KR102568888B1 - Seismic resistant slurry wall with joint pilaster - Google Patents

Abstract

The present invention provides an integrated underground continuous wall structure by installing a joint pillar in the vertical direction in the receiving groove formed at the inner surface corner at the junction of the preceding and following panels of the continuous basement wall constructed by alternately and continuously constructing the preceding panel and the following panel. It relates to an earthquake-resistant underground continuous wall equipped with a composite deck-type joint pillar that can effectively resist earthquake earth pressure by in-plane rigidity.
The earthquake-resistant underground continuous wall equipped with the composite deck-type joint pillar of the present invention is constructed by placing vertical and horizontal reinforcing bars inside, respectively, and alternately and continuously constructing the preceding panel and the lagging panel with receiving grooves formed on the inner side corners. continuous wall; And a joint including a deck plate provided in a vertical direction on the front side of the joint of the preceding panel and the following panel to close the receiving groove and a plurality of rows of truss girders provided in the longitudinal direction of the deck plate on the receiving groove side of the deck plate. A joint pillar made of concrete poured into the deck and the inner space of the receiving groove; However, couplers are embedded and installed in the receiving grooves of the preceding panel and the following panel, and a dowel bar, one end of which is coupled to the coupler, is embedded in the joint pillar, and the other end of the dowel bar is fixed to the joint deck. characterized in that they are combined.

Description

Seismic resistant underground continuous wall with composite deck type joint pilaster {Seismic resistant slurry wall with joint pilaster}

The present invention provides an integrated underground continuous wall structure by installing a joint pillar in the vertical direction in the receiving groove formed at the inner surface corner at the junction of the preceding and following panels of the continuous basement wall constructed by alternately and continuously constructing the preceding panel and the following panel. It relates to an earthquake-resistant underground continuous wall equipped with a composite deck-type joint pillar that can effectively resist earthquake earth pressure by in-plane rigidity.

After the Gyeongju and Pohang earthquakes, interest in the seismic safety of buildings has increased, and institutional regulations on the seismic performance of buildings have been strengthened.

The earthquake-resistant design of buildings in the existing building structure standards specifically covers the design of exposed parts of the building, but the earthquake-resistant design provisions for underground structures such as underground parking lots, underground stations, underground shopping malls, etc. are clearly stipulated. It is not done.

Accordingly, the earthquake-resistant design standard for buildings (KDS 41 17 00), which is the revised standard for building structural standards, stipulates the earthquake-resistant design of underground structures to secure the stability of underground structures against earthquake earth pressure.

On the other hand, the slurry wall is mainly used when the ground is weak and the earth pressure is high during underground structure construction, and H-Pile retaining plates, CIP, SCW, and sheet pile construction methods cannot resist.

Specifically, after excavating a trench with a certain width in the ground, the trench is formed by excavating the ground while supporting the hole wall with bentonite slurry, inserting a reinforcing bar net into the hole wall, and then pouring concrete to build a reinforced concrete wall in the ground.

At this time, a plurality of primary panels having a predetermined thickness and width are constructed at a distance from each other, and a secondary panel is constructed by excavating between the primary panels to construct an underground continuous wall.

Since these underground continuous walls have high wall rigidity, they are often used as permanent walls after excavation.

However, in order to make these underground continuous walls resist the earthquake earth pressure by the walls disposed in the direction perpendicular to the earthquake earth pressure direction, the load must be supported by the bending stiffness of the wall in the out-of-plane direction.

In addition, the earthquake earth pressure may be supported by the in-plane rigidity of the wall disposed in a direction parallel to the earthquake earth pressure direction. In this case, in the conventional underground continuous wall, the preceding panel and the trailing panel are separately constructed, and horizontal reinforcing bars are also difficult to joint, so the panels are structurally separated in the in-plane direction, so the overall in-plane rigidity of the continuous underground wall is not large. Accordingly, there is a limit in resisting the earthquake earth pressure with the underground continuous wall itself.

KR 10-2137484 B1

In order to solve the above problems, the present invention provides an earthquake-resistant underground continuous wall equipped with a composite deck-type joint pillar that can effectively resist earthquake earth pressure by in-plane rigidity by integrating the preceding and following panels of the underground continuous wall. want to do

The present invention according to a preferred embodiment of the present invention is a continuous underground wall constructed by placing vertical and horizontal reinforcing bars inside each other, and having an accommodating groove formed at the inner corner of the preceding panel and the lagging panel alternately and continuously; And a joint including a deck plate provided in a vertical direction on the front side of the joint of the preceding panel and the following panel to close the receiving groove and a plurality of rows of truss girders provided in the longitudinal direction of the deck plate on the receiving groove side of the deck plate. A joint pillar made of concrete poured into the deck and the inner space of the receiving groove; However, couplers are embedded and installed in the receiving grooves of the preceding panel and the following panel, and a dowel bar, one end of which is coupled to the coupler, is embedded in the joint pillar, and the other end of the dowel bar is fixed to the joint deck. It provides a seismic underground continuous wall equipped with a synthetic deck-type joint pilaster, characterized in that coupled.

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The present invention according to another preferred embodiment provides an earthquake-resistant underground continuous wall equipped with a composite deck-type joint pilaster, characterized in that the joint deck further includes strip reinforcing bars surrounding a plurality of rows of truss girders.

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The present invention according to another preferred embodiment relates to a construction method of a seismic underground continuous wall equipped with the composite deck type joint pilaster, (a) by excavating the ground at a location where the underground continuous wall is to be installed to a certain width to A plurality of leading trenches are formed to be spaced apart from each other in the longitudinal direction of the wall, and vertical reinforcement and horizontal reinforcement are placed inside the leading trench. Forming a preceding panel by pouring concrete therein; (b) excavating the ground between the adjacent preceding panels to form a plurality of trailing trenches, placing vertical and horizontal reinforcements inside the trailing trenches, and forming a receiving groove at the inner edge of the trailing trenches. After installation, constructing a continuous underground wall in which the leading and trailing panels are continuously arranged by pouring concrete inside the trailing trench to form a trailing panel; (c) excavating and removing the front ground of the continuous underground wall; (d) forming accommodating grooves communicating with each other at inner side corners of the preceding panel and the succeeding panel by removing the receiving groove forming form; (e) closing the receiving groove by installing a joint deck on the front side of the junction between the preceding panel and the following panel; And (f) forming a joint pillar by pouring concrete into the inner space of the receiving groove; It provides a construction method of a seismic underground continuous wall equipped with a composite deck-type joint pilaster, characterized in that consisting of.

According to the present invention, by installing a joint pillar in the vertical direction in the receiving groove formed at the inner surface corner at the junction of the preceding and following panels of the underground continuous wall constructed by alternately and continuously constructing the preceding panel and the following panel, It is possible to provide an earthquake-resistant underground continuous wall equipped with a composite deck-type joint pillar capable of forming a panel into one integrated structure.

Accordingly, the underground continuous wall itself can exhibit sufficient seismic performance against earthquake earth pressure due to in-plane rigidity.

In addition, the shear performance of the underground continuous wall can be improved by the cross-sectional resistance of the joint pillar itself.

1 is a perspective view showing an earthquake-resistant underground continuous wall of the present invention.
Figure 2 is a planar cross-sectional view showing the installation state of the joint pillar.
Figure 3 is a perspective view showing a joint deck.
Figure 4 is a planar sectional view showing a joint deck.
5 to 7 are views showing the coupling process of the dowel bar and the joint deck.
8 is a view showing a fixing process of a dowel bar and a hooking fixing part.
9 to 14 are views showing step-by-step processes for the construction method of the earthquake-resistant underground continuous wall of the present invention.

Hereinafter, the present invention will be described in detail according to the accompanying drawings and preferred embodiments.

1 is a perspective view showing an earthquake-resistant underground continuous wall of the present invention, and FIG. 2 is a plan view showing an installation state of a joint pillar.

As shown in FIGS. 1 and 2, the earthquake-resistant underground continuous wall equipped with the composite deck-type joint pillar of the present invention has vertical reinforcement 21 and horizontal reinforcement 22 inside, respectively, and is accommodated at the inner corner. An underground continuous wall (2) constructed by alternately continuously constructing the preceding panel (2a) and the following panel (2b) having grooves (20) formed thereon; And a joint deck 31 including a deck plate 311 provided in a vertical direction on the front side of the junction of the preceding panel 2a and the following panel 2b to close the receiving groove 20, and the receiving groove ( 20) a joint pillar (3) composed of concrete (32) poured into the inner space; It is characterized by consisting of.

The present invention integrates the preceding panel (2a) and the following panel (2b) of the continuous underground wall (2), thereby providing an earthquake-resistant underground continuous wall equipped with a composite deck-type joint pillar capable of effectively resisting earthquake earth pressure due to in-plane rigidity. And to provide a construction method thereof.

The preceding panel (2a) can be constructed by excavating a preceding trench (10a) having a certain thickness and width in the ground, inserting a reinforcing bar network composed of vertical reinforcing bars (21) and horizontal reinforcing bars (22) and pouring concrete. there is.

A plurality of the preceding panels 2a are arranged to be spaced apart from each other in the longitudinal direction of the continuous underground wall 2 .

The following panel 2b may be constructed by excavating a space between the pre-constructed preceding panels 2a to form a trailing trench 10b, inserting a reinforcing bar net, and pouring concrete.

Each of the preceding panel (2a) and the following panel (2b) has a receiving groove (20) formed at the inner side corner.

After completing the construction of the underground continuous wall 2 by constructing the preceding panel 2a and the following panel 2b, and then excavating the inside, the joint pillar at the junction of the preceding panel 2a and the following panel 2b ( 3) is constructed.

The joint pillar 3 is simultaneously fixed to the front side of the adjacent leading panel 2a and the trailing panel 2b.

The front side here means the interior side.

The joint pillar 3 forms the continuous underground wall 2 as one integrated structure by connecting the adjacent preceding panel 2a and the following panel 2b in the in-plane direction of the continuous underground wall 2. .

Accordingly, the underground continuous wall 2 itself can exhibit seismic performance against earthquake earth pressure. In addition, the shear performance of the continuous underground wall 2 is improved by the sectional strength of the joint pillar 3 itself.

An accommodating groove 20 is formed at the junction of the preceding panel 2a and the following panel 2b, and the joint pillar 3 is accommodated in the accommodating groove 20, and the joint pillar 3 and the preceding and following panels (2a, 2b) are configured to engage with each other.

Accordingly, the joint pillar 3 reduces the eccentricity of the preceding and following panels 2a and 2b and the joint pillar 3, thereby facilitating stress transmission and improving integrity with the preceding and following panels 2a and 2b. let it In addition, there is no part that protrudes to the inside of the continuous underground wall (2), so it is advantageous to utilize the internal space.

The joint pillar 3 is a pillar member provided in the vertical direction at the junction of the preceding panel 2a and the following panel 2b to integrate the preceding and following panels 2a and 2b, and the preceding and following panels 2a and 2b After the completion of the construction, the concrete 32 is poured at the site and post-construction is performed. At this time, a joint deck 31 including a deck plate 311 may be installed on the front surface of the junction between the preceding panel 2a and the following panel 2b for pouring concrete 32.

The deck plate 311 of the joint deck 31 is a permanent formwork that is permanently maintained, and a galvanized steel plate, a synthetic resin panel, an FRP panel, or the like can be used.

The deck plate 311 of the joint deck 31 may be fixed to the front surface of the continuous underground wall 2 with an anchor member 34 or the like.

A waterstop material 23 may be installed at the joining end of the receiving groove 20 of the preceding panel 2a and the following panel 2b to prevent groundwater from penetrating into the room (FIG. 2).

Figure 3 is a perspective view showing a joint deck, Figure 4 is a cross-sectional view showing a joint deck.

As shown in FIGS. 3 and 4, the joint deck 31 includes a plurality of rows of truss girders 312 provided in the longitudinal direction of the deck plate 311 on the side of the receiving groove 20 of the deck plate 311. may be further included.

In order to structurally integrate the preceding panel (2a) and the following panel (2b) adjacent to the joint pillar (3) in the in-plane direction of the continuous underground wall (2), that is, in the longitudinal direction of the continuous underground wall (2). Rebar should be placed inside the joint pillar (3).

In addition, the rigidity of the joint deck 31 must be sufficient to support the concrete placing pressure when the concrete 32 is poured into the receiving groove 20 .

To this end, by attaching the truss girder 312 to the deck plate 311, it can serve as the main rod of the joint pillar 3 and at the same time increase the stiffness of the joint deck 31 to support the concrete placing pressure. .

If the deck plate 311 and the truss girder 312 are integrally formed using the joint deck 31, these members can be collectively installed, so that the construction time of the joint pillar 3 can be greatly reduced.

The truss girder 312 may be composed of lower chords 312a and upper chords 312b spaced apart from each other and a lattice member 312c connecting the lower chords 312a and upper chords 312b.

For out-of-plane loads caused by earth pressure, etc., the upper chord 312b of the truss girder 312 serves as a tensile reinforcing bar, and the lower chord 312a and deck plate 311 serve as compressive reinforcing bars to exhibit excellent bending stiffness. can

In order to secure the coating thickness of the lower chord 312a constituting the truss girder 312, the truss girder 312 may be fixed to one surface of the deck plate 311 by a spacer 313.

As shown in FIGS. 3 and 4, the joint deck 31 may further include reinforcing bars 314 surrounding a plurality of rows of truss girders 312.

Since the joint pillar 3 structurally integrates the adjacent preceding panel 2a and the following panel 2b by its own shear force, it is important to reinforce the shear force of the joint pillar 3.

To this end, it is possible to install a strip reinforcing bar 314 surrounding a plurality of rows of truss girders 312.

The strip reinforcing bars 314 are formed in a closed shape to surround the plurality of rows of truss girders 312 and serve as shear reinforcing bars for out-of-plane bi-directional loads.

The reinforcing bars 314 may be integrally assembled and collectively installed together with the joint deck 31 when the joint deck 31 is manufactured.

As shown in FIG. 2, etc., couplers 25 are embedded and installed in the receiving grooves 20 of the preceding panel 2a and the following panel 2b, respectively, and the couplers 25 are installed inside the joint pillar 3 ( The dowel bar 33, one end of which is coupled to 25), may be embedded.

Couplers 25 are embedded in the receiving grooves 20 side of the preceding panel 2a and the following panel 2b in order to fix and integrate the joint pillar 3 to the preceding panel 2a and the following panel 2b, respectively. can be installed In addition, the end of the bending reinforcing bar 26 is screwed to the inner end of the coupler 25 and fixed inside the leading and trailing panels 2a and 2b, and the dowel bar 33 is attached to the outer end of the coupler 25. The ends may be threaded.

To this end, the coupler 25 may be positioned so that the front end is exposed to the inside of the receiving groove 20 .

At the junction of the preceding and following panels 2a and 2b, both sides of the receiving groove 20 (that is, the surface perpendicular to the front surface of the continuous underground wall 2), the ends of the preceding panel 2a or the following panel 2b And the stress between the members is transmitted by the pressure force of the side section of the joint pillar (3).

At the junction of the preceding and following panels 2a and 2b, the shear force of the dowel bar 33 causes stress between members on the inner surface of the receiving groove 20 (that is, the surface parallel to the front surface of the continuous underground wall 2). It is passed on.

The dowel bar 33 serves as a shear connector that integrates the joint pillar 3 and the underground continuous wall 2 even against a bending moment caused by an out-of-plane load.

5 to 7 are views showing a process of coupling a dowel bar and a joint deck, and FIG. 8 is a view showing a process of fixing a dowel bar and a hooking fixing part.

As shown in FIG. 7 and the like, the other end of the dowel bar 33 may be fixedly coupled to the joint deck 31.

The joint deck 31 is a permanent formwork permanently placed on the continuous underground wall 2, and the deck plate 311 of the joint deck 31 is fixed to the front surface of the continuous underground wall 2 with an anchor member 34 or the like. can (Fig. 2).

In this case, since the anchor members 34 must be installed on both sides of the deck plate 311 and a plurality of them must be installed in the height direction of the continuous underground wall 2, a lot of construction time is required.

Accordingly, by fixing the joint deck 31 using the dowel bars 33 fixed to the couplers 25 of the preceding panel 2a and the following panel 2b, the joint deck 31 can be constructed without additional anchor member construction. can be constructed.

That is, when the joint deck 31 is erected in a state in which one end of the dowel bar 33 is fixedly installed to the coupler 25 and pressurized and installed on the front surface of the preceding and following panels 2a and 2b, the other end of the dowel bar 33 It can be configured to be coupled to one side of the joint deck 31 and fixed.

As a specific embodiment for this, a head portion 331 having a truncated cone shape may be formed at the other end of the dowel bar 33 . In addition, an engaging fixing part 35 having an insertion groove 351 in which the head part 331 is inserted into and caught in the deck plate 311 of the joint deck 31 may be provided.

The entrance of the insertion groove 351 may be smaller than the width of the head part 331 .

Accordingly, when the head part 331 is inserted into the insertion groove 351, the entrance of the insertion groove 351 opens due to the elasticity of the locking part 35, and the head part 331 is inserted, and the head part 331 ) After completion of the insertion, the inlet of the insertion groove 351 returns to its original position by elasticity, and the rear end of the head portion 331 is hooked, thereby fixing and supporting the joint deck 31 .

The engaging fixing part 35 may be formed long in the longitudinal direction of the joint deck 31 so as to correspond to the height error of the dowel bar 33 .

Referring to Figures 5 to 7 will be described the coupling process of the dowel bar and the joint deck.

First, in a state in which one end of the dowel bar 33 is fixedly installed to the coupler 25, a joint deck 31 having a locking part 35 is installed (FIG. 5).

And, by pressing the joint deck 31 from the front of the preceding and following panels 2a and 2b (Fig. 6 and Fig. 8 (a)), the head part 331 of the dowel bar 33 is fixed to the hooking fixing part 35 ) to be inserted into the insertion groove 351.

Then, the head part 331 of the dowel bar 33 is inserted into the insertion groove 351 of the locking part 35, and the other end of the dowel bar 33 is fixedly coupled to the joint deck 31 (FIG. 7, Figure 8 (b)).

On the other hand, the fixing bolt 36 may be coupled to the deck plate 311 side end, that is, to the opposite end of the insertion groove 351 of the engaging fixing part 35 . The fixing bolt 36 penetrates the deck plate 311 and protrudes into the room, and a nut 37 may be fastened to a protruding end of the fixing bolt 36 .

In a state where the dowel bar 33 is fastened to the hooking fixing part 35, the fixing bolt 36 is pulled from the outside so that the head part 331 is caught and supported by the insertion groove 351 (Fig. 8(c) )), the deck plate 311 may be pressed to adhere to the front side of the continuous underground wall 2. In addition, the tightness of the deck plate 311 may be maintained by tightening the nut 37 (Fig. 8(d)).

A spring 38 may be provided between the holding fixing part 35 and the deck plate 311 in the fixing bolt 36 .

The spring 38 keeps the locking fixing part 35 in place without being shaken by elasticity even if there is a gap between the locking fixing part 35 and the deck plate 311 . In addition, the spring 38 presses the hooking fixing part 35 forward so that the head part 331 of the dowel bar 33 is easily inserted, and even if the protruding length of the dowel bar 33 is different, the hooking fixing part ( 35) is elastically advanced to enable error response.

9 to 14 are views showing step-by-step processes for the construction method of the earthquake-resistant underground continuous wall of the present invention.

The construction method of the seismic underground continuous wall equipped with the composite deck-type joint pilaster of the present invention relates to the method of constructing the earthquake-resistant underground continuous wall equipped with the composite deck-type joint pilaster of the present invention described above with reference to FIGS. 1 to 8 will be.

In the present invention, first, (a) a plurality of leading trenches 10a spaced apart from each other in the longitudinal direction of the continuous underground wall 2 by excavating the ground 1 at a location where the continuous underground wall 2 is to be installed with a certain width. Forming and reinforcing the vertical reinforcement 21 and the horizontal reinforcement 22 inside the preceding trench 10a, while installing the receiving groove forming form 24 at the inner corner of the preceding trench 10a, Concrete is poured into the trench 10a to form the preceding panel 2a (FIG. 9).

In step (a), a leading trench 10a having a constant thickness and width is excavated for the construction of the leading panel 2a ((a1) in FIG. 9).

A plurality of the preceding trenches 10a are spaced apart from each other in the longitudinal direction.

Before excavation of the preceding trench 10a, a pair of guide walls (not shown) may be constructed on the inner and outer sides of the upper portion of the ground 1 at the location to be excavated. After pre-excavating the ground 1 between the guide walls, the pre-excavation trench 10a may be formed at a designed depth by excavating the ground while protecting the hole wall by injecting a stabilizer solution.

Then, reinforcing bars are placed inside the preceding trench 10a ((a2) in FIG. 9). The reinforcing bars may be collectively installed by integrally assembling the vertical reinforcing bars 21 and the horizontal reinforcing bars 22 in the form of a reinforcing bar network.

An accommodating groove forming form 24 for forming the accommodating groove 20 is installed at the front edge of the preceding trench 10a.

The receiving groove forming form 24 may be fixed to the coupler 25 . To this end, a flange may be protruded outside the front end of the coupler 25, and the receiving groove forming form 24 may be fixed to the flange with a fastening member such as a nail.

The receiving groove forming form 24 can prevent concrete from flowing into the coupler 25 .

Thereafter, concrete is cast inside the preceding trench 10a to form the preceding panel 2a (Fig. 9(a3)).

Next, (b) the ground 1 between the neighboring preceding panels 2a is excavated to form a plurality of trailing trenches 10b, and vertical reinforcing bars 21 and horizontal While the reinforcing bars 22 are placed, the receiving groove forming form 24 is installed at the inner edge of the trailing trench 10b, and then concrete is poured into the trailing trench 10b to form the trailing panel 2b. An underground continuous wall (2) in which the preceding panel (2a) and the following panel (2b) are continuously arranged is constructed (FIG. 10).

The following panels 2b are constructed between the completed preceding panels 2a adjacent to each other.

The following panel 2b may be constructed in the same manner as the preceding panel 2a ((b1) to (b3) in FIG. 10).

The preceding panel (2a) and the following panel (2b) are continuously arranged to construct a continuous underground wall (2).

And (c) excavate and remove the front ground 1 of the continuous underground wall 2 (FIG. 11).

After completing the construction of the continuous underground wall 2, the front ground 1 of the continuous underground wall 2 is excavated and removed.

Thereafter, (d) the accommodating groove forming form 24 is removed to form accommodating grooves 20 communicating with each other at inner side corners of the preceding panel 2a and the following panel 2b (FIG. 12).

In the step (d), the receiving groove forming form 24 buried in the front edges of the preceding panel 2a and the following panel 2b is removed.

When concrete flows between the receiving groove forming forms 24 on both sides, the concrete around the receiving groove forming forms 24 is removed so that the receiving grooves 20 on both sides interlock with each other to form one space.

When the couplers 25 are embedded in the accommodating grooves 20 of the preceding panel 2a and the following panel 2b, dowel bars 33 may be installed.

And (e) the joint deck 31 is installed on the front side of the junction between the preceding panel 2a and the following panel 2b to close the receiving groove 20 (FIG. 13).

That is, the joint deck 31 is installed on the front side of the junction between the preceding panel 2a and the following panel 2b where the accommodating groove 20 is formed.

At this time, the deck plate 311 of the joint deck 31 is brought into close contact with the front surface of the continuous underground wall 2 to close the receiving groove 20.

Finally (f) concrete 32 is poured into the inner space of the receiving groove 20 closed by the joint deck 31 to form the joint pillar 3 (FIG. 14).

1: Ground 10a: Leading trench
10b: trailing trench 2: underground continuous wall
2a: preceding panel 2b: trailing panel
20: receiving groove 21: vertical reinforcing bar
22: horizontal reinforcing bar 23: index material
24: receiving groove forming form 25: coupler
26: bending rebar 3: joint pillar
31: joint deck 311: deck plate
312: truss girder 312a: Ha Hyun Jae
312b: phase current 312c: lattice material
313: spacer 314: steel bar
32: concrete 33: dowel bar
331: head part 34: anchor member
35: locking part 351: insertion groove
36: fixing bolt 37: nut
38: spring

Claims (6)

Vertical reinforcing bars 21 and horizontal reinforcing bars 22 are placed inside, respectively, and the leading panel 2a and the trailing panel 2b having receiving grooves 20 formed on the inner corners are alternately and continuously constructed. wall (2); and
A deck plate 311 provided in a vertical direction on the front side of the junction between the preceding panel 2a and the following panel 2b to close the receiving groove 20 and the receiving groove 20 side of the deck plate 311 A joint deck 31 including a plurality of rows of truss girders 312 provided in the longitudinal direction of the deck plate 311 and a joint pillar composed of concrete 32 poured into the inner space of the receiving groove 20 (3); composed of,
Couplers 25 are embedded and installed on the receiving groove 20 side of the preceding panel 2a and the following panel 2b, and one end is coupled to the coupler 25 inside the joint pillar 3 The wall bar 33 is buried,
The other end of the dowel bar (33) is fixedly coupled to the joint deck (31).
delete In paragraph 1,
The joint deck 31 further includes a strip reinforcing bar 314 surrounding a plurality of rows of truss girders 312.
delete delete It relates to a construction method of an earthquake-resistant underground continuous wall equipped with a composite deck-type joint pillar according to claim 1,
(a) Forming a plurality of leading trenches 10a spaced apart from each other in the longitudinal direction of the continuous underground wall 2 by excavating the ground 1 at a location where the continuous underground wall 2 is to be installed, Vertical reinforcing bars 21 and horizontal reinforcing bars 22 are placed inside the trench 10a, while the receiving groove forming form 24 is installed at the inner corner of the preceding trench 10a, and then the leading trench 10a Forming a preceding panel (2a) by pouring concrete therein;
(b) Excavating the ground 1 between the adjacent preceding panels 2a to form a plurality of trailing trenches 10b, and vertical reinforcement 21 and horizontal reinforcement 22 inside the trailing trenches 10b. ), while installing the receiving groove forming form 24 at the inner corner of the trailing trench 10b, and then pouring concrete into the trailing trench 10b to form the trailing panel 2b, thereby forming the leading panel ( 2a) constructing a continuous underground wall (2) in which the following panel (2b) is continuously disposed;
(c) excavating and removing the front ground 1 of the continuous underground wall 2;
(d) forming accommodating grooves 20 communicating with each other at inner side corners of the preceding panel 2a and the following panel 2b by removing the accommodating groove forming form 24;
(e) closing the receiving groove 20 by installing a joint deck 31 on the front side of the junction between the preceding panel 2a and the following panel 2b; and
(f) forming a joint pillar 3 by pouring concrete 32 into the inner space of the receiving groove 20; Construction method of a seismic underground continuous wall equipped with a composite deck-type joint pilaster, characterized in that consisting of.