectional force and an underground structure 20 composed of concrete poured and cured in the reinforcing net 10; A mold 22 is installed on the upper part of the underground structure 20 and a reinforcing bar 24 is placed in the mold 22 and an angle 26 and a reinforcing bar 24 are installed on the mold 22 An upper cap concrete (28) formed by pouring and curing concrete in the formwork (22); A mold beam 32 installed longitudinally across the upper cap concrete 28; A strut-boring member 34 fixedly installed between the lower portion of the mold beam 32 and the upper side of the upper cap concrete 28; A rear structure 36 in which soil cement is laid and cured on a rear surface of the mold beam 32 and a rear surface of the upper cap concrete 28; A flat plate (38) installed on the mold beam (32); A brace 40 welded to a predetermined position of the underground structure 20; A wrist strap (42) installed between the braces (40); A groove filler 44 filled between the top of the beam retainer 40 and the side of the underground structure 20; And a strut 46 fixed vertically at a predetermined position of the wristband 42.
In accordance with another aspect of the present invention, there is provided a method of constructing a tofu structure in a steel composite material, comprising the steps of: forming a steel bar having a predetermined diameter on an outer circumference of a hollow iron plate having a hollow center; inserting a plurality of vertical bars in the steel bar; (S 1) assembling a plurality of reinforcing bars (10) by welding; (S 2) welding the steel plate (12) to a part or the whole of the outer peripheral surface of the reinforcing bar (10) after assembling the reinforcing bar (10); A step (S) of forming a plurality of perforation holes (18) by placing perforators (14) of a boring machine on the ground (16) and perforating the ground (16) to a predetermined diameter and depth by using the perforator 3); (S 4) of vertically entering the reinforcing net (10) provided with the steel plate (12) assembled in the perforation hole (18) into the perforation hole (18) by using the perforator (14); (S 5) of forming an underground structure (20) by pouring and curing concrete having a predetermined strength using a concrete mixer into a reinforcing net (10) inserted into the perforation hole (18); A mold 22 is installed on an upper part of the underground structure 20 and a reinforcing bar 24 is placed in the mold 22 and an angle 26 and a reinforcing bar 24 are installed on the mold 22 Step (S6); A step (S 7) of forming an upper cap concrete (28) by pouring and curing a concrete having a predetermined strength by using a concrete mixer (22); Drilling a predetermined diameter and depth into an upper end portion of the upper cap concrete 28 and installing an anchor 30 (S8); A step (S9) of installing a mold beam (32) on the anchor (30); A step (S 10) of fixing the strutting member (34) over the lower portion of the mold beam (32) and the upper side surface of the upper cap concrete (28); (S 11) of forming and forming a backing structure (36) by placing and curing the soil cement on the back surface of the mold beam (32) and the back surface of the upper cap concrete (28); (S12) jacking and integrating the lower portion of the mold beam 32 and the strut member 34 fixed to the upper side surface of the upper cap concrete 28 to a certain pressure; A step (S13) of installing a flat plate (38) on the mold beam (32); Performing (S14) a front surface wave of the underground structure (20); A step (S15) of cutting off a portion of each of the underground structures (20) to expose the steel plate (12) coupled to the reinforcing net (10) after the terra cotta is performed; (S16) welding the bracket (40) to the steel plate (12) of the underground structure (20); A step (S17) of installing a wristband (42) at the upper end of the brace (40); Forming (S18) a groove filler (44) at the top of the beam holder (40); And a step (S19) of installing a strut (46) on the wristband (42).

INDUSTRIAL APPLICABILITY As described above, the present invention has the following effects.

First, according to the present invention, a steel plate having a predetermined length and a predetermined thickness is provided on the front surface or the back surface of the excavation surface of a reinforcing bar or an H beam to increase the stiffness only in a predetermined section having a large sectioning force to use an excessive member or an additional strut member, , Lacquer, and the like are not required, which is advantageous in that the economical efficiency is improved.

Second, according to the present invention, a steel plate is welded to a reinforcing net with a steel bar and a spiral reinforcing bar on the entire surface of an underground structure to synthesize the steel with concrete, thereby reducing the stress due to moment generation.

Third, the present invention can weld a steel plate of a certain length and a certain width to a reinforcing net and synthesize it with concrete to change the shape of the beam so that it can be attached to the reinforcing net, so that a more economical construction is possible because expensive H beams are not used.

Fourth, as in the case of the conventional hot-run type earth retaining clay, the concrete surrounding the H beam can not be used as rigid because there is no reinforcing bar for maintaining the shape, so that the use of such unnecessary concrete is also suppressed.

Fifth, according to the present invention, an angle is provided at the front corner that prevents cracks from occurring on the front surface of the underground structure due to the reaction force applied from the mold beam, and by attaching the angle to the front corner, have.

BRIEF DESCRIPTION OF THE DRAWINGS FIG. 1 is a view showing an example of the present invention,
FIG. 2 is a process diagram showing a process of designing an in-ground structure of a steel material synthetic sole according to the present invention,
FIG. 3 is a plan view and a side view showing a CIP-reinforced steel plate of a present invention,
FIG. 4 is a plan view and a side view showing a file-reinforced steel plate having a toe-wall structure in a steel material synthetic soil according to the present invention,
FIG. 5A is a perspective view showing a base plate of the present invention,
FIG. 5B is a front view showing a base plate of the present invention,
FIG. 5c is a side view showing a base plate of the present invention,
FIG. 5D is a plan view showing a floorboard of a present invention,
6A to 6P are process drawings showing the construction sequence of the present invention in the case of the present invention.

Hereinafter, the present invention will be described in detail with reference to the accompanying drawings.

BRIEF DESCRIPTION OF THE DRAWINGS FIG. 1 is an illustration showing an example of the present invention. FIG.

As shown in this drawing, the present invention is a ground material composite structure (A) of a steel material according to the present invention, comprising: an underground structure (20) arranged to face each other at regular intervals; An upper cap concrete (28) on which concrete is placed and cured above the underground structure (20); A mold beam 32 installed longitudinally across the upper cap concrete 28; A strut-boring member 34 fixedly installed between the lower portion of the mold beam 32 and the upper side of the upper cap concrete 28; A rear structure 36 in which soil cement is laid and cured on a rear surface of the mold beam 32 and a rear surface of the upper cap concrete 28; A flat plate (38) installed on the mold beam (32); A brace 40 welded to a predetermined position of the underground structure 20; A wrist strap (42) installed between the braces (40); A groove filler 44 filled between the top of the beam retainer 40 and the side of the underground structure 20; And a strut 46 fixed vertically at a predetermined position of the wristband 42.

Here, the underground structure 20 includes a reinforcing net 10 disposed at the center; A steel plate (12) welded to a predetermined position of the reinforcing bar (10); And concrete that is placed and cured in the reinforcing net 10.

Particularly, the steel plate 12 is welded to a reinforcing net corresponding to a portion where the brace and the sectional force are large.

The upper cap concrete 28 is provided with a mold 22 at the upper part of the underground structure 20 and a reinforcing bar 24 at the upper part of the mold 22 and an angle 26 ) And reinforcing bars, and is formed by pouring and curing concrete in the formwork (22).

The beam retainer 40 cuts off a portion of the underground structure 20 and is welded to the steel plate 12 while the steel plate 12 is exposed.

The steel composite base underground soil wall A according to the present invention having the above-described construction is obtained by welding a steel plate 12 having a predetermined length and a certain thickness on the front surface or back surface of the reinforcing bar 10 or the H beam, There is no need to use an excessive member more than necessary to increase the stiffness only in a part of a large part or to have no additional strut 46, earth anchor, lacquer or the like.

Particularly, in the case of the conventional heat retaining retaining method, since the sectional rigidity is constant due to the composite structure of reinforcing steel and concrete, the moment occurs at the bottom of the excavation process. However, when the same stiffness is analyzed, A strut 46, an earth anchor, etc. to form a point to complement the cross section.

However, since the portion where the sectional force is increased is only a small part in such a conventional hot-laying cladding method, only this section is partially reinforced so that the sectional shape of the reduced structure structure section without increasing the strut 46, earth anchor, Can be used.

Particularly, since the conventional reclaimed retaining method is a composite structure in which reinforcing steel and concrete are synthesized, it can also be useful when the steel plate 12 of the present invention is synthesized on the front surface or the back surface of a portion exceeding the sectional force.

Particularly, after the steel plate 12 is welded to the reinforcing net 10 made of a band steel or a spiral reinforcing steel on the entire surface of the underground structure 20, the stress caused by the generation of moment is reduced by piling and curing the concrete And the safety of the structure can be obtained.

A member for controlling the shear force generated between the steel plate 12 and the concrete surface is required for the synthesis of the steel plate 12 and the concrete.

At this time, a reinforcing net 10 composed of a reinforcing bar or a spiral reinforcing bar welded to the steel plate 12 serves as a shear key in the synthesis of the steel plate 12 as well as the front reinforcing bars of the underground structure 20.

The design of the composite of the reinforcing net 10 and the steel plate 12 is designed through the following process.

FIG. 2 is a process diagram illustrating a design process of an underground structure of a steel composite ground according to the present invention. In order to examine the structure of the earth retaining structure, the sectional rigidity of the general portion and the reinforcement portion is calculated and modeled to derive the overall structural force .

In this case, the horizontal shear force with the derived shear force and the moment of inertia is calculated to determine the size and spacing of the reinforcing bar, which plays the role of the shear key, and the welded joint is combined with the retaining structure and the steel plate.

Then, the safety of the section having a large moment due to the calculated section rigidity and sectional force is examined.

The horizontal shear force shown in Fig.

Where S = shear force (by earth pressure, water pressure)

Iv = cross-sectional moment of inertia of the composite section

As = sectional force of steel plate

n = elastic modulus ratio

dv = distance from the center axis of the steel plate to the center of the steel plate

Ho = lateral force due to shear force

At this time, the spacing of the steel bars used as shear keys is considered as the allowable shear force of the steel bars.

Here, Qa = permissible shear force of the shear key (rebar)

H = Height of the shear key (rebar) is about 15cm

d = stem diameter of shear key (rebar), 13mm or more

fck = design standard strength of concrete (Mpa)

Where n = the number of stems of the rebar (usually 2 on both sides)

       do = minimum spacing of rebar

, And the synthesis by partial reinforcement can be evaluated in the main thermal retention method.

This is very different from the conventional heat retention type earth retaining method, and it is expected that economical efficiency and workability will be greatly improved when it is applied through practical use thereof.

In this case, the present invention can be applied not only to the main thermal earth retaining structure but also to all the retaining methods such as H-pile, SCW (soil cement mixed wall) and slurry wall, .

In the case of the conventional hot-run type earth retaining clay using the present invention, the H beam is interposed between the main retaining sheathing and the casting shear wall 32, The cladding 40 is installed to remove the cover concrete inside the H beam and to attach the wale 42, the strut 46 and the earth anchor to the wale 42 without the H beam, A steel plate 12 is welded to a reinforcing net 10 having a predetermined width and a predetermined length by a reinforcing bar 10 to form an underground structure 20 after the concrete is laid and cured, The concrete of the underground structure 20 is partially cut off from the excavation front surface of the underground structure 20 to expose the steel plate 12 to expose the reinforced concrete and the steel plate 12 synthesized, The hook (40) It is possible to install the beotimbo 46, a ground anchor for attachment by welding, and the hanger beam 40. The

In the case of the strut 46, since the vertical load is small, it is possible to weld with the reinforcing bars. However, in the case of the earth anchor, it is confirmed whether or not the strut 46 is formed.

By replacing the H beam, the steel plate 12 of a predetermined length and a certain width can be combined with the reinforcing net 10 so that the hook 40 can be attached to the reinforcing net 10, so that an expensive H beam is not used. It is possible.

Further, in the case of the conventional hot-run type earth retaining structure, the concrete surrounding the H beam can not be used as rigid because there is no reinforcing bar for maintaining the shape, so that the use of such unnecessary concrete is also suppressed.

5A to 5D, the H-beam 50 is arranged such that a plurality of H beams 50 having a non-slip pattern 48 are formed on the surface thereof, and the H beam 50 is welded A formed H beam assembly 52; A reinforcing plate 54 welded to the bottom of the H beam assembly 52; And reinforcing angles 56 fixed to both ends of the bottom surface of the H beam assembly 52 by welding.

Here, the above-mentioned flat plate 38 is a continuous and prestressed long-span interbedded flat plate capable of preventing buckling and recycling, and is provided with an H beam 50 having a slip prevention pattern 48 formed on its surface to prevent slippage during running of the vehicle And a plurality of reinforcing plates 54 are arranged and welded on the bottom surface of the H beam assembly 52, so that not only the rigidity but also the deflection and the stress are reduced.

Hereinafter, description will be given of the temporary construction of the ash in the steel material synthetic soil according to the present invention having the above-described construction.

6A to 6P are process diagrams showing the construction procedure of the present invention in the case of the present invention.

As shown in these drawings, the present invention is a method for constructing a tofu wall in a steel composite synthetic soil, comprising the steps of: (S 1) assembling a reinforcing bar 10; A step (S 3) of providing a perforator (14) in the ground (16) and perforating the ground (16) with a predetermined diameter and depth using the perforator (14) to form a perforation hole (18); (S 4) of vertically arcing the reinforcing net (10) assembled in the perforation hole (18); (S 5) of forming an underground structure (20) by placing and curing concrete in the perforation hole (18); Placing (S 7) the upper cap concrete (28) by pouring and curing concrete over the underground structure (20); A step (S8) of installing an anchor (30) at a predetermined position of the upper cap concrete (28); A step (S9) of installing a mold beam (32) on the anchor (30); A step (S 10) of installing a strutting member (34) on the mold beam (32); (S 11) of forming and forming a backing structure (36) by placing and curing the soil cement on the back surface of the mold beam (32) and the back surface of the upper cap concrete (28); (S12) of jacking and integrating the strutting member (34); (S13) of installing a flat plate (38) on the mold beam (32); Performing (S14) a front surface wave of the underground structure (20); (S16) welding the bracket (40) to the steel plate (12) of the underground structure (20); A step (S17) of installing a wristband (42) at the upper end of the brace (40); Forming (S18) a groove filler (44) at the top of the beam holder (40); And a step (S19) of installing a strut 46 on the welt 42.

That is, the assembling step S 1 of the reinforcing bar 10 according to the present invention; Installing the steel plate 12 (S2); The step of forming the perforator 14 and the step of forming the perforation hole 18 (S 3); Step (S 4) of entering the reinforcing net (10); Forming a ground structure 20 (S 5); An upper cap mounting step (S6); Forming a top cap concrete 28 (S 7); Anchor 30 installation step (S8); A step (S9) of installing the mold beam 32; A step (S 10) of installing the stratifying member (34); A step (S11) of forming a backing structure (36); Jacking step (S12) of stratifying member (34); Installing step (S13) of the louver plate (38); (S14); A step (S15) of exposing the steel plate 12; Installation step (S16) of the hook hanger (40); A step of forming a groove filling 44 (S17); Installing the waleband 42 (S18); And the step of installing the strut 46 (S 19) are successively carried out to construct a soil composite wall soil composite wall.

In the assembling step S 1 of the reinforcing bar 10, a steel bar having a predetermined diameter is formed on the outer circumference of a circular hollow iron plate, a plurality of vertical bars are inserted into the steel bar, .

The steel plate 12 is welded to a part or the whole of the outer circumferential surface of the reinforcing bar 10 in a state where the steel plate 12 is fixed on the ground.

Subsequently, the perforator 14 and the perforation hole 18 are formed in the ground 16 or by installing a perforator 14 such as a boring machine and using the perforator 14 to form the ground 16, Is drilled to a predetermined diameter and depth to form a perforation hole (18).

Subsequently, the reinforcing bar 10 is inserted into the perforation hole 18 by using the perforator 14, in which the reinforcing bar 10 provided with the steel plate 12 assembled near the perforation hole 18 is inserted Rise vertically.

Subsequently, in the substructure structure forming step S 5, the reinforcing net 10 inserted in the perforation hole 18 is poured and cured with concrete having a predetermined strength by using a concrete mixer, (20).

The step of installing the upper cap S6 is performed by providing a mold 22 on the upper part of the underground structure 20 and placing a reinforcing bar 24 in the mold 22, (26).

Next, the upper cap concrete 28 forming step S 7 is performed by placing and curing concrete having a predetermined strength in the formwork 22 to form the upper cap concrete 28.

Subsequently, the anchor 30 is installed at an upper end portion of the upper cap concrete 28 at a predetermined diameter and depth, and the anchor 30 is fixed.

That is, the anchor 30 is installed at the position where the mold beam 32 and the strut 46 are installed.

Subsequently, the step of installing the mold beam 32 (S 9) installs the mold beam 32 across the upper portion of the upper cap concrete 28.

Subsequently, the strut-in-formation member 34 is installed in a step S10 in which the strut-forming member 34 is fixedly installed on the lower surface of the mold beam 32 and the upper surface of the upper cap concrete 28. [

Subsequently, the step of forming the backing structure 36 (S11) places and cures soilless cement on the back surface of the mold beams 32 and 32 and the back surface of the upper cap concrete 28 to form the backing structure 36. [

The stepping step S12 of the stepping member 34 jacks and integrates the stepping member 34 fixed to the lower side of the mold beam 32 and the upper side surface of the upper cap concrete 28 at a constant pressure.

Subsequently, in step S13 of installing the flat plate 38, a flat plate 38 having a predetermined size is installed on the mold beam 32. [

Subsequently, the step of performing the tearing operation (S14) breaks the front part when a certain strength of the torn structure is expressed.

Then, the step of exposing the steel plate 12 (S15) cuts off a portion of the underground structure 20 to expose the steel plate 12. [

Subsequently, in the step of installing the beam hook 40, the beam hook 40 is welded to the steel plate 12 of the underground structure 20

Subsequently, in the step of installing the waleband 42 (S17), the wale 42 is installed between the upper ends of the brace 40. [

The step S18 of forming the grooved filler metal 44 may be performed by inserting a steel material into the gap between the bracket 40 and the steel plate 12 generated when the wale 42 is installed on the bracket 40, And the grooved filler 44 is put into place.

Subsequently, in the braiding member 46 installation step (S19), the brace 46 is vertically installed on the wrist strap 42.

In the conventional method of constructing a sole-to-wall earth structure in a synthetic material, the steel plate 12 having a predetermined length and a predetermined thickness is welded to the reinforcing bar 10 by replacing the H beam existing between the earthworks in the conventional heat- However, in the case of the section of the lap plate 38, a piece bracket is bolted to the H beam, a mold support beam is installed on the upper part, and a mold beam (32) and a hollow plate (38) are provided, the vehicle is allowed to pass through and the equipment and materials are loaded during the construction of the structure. However, since the H beam for installing such a member is omitted in the present invention In order to solve such a situation, an underground structure is installed at the top of the retaining wall, and a mold beam 32 is installed thereon to prevent the mold beam 32 from falling. The upper cap concrete 28 and the mold beam 32 are coupled with each other by using the H beam and the use of the piece bracket and the mold supporting beam are not required in the conventional coiling method.

An angle 26 is provided on the front edge of the upper cap concrete 28 which can prevent the concrete from falling off due to cracks on the entire surface of the underground structure 20 by the reaction force applied by the mold beam 32, It is possible to prevent the front cracks and the dropouts by attaching them to the reinforcing bars 24.

10: reinforcing net 12: steel plate
14: perforator 16: ground
18: Perforation hole 20: Underground structure
22: Form 24: Reinforcing
26: angle 28: upper cap concrete
30: Anchor 32: Mold Beam
34: strutting member 36: rear structure
38: Lobby board 40:
42: Welt 44: Groove
46: strut 48: non-slip handle
50: H beam 52: H beam assembly
54: reinforcing plate 56: reinforcing angle
A: Steel composite underground soil wall

Claims (10)

The reinforcing bar 10 is welded to the reinforcing bar 10 at a position corresponding to a part of the reinforcing bar 10 having a large sectional force and a reinforcing bar 10 made of a band reinforcing bar or a spiral reinforcing bar, A steel plate (12), and an underground structure (20) composed of concrete poured and cured in the reinforcing net (10);
A mold 22 is installed on the upper part of the underground structure 20 and a reinforcing bar 24 is placed in the mold 22 and an angle 26 and a reinforcing bar 24 are installed on the mold 22 An upper cap concrete (28) formed by pouring and curing concrete in the formwork (22);
A mold beam 32 installed longitudinally across the upper cap concrete 28;
A strut-boring member 34 fixedly installed between the lower portion of the mold beam 32 and the upper side of the upper cap concrete 28;
A rear structure 36 in which soil cement is laid and cured on a rear surface of the mold beam 32 and a rear surface of the upper cap concrete 28;
A flat plate (38) installed on the mold beam (32);
A brace 40 welded to a predetermined position of the underground structure 20;
A wrist strap (42) installed between the braces (40);
A groove filler 44 filled between the top of the beam retainer 40 and the side of the underground structure 20;
And a strut (46) vertically fixed at a predetermined position of the wale band (42). delete delete delete delete (S 1) of forming a plurality of reinforcing bars (10) by forming a plurality of reinforcing rods in the reinforcing bar, and welding the plurality of reinforcing rods (10) to the outer periphery of the hollow iron plate;
(S 2) welding the steel plate (12) to a part or the whole of the outer peripheral surface of the reinforcing bar (10) after assembling the reinforcing bar (10);
A step (S) of forming a plurality of perforation holes (18) by placing perforators (14) of a boring machine on the ground (16) and perforating the ground (16) to a predetermined diameter and depth by using the perforator 3);
(S 4) of vertically entering the reinforcing net (10) provided with the steel plate (12) assembled in the perforation hole (18) into the perforation hole (18) by using the perforator (14);
(S 5) of forming an underground structure (20) by pouring and curing concrete having a predetermined strength using a concrete mixer into a reinforcing net (10) inserted into the perforation hole (18);
A mold 22 is installed on an upper part of the underground structure 20 and a reinforcing bar 24 is placed in the mold 22 and an angle 26 and a reinforcing bar 24 are installed on the mold 22 Step (S6);
A step (S 7) of forming an upper cap concrete (28) by pouring and curing a concrete having a predetermined strength by using a concrete mixer (22);
Drilling a predetermined diameter and depth into an upper end portion of the upper cap concrete 28 and installing an anchor 30 (S8);
A step (S9) of installing a mold beam (32) on the anchor (30);
A step (S 10) of fixing the strutting member (34) over the lower portion of the mold beam (32) and the upper side surface of the upper cap concrete (28);
(S 11) of forming and forming a backing structure (36) by placing and curing the soil cement on the back surface of the mold beam (32) and the back surface of the upper cap concrete (28);
(S12) jacking and integrating the lower portion of the mold beam 32 and the strut member 34 fixed to the upper side surface of the upper cap concrete 28 to a certain pressure;
A step (S13) of installing a flat plate (38) on the mold beam (32);
Performing (S14) a front surface wave of the underground structure (20);
A step (S15) of cutting off a portion of each of the underground structures (20) to expose the steel plate (12) coupled to the reinforcing net (10) after the terra cotta is performed;
(S16) welding the bracket (40) to the steel plate (12) of the underground structure (20);
A step (S17) of installing a wristband (42) at the upper end of the brace (40);
Forming (S18) a groove filler (44) at the top of the beam holder (40);
And installing a strut (46) on the wale (42). delete delete delete delete

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