KR102570016B1 - Seismic retrofit slurry wall - Google Patents

Abstract

The present invention fixes the connecting steel to the front surface of the buried steel plate embedded in the front end of the preceding and following panels of the underground continuous wall to integrate the adjacent preceding and following panels, but pours mortar into the receiving groove on the front surface of the buried steel plate to embed the connecting steel , It is about an earthquake-resistant underground continuous wall that can effectively resist earthquake earth pressure due to the in-plane rigidity of the continuous underground wall, is easy to construct, and does not require a separate fireproof treatment process.
In the underground continuous wall constructed by alternately continuously constructing a preceding panel and a succeeding panel in which vertical and horizontal reinforcing bars are placed in a trench formed in the ground and concrete is poured, the front side of the end of the preceding panel and the following panel is buried The steel plates are buried in a continuous manner up and down, and accommodating grooves are formed on the front surfaces of the embedded steel plates at the ends of the leading and trailing panels, and the left and right embedded steel plates are connected to each other by connecting steels provided on the front surfaces of the embedded steel plates on both sides within the receiving grooves. And, it is characterized in that the receiving groove is filled with mortar and the connecting steel is embedded in the mortar.

Description

Seismic retrofit slurry wall}

The present invention fixes the connecting steel to the front surface of the buried steel plate embedded in the front end of the preceding and following panels of the underground continuous wall to integrate the adjacent preceding and following panels, but pours mortar into the receiving groove on the front surface of the buried steel plate to embed the connecting steel , It is about an earthquake-resistant underground continuous wall that can effectively resist earthquake earth pressure due to the in-plane rigidity of the continuous underground wall, is easy to construct, and does not require a separate fireproof treatment process.

Recently, as the frequency and intensity of earthquakes increase in Korea, the seismic performance regulations of buildings are being strengthened.

In the past building structure standards, earthquake-resistant design for buildings was specifically regulated for the ground part of buildings, but earthquake-resistant design provisions were not clearly stipulated for underground structures.

However, since the seismic earth pressure generated by the surrounding ground movement during an earthquake also affects underground structures, the need for earthquake-resistant design for underground structures is emerging. Reflecting this, the earthquake-resistant design standard for buildings (KDS 41 17 00), which is a revised standard for building structural standards, stipulates that underground structures secure stability against earthquake earth pressure by adding earthquake-resistant design for underground structures.

On the other hand, the underground continuous wall (slurry wall) is mainly used when it is difficult to resist the earth pressure with H-Pile retaining plate, CIP, SCW, sheet pile method, etc. when the ground is weak and high earth pressure acts during the construction of underground structures.

In the underground continuous wall method, a trench is formed by excavating the ground to a certain width while taking measures to prevent collapse of the wall with bentonite slurry, and then inserting a reinforcing bar net into the trench and pouring concrete to construct a reinforced concrete wall in the ground. it is a technique

At this time, a plurality of primary panels having a predetermined thickness and width are constructed spaced apart from each other in the longitudinal direction of the basement wall, and the ground between adjacent preceding panels is excavated to form secondary panels in the same manner as the preceding panels. By constructing the underground continuous wall is built.

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

However, underground continuous walls must support the load by the out-of-plane bending stiffness of the wall in order to resist the earthquake earth pressure by the wall disposed in the direction orthogonal to the earthquake earth pressure. In this case, there is a problem that the cross section of the member becomes excessively large and the required amount of reinforcing bars becomes excessive.

In addition, it can be designed to support the earthquake earth pressure by the in-plane rigidity of the wall disposed in a direction parallel to the earthquake earth pressure direction. However, since the underground continuous wall is structurally separated by separate construction of the preceding panel and the succeeding panel, the overall in-plane rigidity of the underground continuous wall is not great, so there is a limit to resisting the earth pressure of the earthquake.

Therefore, technologies for structurally integrating the preceding and following panels have been developed.

Patent Registration No. 10-2337785 structurally integrates the preceding and following panels by arranging fixing bars between the preceding and following panels.

Specifically, in the registered patent, after constructing a trench for the construction of the preceding panel, a blocking box for protecting the fixing bar is buried at the end of the trench, and concrete is poured to construct the preceding panel. Thereafter, a trench is excavated for the construction of the lagging panel, the blocking box is removed in the horizontal direction to expose the fixing bar, and then concrete is poured to construct the lagging panel. At this time, since it is difficult to remove the blocking box embedded in the concrete of the preceding panel by manpower, it must be removed from the preceding panel using a hydraulic jack.

However, since the blocking box is formed long vertically and is strongly attached to the concrete, once the concrete is cured, it is not easy to remove the blocking box even if a hydraulic jack is used. Therefore, in the field, there are many cases where the blocking box cannot be removed and remains as it is, so it was difficult to properly integrate the preceding panel and the following panel.

In the prior art shown in FIG. 1, after constructing an underground continuous wall according to the existing method, a joint steel plate 300 is bonded to the front surface of the junction between the preceding panel 2a and the following panel 2b to form the preceding and following panels 2a and 2b. unify

However, since the prior art drills the preceding and following panels 2a and 2b to join the joined steel plates 300 with the anchor bolts 301, it takes a lot of time to construct the coupled steel plates 300.

In addition, since the bonded steel sheet 300 is exposed to the underground continuous wall, a separate fireproof coating process is required. However, the underground space has a high humidity, so the fireproof coating material can be eliminated during fireproof spraying, and the fireproof paint is very expensive compared to the fireproof spray coating material, so the construction cost increases significantly.

In order to solve the above problems, the present invention is to provide an earthquake-resistant underground continuous wall that can effectively resist earthquake earth pressure by integrating the preceding and following panels of the underground continuous wall by the in-plane rigidity of the underground continuous wall.

An object of the present invention is to provide an earthquake-resistant underground continuous wall that is easy to construct and does not require fire-resistant spraying or fire-resistant paint.

In the present invention according to a preferred embodiment, in an underground continuous wall constructed by alternately continuously constructing a preceding panel and a succeeding panel in which vertical and horizontal reinforcing bars are placed in a trench formed in the ground and concrete is poured, the preceding panel and the following panel On the front side of the end of the end, the buried steel plates are buried vertically and continuously, and an accommodation groove is formed on the front surface of the embedded steel plates at the ends of the preceding and subsequent panels, and left and right by the connecting steel provided on the front surface of the embedded steel plates on both sides within the receiving groove. The embedded steel plates are connected to each other, and the receiving groove is filled with mortar so that the connecting steel is embedded in the mortar. Provides an earthquake-resistant underground continuous wall, characterized in that the teeth are tightly fixed to each other in a state of being engaged with each other, and the back surface of each connecting steel unit is tightly fixed to the front surface of the embedded steel plates on both sides, respectively.

In the present invention according to another preferred embodiment, in an underground continuous wall constructed by alternately continuously constructing a preceding panel and a succeeding panel in which vertical and horizontal reinforcing bars are placed in a trench formed in the ground and concrete is poured, the preceding panel and the following panel At the front side of the end of the panel, buried steel plates are buried continuously vertically, and accommodating grooves are formed on the front surfaces of the embedded steel plates at the ends of the preceding and following panels, and in the receiving grooves, by the connecting steel provided on the front surfaces of the embedded steel plates on both sides. The left and right buried steel plates are interconnected, and the receiving groove is filled with mortar so that the connecting steel is embedded in the mortar, and the connecting steel is composed of an angle member and a stiffener coupled to the inside of the angle member, so that the angle member The ends of the legs on both sides are welded and fixed to the front surface of both buried steel plates, or the outer surfaces of the legs on both sides of the angle member are welded and fixed to the front surface of one buried steel plate and the side end of the other buried steel plate, respectively. Provides a continuous basement wall.

In the present invention according to another preferred embodiment, in an underground continuous wall constructed by alternately continuously constructing a preceding panel and a succeeding panel in which vertical and horizontal reinforcing bars are placed in a trench formed in the ground and concrete is poured, the preceding panel and the following panel At the front side of the end of the panel, buried steel plates are buried continuously vertically, and accommodating grooves are formed on the front surfaces of the embedded steel plates at the ends of the preceding and following panels, and in the receiving grooves, by the connecting steel provided on the front surfaces of the embedded steel plates on both sides. The left and right buried steel plates are interconnected, and the receiving groove is filled with mortar so that the connecting steel is embedded in the mortar, and the connecting steel is composed of a c-shaped steel and a stiffener coupled to the inside of the c-shaped steel, The web is in close contact with the front surface of the embedded steel plate on one side, and the gap between one flange and the front surface of the embedded steel plate is welded and fixed, and the other flange of the c-shaped steel is in close contact with the side end of the other buried steel plate. Between the other flange and the front surface of the other embedded steel plate It provides an earthquake-resistant underground continuous wall, characterized in that is fixed by welding.

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According to the present invention, the in-plane rigidity of the continuous underground wall is improved by structurally integrating the adjacent preceding and following panels by fixing the connecting steel to the front surface of the embedded steel plate embedded in the front end of the preceding and following panels, respectively, at the junction of the preceding and following panels of the continuous underground wall. As a result, it is possible to provide an earthquake-resistant underground continuous wall that can effectively resist earthquake earth pressure.

According to the present invention, in a state where the left and right buried steel plates are joined by the connecting steel member, the connecting steel member can be buried by pouring mortar into the receiving groove formed on the front surface of the embedded steel plate of the preceding and following panels. As a result, construction is easy, but the connection steel is not exposed to the outside, so there is no need for separate fireproofing treatment such as fireproof spraying or fireproof painting.

1 is a cross-sectional view showing a bonding relationship between leading and trailing panels by a conventional bonded steel plate.
Figure 2 is a perspective view showing the earthquake-resistant underground continuous wall of the present invention.
FIG. 3 is a cross-sectional view illustrating a junction of the preceding and following panels in FIG. 2;
4 is a cross-sectional view showing a state in which a connecting steel member is inclinedly coupled to a stepped embedded steel plate;
5 is a cross-sectional view showing a state in which a connecting steel member is installed in a stepped portion by a simple plate.
6 is a cross-sectional view showing an embodiment provided with a side plate portion.
7 is a cross-sectional view showing a state in which a connecting steel member is installed in a stepped portion by a side plate portion.
8 is a cross-sectional view showing a state in which a connecting steel member is installed in a stepped portion by a joint angle.
Figure 9 is a perspective view showing a joint state of the leading and trailing panels by the divided connecting steel member.
Figure 10 is a perspective view showing the coupling relationship of the connecting steel unit.
Figure 11 is a cross-sectional view showing an embodiment in which the connecting steel member is composed of an angle member.
Figure 12 is a cross-sectional view showing another embodiment in which the connecting steel member is composed of an angle member.
13 is a cross-sectional view showing an embodiment in which the connecting steel is composed of a c-shaped steel.

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

2 is a perspective view showing an earthquake-resistant underground continuous wall according to the present invention, and FIG. 3 is a cross-sectional view showing a junction of the preceding and following panels in FIG. 2 .

As shown in FIGS. 2 and 3, the earthquake-resistant underground continuous wall of the present invention includes a leading panel 2a and a trailing panel in which vertical reinforcing bars 21 and horizontal reinforcing bars 22 are respectively placed in a trench formed in the ground and concrete is poured. In the underground continuous wall 2 constructed by alternately and continuously constructing (2b), embedded steel plates 23 are buried in the front side of the ends of the preceding panel 2a and the following panel 2b so as to be continuous up and down, respectively. Accommodating grooves 24 are formed on the front surfaces of the embedded steel plates 23 at the ends of the leading panel 2a and the trailing panel 2b, and the connection steel provided on the front surface of the embedded steel plates 23 on both sides in the receiving grooves 24 ( 3), the left and right buried steel plates 23 are connected to each other, and the receiving groove 24 is filled with mortar 4 so that the connecting steel 3 is embedded in the mortar 4.

The present invention integrates the preceding panel (2a) and the following panel (2b) of the underground continuous wall (2) to effectively resist earthquake earth pressure by the in-plane rigidity of the underground continuous wall (2), and is easy to construct, fireproof spraying or It is intended to provide a seismic underground continuous wall that does not require fire-resistant paint construction.

The underground continuous wall 2 is constructed such that the preceding panel 2a and the following panel 2b are alternately arranged continuously.

The preceding panel 2a and the following panel 2b are formed by placing vertical reinforcing bars 21 and horizontal reinforcing bars 22 in a trench formed in the ground and pouring concrete, respectively.

At the junction between the preceding panel 2a and the following panel 2b, a long embedded steel plate 23 is embedded in the front side of the preceding panel 2a and the following panel 2b so as to be continuous vertically.

On the front surface of the buried steel plate 23, a connecting steel member 3 is fixed to the front surface of the buried steel plate 23 by crossing both sides of the adjacent buried steel plate 23. The connecting steel member 3 is formed in the form of a steel plate and may be fixed by welding (W) in a state of being in close contact with the front surfaces of the buried steel plates 23 on both sides.

The connecting steel member 3 may be continuously provided along the longitudinal direction of the embedded steel plate 23 or intermittently provided so that a plurality of pieces are spaced apart in the longitudinal direction.

The left and right embedded steel plates 23 are connected to each other by the connecting steel member 3, and the two leading and trailing panels 2a and 2b are structurally integrated.

At this time, accommodating grooves 24 are formed on the front surfaces of the embedded steel plates 23 at the front side of the ends of the preceding panel 2a and the following panel 2b, respectively, and the connecting steel member 3 is inside the accommodating groove 24. Accepted.

In a state where the left and right buried steel plates 23 are joined by the connecting steel material 3, the receiving groove 24 is filled with mortar 4, and the connecting steel material 3 is embedded in the mortar 4.

In this way, since the connecting steel material 3 is embedded in the mortar 4, there is no need for a separate fire-resistant treatment such as fire-resistant spraying or fire-resistant painting.

The specific construction method of the seismic underground continuous wall is as follows.

Once a preceding trench having a certain thickness and width is excavated in the ground 1, a reinforcing bar network composed of vertical reinforcing bars 21 and horizontal reinforcing bars 22 is inserted into the preceding trench. Then, concrete is poured into the preceding trench to construct the preceding panel (2a).

At this time, the embedded steel plate 23 is inserted into the front side of the end of the preceding trench before concrete is poured.

The buried steel plate 23 is in the form of a long plate vertically, and may be configured with a length corresponding to the height from the bottom of the ground 1 to be excavated in front of the continuous underground wall 2 to the height of the top of the continuous underground wall 2 .

The buried steel plate 23 may be configured separately from the reinforcing bar net and installed in the preceding trench before or after inserting the reinforcing bar net into the preceding trench. However, when the shear connector 231 is attached to the rear surface of the buried steel plate 23, since the shear connector 231 and the horizontal reinforcing bar 22 may interfere with each other, the embedded steel sheet 23 is integrally formed with the reinforcing bar network. Therefore, it is preferable to install the embedded steel plate 23 at the same time as the reinforcing bar network is inserted.

The shear connector 231 integrates the buried steel plate 23 with the panels 2a and 2b and transfers the stress transmitted to the buried steel plate 23 to the panels 2a and 2b. can be provided in

A temporary panel such as Styrofoam may be attached to the front surface of the embedded steel plate 23 to form the receiving groove 24 . The temporary panel is removed after the excavation of the front ground 1 of the continuous underground wall 2 is completed, so that the front surface of the buried steel plate 23 is exposed.

A plurality of the preceding panels 2a are installed spaced apart from each other along the longitudinal direction of the continuous underground wall 2 at the position of the continuous underground wall 2 .

Next, a trailing trench is formed by excavating the ground 1 between the pre-constructed preceding panels 2a. In the same manner as the preceding panel (2a), the reinforcing bar network and the buried steel plate (23) are inserted into the following trench, and then concrete is poured to construct the following panel (2b).

The continuous underground wall 2 is constructed by continuously constructing the preceding panel 2a and the following panel 2b alternately, and then the ground 1 in front of the continuous underground wall 2 is excavated to form an underground space.

In this way, after excavating and removing the front ground 1 of the continuous underground wall 2, the embedded steel plate 23 is exposed on the front surface of the junction between the preceding panel 2a and the following panel 2b.

Thereafter, the front surface of the exposed buried steel plate 23 is cleanly arranged, the connecting steel material 3 is attached to the front surface of the buried steel plate 23 on both sides, and then the left and right buried steel plates 23 are connected by welding (W) to each other. .

In addition, formwork is installed on the preceding and following panels 2a and 2b on the front side of the receiving groove 24, and mortar 4 is filled in the receiving groove 24 to embed the connecting steel material 3 inside the mortar 4. let it be

At this time, a metal lath may be installed in front of the accommodating groove 24 without installing a separate mold, and then the mortar 4 may be filled in the accommodating groove 24. In this case, the formwork removal operation can be omitted.

FIG. 4 is a cross-sectional view showing a state in which a connecting steel member is obliquely coupled to a stepped embedded steel plate, and FIG. 5 is a cross-sectional view showing a state in which a connecting steel member is installed in a stepped portion by a simplistic plate.

As shown in FIGS. 4 and 5, the buried steel plates 23 on both sides to be joined have a step difference from each other, so that the buried steel plates 23 on the protruding side have a connecting steel material 3 on the front surface of the buried steel plates 23. ) is welded in close contact, and a simplate 5 is inserted between the buried steel plate 23 and the connecting steel 3 to the buried steel plate 23 on the other side, so that the simplate 5 and the connecting steel 3 and the embedding The steel plate 23 may be fixed by welding.

The underground continuous wall (2) is not constructed using a separate formalized formwork, but is constructed by excavating the ground (1) to form a trench and utilizing the hollow wall of the trench as a formwork.

In addition, since the reinforcing bar network or the buried steel plate 23 is pre-assembled on the ground and the assembled set is inserted into the trench, it is difficult to precisely construct the buried steel plate 23 in an accurate position inside the trench.

Accordingly, the front surfaces of the left and right embedded steel plates 23 may not be accurately positioned on the same plane at the junction of the preceding and following panels 2a and 2b, and a step difference may occur. In this case, when the connecting steel material 3 is installed, the connecting steel material 3 adheres only to the front surface of the buried steel plate 23 on one side, and is spaced apart from the front surface of the buried steel plate 23 on the other side, making it difficult to join.

If the level difference due to construction error is not large, as shown in FIG. 4, the connecting steel material 3 is installed at an angle, and the space between the connecting steel material 3 and the buried steel plate 23 can be filled with epoxy or non-shrinkage mortar. .

However, when the step difference between the left and right embedded steel plates 23 is large, the inclination angle of the connecting steel material 3 increases, so that the in-plane load of the underground continuous wall 2 acts as an out-of-plane load on the connecting steel material 3, and accordingly, the weld joint and the connecting steel material (3) It causes its own out-of-plane deformation, so it cannot transfer the joint stress properly.

Therefore, when a level difference occurs between the buried steel plates 23 on both sides, the connecting steel material 3 is adhered to the front surface of the buried steel plate 23 on the protruding side and fixed by welding (W). Accordingly, after inserting the simplate 5 into the spaced space between the connecting steel material 3 and the other buried steel plate 23 stepped inward, the outer end of the simplate 5 and the connecting steel material 3 is inserted into the buried steel plate. It can be simultaneously fixed to the front of (23) by welding (W).

6 is a cross-sectional view showing an embodiment in which side plates are provided.

As shown in FIG. 6 , a side plate portion 232 vertically bent toward the side ends of the panels 2a and 2b may be integrally formed at an outer end of the buried steel plate 23 .

In the present invention, the connecting steel member 3 interconnecting the preceding and following panels 2a and 2b is bonded to the front side of the preceding and following panels 2a and 2b. Therefore, when the seismic earth pressure acts in the in-plane direction of the continuous underground wall 2, the shear force at the junction of the preceding and following panels 2a and 2b is eccentrically transmitted to the front side rather than the center of the continuous underground wall 2, so that the preceding and following panels ( Stress concentration may occur at the front of the junction of 2a, 2b).

Therefore, the side plate portion 232 may be formed to extend from the outer end of the buried steel plate 23 toward the side ends of the panels 2a and 2b.

The side plate portion 232 extends to the inside of the preceding and following panels 2a and 2b to distribute stress on the front side into the panels 2a and 2b.

7 is a cross-sectional view showing a state in which a connecting steel member is installed in a stepped portion by a side plate portion.

As shown in FIG. 7, the buried steel plates 23 on both sides to be joined have a step difference from each other, so that the side end of the connecting steel member 3 is attached to the side plate portion 232 in the buried steel plate 23 on the protruding side. It is welded and fixed, and the connecting steel material 3 may be welded and fixed to the other buried steel plate 23 in close contact with the front surface of the buried steel plate 23.

When a step occurs between both sides of the buried steel plate 23 due to a construction error, in another embodiment to cope with this, the connecting steel material is used by using the side plate portion 232 provided to be vertically bent inward at the outer end of the buried steel plate 23. In (3), they can be bonded to each other.

Although FIG. 7 shows an embodiment in which the buried steel plate 23 of the following panel 2b protrudes toward the front side of the buried steel plate 23 provided on the preceding panel 2a, the opposite case can also be applied similarly.

As shown in FIG. 7, when the buried steel plate 23 of the following panel 2b is stepped so as to protrude from the embedded steel plate 23 of the preceding panel 2a, the back surface of the connecting steel member 3 is applied to the buried steel plate of the preceding panel 2a. (23) In close contact with the front side, welding (W) by overlap welding, and connecting the side end of the connecting steel material 3 to the side plate portion 232 of the embedded steel plate 23 of the trailing panel 2b protruding toward the receiving groove portion 24 It can be joined by butt welding in a butt-to-butt state.

For butt welding, an improvement may be formed at the end of the connecting steel material 3 so that the welding flesh is filled.

The side end of the connecting steel member 3 can be bonded to an arbitrary point of the side plate portion 232 at the side end of the embedded steel plate 23 on the side of the stepped panel so as to protrude. Therefore, both buried steel plates 23 can be joined by the connecting steel material 3 regardless of the height of the step, and can be applied even when the height of the step changes according to the height of the continuous underground wall 2.

8 is a cross-sectional view showing a state in which a connecting steel member is installed in a stepped portion by a joining angle.

As shown in FIG. 8, the buried steel plates 23 on both sides to be bonded have a step difference from each other, and the connection steel material 3 adheres to the front surface of the buried steel plate 23 to the buried steel plate 23 on the protruding side. and fixed by welding, and to the buried steel plate 23 on the other side, the joint angle 6 is coupled to the front surface of the buried steel plate 23 so that the side end of the connecting steel member 3 is welded and fixed to the side surface of the joint angle 6 can

If the front surfaces of the embedded steel plates 23 on both sides do not match due to construction errors and are stepped, a joint angle 6 is placed on the front surface of the embedded steel plates 23 on either side to connect the buried steel plates 23 on both sides with the connecting steel material 3. ) can be combined.

As shown in FIG. 7, when the end of the connecting steel plate 3 is fixed by welding (W) to the side plate portion 232 at the side end of the buried steel plate 23, the step height of the buried steel plate 23 on both sides of the connecting steel plate 3 If it is smaller than the thickness of the improved groove portion, it is not possible to sufficiently secure the neck thickness.

However, if the joint angle 6 is used as shown in FIG. 8, the neck thickness of the groove portion can be sufficiently secured regardless of the step height of the embedded steel plates 23 on both sides.

The junction angle 6 is provided with two legs and is formed in an L shape in cross section, and is provided with a long length vertically.

The joint angle 6 may be fixed to the buried steel plate 23 by welding (W) or bolting in a state in which one leg is in close contact with the front surface of the buried steel plate 23 .

At this time, the joint angle 6 may be installed on the front surface of the embedded steel plate 23 of the stepped panel and the embedded steel plate 23 of the preceding panel 2a in the drawing.

Since the end of the connecting steel 3 can be welded by closely contacting an arbitrary point on the other leg surface of the joint angle 6, it can be applied without problems even when the step height changes according to the height of the embedded steel plate 23. .

As shown in FIGS. 5 and 8 , a filler 7 may be filled in a space between the connecting steel material 3 and the buried steel plate 23 on the other side.

The load acting in the in-plane direction on the underground continuous wall 2 by the earthquake earth pressure acts as a compressive force at the joint between the preceding panel 2a and the following panel 2b.

Therefore, when there is a gap between the buried steel plate 23 and the connecting steel material 3 due to the step difference between the left and right buried steel plates 23, the filling material 7 is filled in the spaced apart, so that the buried steel plate 23 on one side and the buried steel plate on the other side ( 23) For the compressive force in the in-plane direction of the underground continuous wall (2), the load can be transmitted by the compressive strength of the filler material (7) in addition to the connecting steel material (3) and the simple plate (5) or the joint angle (6). .

The filler 7 may be epoxy, non-shrinkage mortar, or the like.

Figure 9 is a perspective view showing the bonding state of the leading and trailing panels by the divided connecting steel material, Figure 10 is a perspective view showing the coupling relationship of the connecting steel unit.

9 and 10, the connecting steel material 3 is divided into left and right connecting steel material units 3a and 3b, and the divided side ends are tightly fixed to each other, and the back surface of each connecting steel material unit 3a and 3b may be tightly fixed to the front surfaces of the embedded steel plates 23 on both sides, respectively.

When a level difference occurs between the buried steel plates 23 on both sides due to a construction error, in order to cope with this, the connecting steel material 3 can be divided into left and right parts to form a pair of connecting steel material units 3a and 3b.

At this time, each connecting steel unit (3a, 3b) can be fixed by welding (W) to the front surface of a pair of left and right embedded steel plates 23, respectively, in a state where the corresponding side surfaces are in close contact with each other. And the junction where both connecting steel units (3a, 3b) are in close contact can be mutually fixed by welding (W).

The connecting steel unit (3a, 3b) is thickly formed so that both connecting steel unit (3a, 3b) can be sufficiently secured in close contact with each other.

Alternatively, as shown in FIG. 9, the connection steel unit 3a coupled to the stepped inward buried steel plate 23 may be formed thicker than the other connection steel unit 3b to save the amount of steel.

The left and right connecting steel units 3a and 3b of the connecting steel 3 have toothed portions 31 formed at the side ends to be joined, so that the toothed portions 31 can be joined in a state in which they are engaged with each other.

As described above, the in-plane load due to the earthquake earth pressure acts as a compressive force at the joint between the preceding panel 2a and the following panel 2b. At this time, a bending moment in the in-plane direction acts on each preceding panel 2a and following panel 2b due to the in-plane load, and the connecting steel member 3 is bent by shear force at the joint between the preceding panel 2a and the following panel 2b. By integrating the in-plane bending behavior of the preceding panel 2a and the following panel 2b, it has a high rigidity in-plane bearing capacity.

Therefore, at the end where the left and right connecting steel units (3a, 3b) are joined so that the bending stress can be transmitted by the shear force in a state where the left and right connecting steel unit (3a, 3b) are pressed against each other by the compressive force acting on the joint surface Each tooth portion 31 may be formed to engage each other.

Accordingly, since the shear force can be transmitted by the acupressure of the toothed portion 31 that engages, the length of the welding can be significantly reduced when the two connecting steel units 3a and 3b are mutually fixed by welding W.

The connection steel unit (3a, 3b) can be joined to part or all of the front surface of the joint by welding (W).

11 is a cross-sectional view showing an embodiment in which the connecting steel is composed of an angle member, and FIG. 12 is a cross-sectional view showing another embodiment in which the connecting steel is composed of an angle member.

11 and 12, the connecting steel member 3 may be composed of an angle member 32 and a stiffener 34 coupled to the inside of the angle member 32.

The connecting steel member 3 may include an angle member 32. At this time, a stiffener 34 is coupled to the inside of the angle member 32.

The stiffener 34 serves as a diaphragm between the legs on both sides of the angle member 32 to transmit the load acting on the legs.

End portions of the legs on both sides of the angle member 32 may be welded and fixed to the front surfaces of the buried steel plates 23 on both sides to respond when a step occurs between the buried steel plates 23 on both sides (FIG. 11).

Alternatively, each outer surface of both legs of the angle member 32 may be welded and fixed in a state in which the front surface and the side end of the embedded steel plate 23 are in close contact with each other (FIG. 12).

13 is a cross-sectional view showing an embodiment in which the connecting steel is composed of a c-shaped steel.

As shown in FIG. 13, the connecting steel member 3 may be composed of a c-shaped steel 33 and a stiffener 34 coupled to the inside of the c-shaped steel 33.

Both sides of the embedded steel plate 23 can be connected using the c-shaped steel 33 as the connecting steel member 3.

Even in this case, a stiffener 34 for transmitting stress between both flanges of the c-beam 33 may be provided inside the c-beam 33.

The c-shaped steel 33 is composed of both side flanges and webs connecting both side flanges.

When a step occurs between the embedded steel plates 23 on both sides, the front surface of the embedded steel plate 23 on one side is welded and fixed between the flange on one side and the front surface of the embedded steel plate 23 while the web of the U-shaped steel 33 is in close contact with the front surface of the embedded steel plate 23 on one side, and the other side is embedded In a state where the other flange of the c-shaped steel 33 is in close contact with the side end of the steel plate 23, the other flange and the front surface of the embedded steel plate 23 can be welded and fixed.

When the connecting steel member 3 is an angle member 32 or a c-shaped steel 33, the leg of the angle member 32 or the flange of the c-shaped steel 33 is embedded in the mortar 4 to attach the mortar 4 strength can be increased.

1: ground
2: underground continuous wall
2a: preceding panel
2b: trailing panel
21: vertical bar
22: horizontal bar
23: buried steel
231: shear connector
232: side plate
24: receiving groove
3: connecting steel
3a, 3b: connecting steel unit
31: teeth
32: angle member
33: c-beam
34: stiffener
4: mortar
5: Simlate
6: junction angle
7: filling material
W: welding

Claims (10)

Vertical reinforcement 21 and horizontal reinforcement 22 are placed in the trench formed in the ground, respectively, and the preceding panel (2a) and the following panel (2b) in which concrete is poured are alternately and continuously constructed in the underground continuous wall (2). ,
At the front side of the ends of the preceding panel 2a and the following panel 2b, buried steel plates 23 are buried in a continuous manner up and down, respectively, and the front surfaces of the buried steel plates 23 at the ends of the preceding panel 2a and the following panel 2b. An accommodating groove 24 is formed in the accommodating groove 24, and the left and right buried steel plates 23 are connected to each other by the connecting steel 3 provided on the front surface of the embedded steel plates 23 on both sides in the accommodating groove 24, and the accommodating groove ( 24) is filled with mortar 4 so that the connecting steel 3 is buried inside the mortar 4,
The connecting steel (3) is divided into left and right connecting steel units (3a, 3b), and each of the divided side ends is formed with a toothed portion (31), and the divided side ends are closely fixed to each other in a state where the toothed portions (31) are engaged with each other. And, the back surface of each connecting steel unit (3a, 3b) is tightly fixed to the front surface of the embedded steel plate (23) on both sides, respectively.
Vertical reinforcement 21 and horizontal reinforcement 22 are placed in the trench formed in the ground, respectively, and the preceding panel (2a) and the following panel (2b) in which concrete is poured are alternately and continuously constructed in the underground continuous wall (2). ,
At the front side of the ends of the preceding panel 2a and the following panel 2b, buried steel plates 23 are buried in a continuous manner up and down, respectively, and the front surfaces of the buried steel plates 23 at the ends of the preceding panel 2a and the following panel 2b. An accommodating groove 24 is formed in the accommodating groove 24, and the left and right buried steel plates 23 are connected to each other by the connecting steel 3 provided on the front surface of the embedded steel plates 23 on both sides in the accommodating groove 24, and the accommodating groove ( 24) is filled with mortar 4 so that the connecting steel 3 is buried inside the mortar 4,
The connecting steel member 3 is composed of an angle member 32 and a stiffener 34 coupled to the inside of the angle member 32, so that both ends of the legs of the angle member 32 are attached to both sides of the buried steel plate 23. It is characterized in that it is fixed to the front surface by welding or fixed by welding while the outer surface of each leg of both sides of the angle member 32 is in close contact with the front surface of one buried steel plate 23 and the side end of the other buried steel plate 23, respectively. seismic underground continuous wall.
Vertical reinforcement 21 and horizontal reinforcement 22 are placed in the trench formed in the ground, respectively, and the preceding panel (2a) and the following panel (2b) in which concrete is poured are alternately and continuously constructed in the underground continuous wall (2). ,
At the front side of the ends of the preceding panel 2a and the following panel 2b, buried steel plates 23 are buried in a continuous manner up and down, respectively, and the front surfaces of the buried steel plates 23 at the ends of the preceding panel 2a and the following panel 2b. An accommodating groove 24 is formed in the accommodating groove 24, and the left and right buried steel plates 23 are connected to each other by the connecting steel 3 provided on the front surface of the embedded steel plates 23 on both sides in the accommodating groove 24, and the accommodating groove ( 24) is filled with mortar 4 so that the connecting steel 3 is buried inside the mortar 4,
The connecting steel member 3 is composed of a c-beam 33 and a stiffener 34 coupled to the inside of the c-beam 33, so that the web of the c-beam 33 is on the front surface of the embedded steel plate 23 on one side The other flange and the other buried steel plate (23 ) Seismic underground continuous wall, characterized in that the front surface of the welded fixed. delete delete delete delete delete delete delete

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