Prefabricated cast-in-place interlocking diaphragm wall and its construction method

Abstract

The present invention discloses a prefabricated cast-in-place interlocking underground continuous wall and a construction method thereof, aiming to provide a prefabricated cast-in-place interlocking underground continuous wall and a construction method thereof, which can effectively solve the problem of water seepage in the foundation pit caused by poor bonding or even cracks at the interface between the closed-width concrete wall and the prefabricated leading-width concrete wall in the prior art. The prefabricated cast-in-place interlocking underground continuous wall comprises a prefabricated leading-width concrete wall and a closed-width concrete wall arranged alternately in sequence, the closed-width concrete wall is a concrete wall cast on site, and a joint anti-seepage filling structure is also provided in the prefabricated leading-width concrete wall, the joint anti-seepage filling structure comprises a grouting channel arranged in the prefabricated leading-width concrete wall and extending upward and downward, and a plurality of grouting holes are provided on both sides of the prefabricated leading-width concrete wall facing the closed-width concrete wall and distributed in sequence from bottom to top.

Description

Technical Field

[0001] The present invention relates to a diaphragm wall, and more particularly to a precast-cast-in-place interlocking diaphragm wall and a construction method thereof. Background Art

[0002] With the development of the economy, the urban underground space and underground pipe networks are becoming increasingly complex, and the control of foundation pit deformation during the utilization of underground space faces more severe challenges. In order to control foundation pit deformation, the application of diaphragm walls is becoming increasingly common. The current diaphragm walls include the following types. One is the cast-in-place diaphragm wall. The cast-in-place diaphragm wall has the problems of a long construction period and the phenomenon of mud inclusion at the joints, which is likely to cause the problem of foundation pit water seepage. The other is composed of precast first-stage concrete walls and closed-stage concrete walls arranged alternately in sequence. The precast first-stage concrete wall is a precast concrete wall, and the closed-stage concrete wall is a cast-in-place concrete wall. Although the current precast-cast-in-place combined diaphragm wall can shorten the construction period, it has the following deficiencies. After the closed-stage concrete wall is cast, due to the shrinkage of the concrete, the interface between the closed-stage concrete wall and the precast first-stage concrete wall is likely to have poor bonding, and even cracks may appear, which is likely to cause the problem of foundation pit water seepage. Summary of the Invention

[0003] The purpose of the present invention is to provide a precast-cast-in-place interlocking diaphragm wall and a construction method thereof, which can effectively solve the problem of foundation pit water seepage caused by the poor bonding or even cracks at the interface between the closed-stage concrete wall and the precast first-stage concrete wall in the existing precast-cast-in-place combined diaphragm wall.

[0004] The technical solution of the present invention is as follows:

[0005] A prefabricated cast-in-place interlocking underground continuous wall comprises a prefabricated leading concrete wall and a closing concrete wall which are alternately arranged in sequence. The prefabricated leading concrete wall is a prefabricated concrete wall, and the closing concrete wall is a concrete wall cast on site. A joint anti-seepage filling structure is also provided in the prefabricated leading concrete wall. The joint anti-seepage filling structure comprises a grouting channel which is arranged in the prefabricated leading concrete wall and extends up and down. A plurality of grouting holes which are distributed in sequence from bottom to top are provided on both side surfaces of the prefabricated leading concrete wall facing the closing concrete wall. The grouting holes are connected to the grouting channel. An anti-sticking plug is also provided in the orifice of the grouting hole which is connected to the side of the prefabricated leading concrete wall. The anti-sticking plug can be removed from the orifice of the grouting hole. After the concrete of the closed-width concrete wall is initially set and before the concrete of the closed-width concrete wall is finally set, concrete slurry can be injected into the grouting channel so that the anti-stuck plugs at each grouting hole are pushed out of the grouting hole under the action of the grouting pressure; then, the concrete slurry is continuously injected into the grouting channel, and the concrete slurry is injected into the interface between the precast leading-width concrete wall and the closed-width concrete wall through the grouting channel and each grouting hole, so that the interface between the precast leading-width concrete wall and the closed-width concrete wall is filled with the concrete slurry, cracks at the interface between the closed-width concrete wall and the precast leading-width concrete wall are eliminated, the bonding performance of the interface is improved, and at the same time, the concrete around the interface between the precast leading-width concrete wall and the closed-width concrete wall is squeezed and compacted; thereby, the waterproof performance at the interface between the precast leading-width concrete wall and the closed-width concrete wall is effectively improved, and thus the problem of water seepage in the foundation pit caused by poor bonding or even cracks at the interface between the closed-width concrete wall and the precast leading-width concrete wall in the prior art can be effectively solved.

[0006] On the other hand, the anti-sticking plug setting can prevent concrete from entering the grouting channel and the grouting hole and blocking the grouting channel and the grouting hole during the pouring of the closed-width concrete wall.

[0007] Preferably, on both side surfaces of the precast first-stage concrete wall facing the closed-stage concrete wall, there are engaging grooves extending vertically up and down. The grouting channels correspond to the engaging grooves one by one. The grouting channels are close to the corresponding engaging grooves. The grouting holes are distributed on the inner end surfaces of the engaging grooves, and several grouting holes are sequentially distributed from bottom to top on the inner end surface of each engaging groove. The grouting holes on the inner end surface of the engaging groove are communicated with the corresponding grouting channels. The setting of the engaging grooves can not only improve the connection stability between the precast concrete wall and the cast-in-situ concrete wall, enhance the integrity of the diaphragm wall, and improve the bearing capacity of the diaphragm wall, but also increase the seepage path at the interface between the precast concrete wall and the cast-in-situ concrete wall, improving the water-stop effect. On the other hand, the cooperation of the engaging grooves, grouting channels and grouting holes enables most of the concrete injected into the interface between the precast first-stage concrete wall and the closed-stage concrete wall through the grouting channels and each grouting hole to be accommodated in the engaging grooves, effectively preventing the concrete injected at the interface from overflowing to the outside of the precast concrete wall, which is beneficial to eliminating cracks at the interface between the closed-stage concrete wall and the precast first-stage concrete wall, improving the bonding performance of the interface, and also beneficial to compacting the concrete around the interface between the precast first-stage concrete wall and the closed-stage concrete wall.

[0008] Preferably, the joint anti-seepage filling structure includes a vertical grouting pipe embedded in the precast first-stage concrete wall, and the inner cavity of the vertical grouting pipe constitutes the grouting channel.

[0009] Preferably, the orifice of the grouting hole communicating with the side surface of the precast first-stage concrete wall is a conical orifice, and the anti-clogging plug is a conical plug, and the conical plug cooperates with the conical orifice. In this way, it is beneficial to prevent the anti-clogging plug from clogging the orifice of the grouting hole.

[0010] Preferably, the end of the anti-clogging plug facing away from the grouting hole is conical. In this way, it is beneficial to push the anti-clogging plug at the grouting hole out of the grouting hole and into the closed-stage concrete wall.

[0011] Preferably, a reserved cavity extending vertically up and down is provided in the precast first-stage concrete wall, and the reserved cavity is filled with concrete. In this way, after the precast first-stage concrete wall is installed in place, concrete can be filled in the reserved cavity; thus, the weight of the precast first-stage concrete wall itself can be reduced, facilitating the transportation and hoisting of the precast first-stage concrete wall; in the precast first-stage concrete wall.

[0012] Preferably, the joint anti-seepage filling structure further includes an elastic rubber inflation tube, which is distributed in the grouting channel from bottom to top. One end of the anti-clogging plug facing the grouting channel is also provided with a push rod, one end of the push rod extends into the grouting channel, and a push plate is also provided on one end of the push rod located in the grouting channel.

[0013] Preferably, a bottom plate steel bar connector is also embedded at the set elevation of the side of the prefabricated leading concrete wall. The bottom plate steel bar connector includes a plurality of connecting sleeves distributed side by side and anchor bars corresponding to the connecting sleeves one by one. The connecting sleeves and anchor bars are embedded in the prefabricated leading concrete wall. The inner hole of the connecting sleeve is a threaded hole. The connecting sleeve is horizontally distributed. One end of the anchor bar is connected to one end of the connecting sleeve, and the other end of the connecting sleeve is flush with the side of the prefabricated leading concrete wall.

[0014] A construction method for a prefabricated cast-in-place interlocking underground continuous wall, characterized in that it comprises the following steps in sequence:

[0015] First, excavate the ground surface to form an underground continuous wall installation groove; then, hoist the prefabricated leading concrete wall in the underground continuous wall installation groove; then, pour concrete in the underground continuous wall installation groove between two adjacent prefabricated leading concrete walls to form a closed concrete wall;

[0016] Second, after the concrete of the closed-span concrete wall is initially set and before the concrete of the closed-span concrete wall is finally set, concrete slurry is injected into the grouting channel so that the anti-stuck plugs at each grouting hole are pushed out of the grouting hole under the action of the grouting pressure;

[0017] Then, the concrete slurry is continuously injected into the grouting channel, and the concrete slurry is injected into the interface between the precast leading concrete wall and the closed concrete wall through the grouting channel and each grouting hole. In this way, the interface between the precast leading concrete wall and the closed concrete wall can be filled with the concrete slurry, cracks at the interface between the closed concrete wall and the precast leading concrete wall can be eliminated, the bonding performance of the interface can be improved, and the concrete around the interface between the precast leading concrete wall and the closed concrete wall can be squeezed and compacted at the same time; thus, the waterproof performance at the interface between the precast leading concrete wall and the closed concrete wall can be effectively improved.

[0018] A construction method for a prefabricated cast-in-place interlocking underground continuous wall, characterized in that it comprises the following steps in sequence:

[0019] First, excavate the ground surface to form an underground continuous wall installation groove; then, hoist the prefabricated leading concrete wall in the underground continuous wall installation groove; then, pour concrete in the underground continuous wall installation groove between two adjacent prefabricated leading concrete walls to form a closed concrete wall;

[0020] Second, concrete slurry is injected into the reserved cavity to fill the reserved cavity; in this way, the overall shear bearing capacity of the prefabricated first concrete wall can be improved, solving the problem of insufficient bearing capacity caused by the reserved cavity;

[0021] Third, after the concrete of the closed-span concrete wall is initially set and before the concrete of the closed-span concrete wall is finally set, concrete slurry is injected into the grouting channel so that the anti-stuck plugs at each grouting hole are pushed out of the grouting hole under the action of the grouting pressure;

[0022] Then, the concrete slurry is continuously injected into the grouting channel, and the concrete slurry is injected into the interface between the precast leading concrete wall and the closed concrete wall through the grouting channel and each grouting hole. In this way, the interface between the precast leading concrete wall and the closed concrete wall can be filled with the concrete slurry, cracks at the interface between the closed concrete wall and the precast leading concrete wall can be eliminated, the bonding performance of the interface can be improved, and the concrete around the interface between the precast leading concrete wall and the closed concrete wall can be squeezed and compacted at the same time; thus, the waterproof performance at the interface between the precast leading concrete wall and the closed concrete wall can be effectively improved.

[0023] A construction method for a prefabricated cast-in-place interlocking underground continuous wall, characterized in that it comprises the following steps in sequence:

[0024] First, excavate the ground surface to form an underground continuous wall installation groove; then, hoist the prefabricated leading concrete wall in the underground continuous wall installation groove; then, pour concrete in the underground continuous wall installation groove between two adjacent prefabricated leading concrete walls to form a closed concrete wall;

[0025] Second, after the concrete of the closed concrete wall is initially set and before the concrete of the closed concrete wall is finally set, the elastic rubber inflatable tube is inflated to expand the elastic rubber inflatable tube and close to the grouting channel. During this process, the elastic rubber inflatable tube will push the anti-stuck plugs at each grouting hole out of the grouting hole through the push plate and the push rod;

[0026] Next, the gas in the elastic rubber inflatable tube is released to shrink the elastic rubber inflatable tube, and then the elastic rubber inflatable tube is taken out from the grouting channel;

[0027] Third, after the concrete of the closed-span concrete wall is finally set, concrete slurry is injected into the grouting channel, and the concrete slurry is injected into the interface between the prefabricated leading-span concrete wall and the closed-span concrete wall through the grouting channel and each grouting hole.

[0028] The construction method of the prefabricated cast-in-place interlocking underground continuous wall of the present scheme comprises the following steps: in the second step, after the concrete of the closed-span concrete wall has initially set, the anti-stuck plug is promptly pushed out of the grouting hole, while ensuring that the grouting channel and each grouting hole are in a smooth state; in this way, after the concrete of the closed-span concrete wall has finally set (after the concrete has finally set, the shrinkage of the concrete has basically ended), concrete slurry can be injected into the interface between the prefabricated leading-span concrete wall and the closed-span concrete wall through the grouting channel and each grouting hole, thereby effectively eliminating cracks at the interface between the closed-span concrete wall and the prefabricated leading-span concrete wall and improving the bonding performance of the interface; thereby effectively improving the waterproof performance at the interface between the prefabricated leading-span concrete wall and the closed-span concrete wall.

[0029] The beneficial effect of the present invention is that it can effectively solve the problem of water seepage in the foundation pit caused by poor bonding or even cracks at the interface between the closed-width concrete wall and the prefabricated leading-width concrete wall in the prior art. BRIEF DESCRIPTION OF THE DRAWINGS

[0030] Figure 1 It is a partial top view of the prefabricated cast-in-place interlocking underground continuous wall of the specific embodiment 1 of the present invention.

[0031] Figure 2 It is a top view of the prefabricated leading concrete wall of the specific embodiment 1 of the present invention.

[0032] Figure 3 It is a top view of the prefabricated leading concrete wall of the second specific embodiment of the present invention.

[0033] In the figure:

[0034] Prefabricated leading concrete wall 1, engaging groove 1.1, reserved cavity 1.2;

[0035] Closed-width concrete wall 2;

[0036] Joint anti-seepage filling structure 3, grouting channel 3.1, grouting hole 3.2, anti-sticking plug 3.3, elastic rubber inflation tube 3.4, push rod 3.5, push plate 3.6. DETAILED DESCRIPTION

[0037] The present invention is further described in detail below in conjunction with the accompanying drawings and specific embodiments:

[0038] Specific embodiment 1, as Figure 1 , Figure 2As shown, a prefabricated cast-in-place interlocking underground continuous wall includes a prefabricated leading concrete wall 1 and a closed concrete wall 2 arranged alternately in sequence. The prefabricated leading concrete wall is a prefabricated concrete wall that can be prefabricated and formed in a factory, thereby shortening the construction period. The closed concrete wall is a concrete wall cast on site. A joint anti-seepage filling structure 3 is also provided in the prefabricated leading concrete wall. The joint anti-seepage filling structure includes a grouting channel 3.1 extending up and down and arranged in the prefabricated leading concrete wall. In this embodiment, the joint anti-seepage filling structure includes a vertical grouting pipe pre-buried in the prefabricated leading concrete wall, and the inner cavity of the vertical grouting pipe constitutes the grouting channel. The lower end of the grouting channel is closed, and the upper end of the grouting channel is open. A plurality of grouting holes 3.2 distributed in sequence from bottom to top are provided on both side surfaces of the prefabricated leading concrete wall facing the closed concrete wall. The grouting holes are connected to the grouting channel. An anti-jamming plug 3.3 is also provided in the opening of the grouting hole connected to the side of the prefabricated leading concrete wall. The anti-jamming plug seals the opening of the grouting hole. The anti-jamming plug can be removed from the opening of the grouting hole. Due to the provision of the anti-jamming plug, during the pouring of the closed concrete wall, concrete can be prevented from entering the grouting channel and the grouting hole to block the grouting channel and the grouting hole.

[0039] After the concrete of the closed-width concrete wall is initially set and before the concrete of the closed-width concrete wall is finally set, concrete slurry can be injected into the grouting channel so that the anti-stuck plugs at each grouting hole are pushed out of the grouting hole under the action of the grouting pressure; then, the concrete slurry is continuously injected into the grouting channel, and the concrete slurry is injected into the interface between the precast leading-width concrete wall and the closed-width concrete wall through the grouting channel and each grouting hole, so that the interface between the precast leading-width concrete wall and the closed-width concrete wall is filled with the concrete slurry, cracks at the interface between the closed-width concrete wall and the precast leading-width concrete wall are eliminated, the bonding performance of the interface is improved, and at the same time, the concrete around the interface between the precast leading-width concrete wall and the closed-width concrete wall is squeezed and compacted; thereby, the waterproof performance at the interface between the precast leading-width concrete wall and the closed-width concrete wall is effectively improved, and thus the problem of water seepage in the foundation pit caused by poor bonding or even cracks at the interface between the closed-width concrete wall and the precast leading-width concrete wall in the prior art can be effectively solved.

[0040] Further, such as Figure 1 , Figure 2As shown in the figure, on both side surfaces of the precast leading-width concrete wall facing the closed-width concrete wall, there are engagement grooves 1.1 extending vertically. The grouting channels correspond to the engagement grooves one by one, and the grouting channels are close to the corresponding engagement grooves. The grouting holes are distributed on the inner end surfaces of the engagement grooves, and several grouting holes are distributed on the inner end surfaces of each engagement groove in sequence from bottom to top. The grouting holes on the inner end surfaces of the engagement grooves are communicated with the corresponding grouting channels. The setting of the engagement grooves can not only improve the connection stability between the precast concrete wall and the cast-in-situ concrete wall, enhance the integrity of the diaphragm wall, and improve the bearing capacity of the diaphragm wall, but also increase the seepage path at the interface between the precast concrete wall and the cast-in-situ concrete wall, and improve the water-stop effect. On the other hand, the cooperation of the engagement grooves, grouting channels and grouting holes enables most of the concrete injected into the interface between the precast leading-width concrete wall and the closed-width concrete wall through the grouting channels and each grouting hole to be accommodated in the engagement grooves, effectively preventing the concrete injected at the interface from overflowing to the outside of the precast concrete wall, which is beneficial to eliminating cracks at the interface between the closed-width concrete wall and the precast leading-width concrete wall, improving the bonding performance of the interface, and also beneficial to compacting the concrete around the interface between the precast leading-width concrete wall and the closed-width concrete wall.

[0041] The number of engagement grooves on each side surface of the precast leading-width concrete wall facing the closed-width concrete wall is one or two, specifically depending on the thickness of the diaphragm wall. In this embodiment, the number of engagement grooves on each side surface of the precast leading-width concrete wall facing the closed-width concrete wall is two.

[0042] Furthermore, as Figure 2 shown in the figure, the orifice of the grouting hole communicated with the side surface of the precast leading-width concrete wall is a tapered orifice, and the anti-clogging plug is a tapered plug, and the tapered plug cooperates with the tapered orifice. In this way, it is beneficial to prevent the anti-clogging plug from clogging the orifice of the grouting hole.

[0043] One end of the anti-clogging plug facing away from the grouting hole is tapered. In this way, it is beneficial to push the anti-clogging plug at the grouting hole out of the grouting hole and into the closed-width concrete wall.

[0044] Furthermore, at a set elevation on the side surface of the precast leading-width concrete wall, a bottom plate steel bar coupler is also embedded. The bottom plate steel bar coupler includes a number of parallelly distributed coupler sleeves and anchor bars corresponding to the coupler sleeves one by one. The coupler sleeves of the same bottom plate steel bar coupler are at the same height. The coupler sleeves and anchor bars are embedded in the precast leading-width concrete wall. The inner hole of the coupler sleeve is a threaded hole, and the coupler sleeves are horizontally distributed. One end of the anchor bar is connected to one end of the coupler sleeve, and the other end of the coupler sleeve is flush with the side surface of the precast leading-width concrete wall. In this way, when constructing the steel bars of the basement bottom plate, the threaded steel bars can be screwed into the coupler sleeves, and then the threaded steel bars are welded to the bottom plate steel bars to integrally connect the diaphragm wall and the basement bottom plate reliably.

[0045] Further, such as Figure 1 , Figure 2 As shown, a reserved cavity 1.2 extending up and down is provided in the prefabricated leading concrete wall, and the reserved cavity is filled with concrete. In this way, after the prefabricated leading concrete wall is installed in place, the reserved cavity can be filled with concrete; thereby reducing the weight of the prefabricated leading concrete wall itself, facilitating the transportation and hoisting of the prefabricated leading concrete wall; in the prefabricated leading concrete wall.

[0046] Specific embodiment 2: The rest of the structure of this embodiment refers to the specific embodiment 1, except that:

[0047] like Figure 3 As shown, the joint anti-seepage filling structure also includes an elastic rubber inflatable tube 3.4. The elastic rubber inflatable tube corresponds to the grouting channel one by one. The elastic rubber inflatable tube is distributed in the corresponding grouting channel from bottom to top. A push rod 3.5 is also provided at one end of the anti-blocking plug facing the grouting channel, one end of the push rod extends into the grouting channel, and a push plate 3.6 is also provided on one end of the push rod located in the grouting channel, and the push plate is located in the grouting channel. In this embodiment, the push plate is vertically distributed, and the push plate is perpendicular to the push rod. The push plate, the push rod, the anti-blocking plug and the grouting hole are all located on the same side of the elastic rubber inflatable tube.

[0048] Specific embodiment three, a construction method of a prefabricated cast-in-place interlocking underground continuous wall, the specific structure of the prefabricated cast-in-place interlocking underground continuous wall refers to specific embodiment one.

[0049] The construction method of the prefabricated cast-in-place interlocking underground continuous wall comprises the following steps in sequence:

[0050] First, excavate the ground surface to form an underground continuous wall installation groove; then, hoist the prefabricated leading concrete wall in the underground continuous wall installation groove; then, hoist the steel cage in the underground continuous wall installation groove between two adjacent prefabricated leading concrete walls, and then pour concrete in the underground continuous wall installation groove between the two adjacent prefabricated leading concrete walls to form a closed concrete wall;

[0051] Second, after the concrete of the closed-span concrete wall is initially set and before the concrete of the closed-span concrete wall is finally set, concrete slurry is injected into the grouting channel so that the anti-stuck plugs at each grouting hole are pushed out of the grouting hole under the action of the grouting pressure;

[0052] Next, continue to inject concrete slurry into the grouting channel. The concrete slurry is injected into the interface between the precast first-stage concrete wall and the closed-stage concrete wall through the grouting channel and each grouting hole. In this way, the interface between the precast first-stage concrete wall and the closed-stage concrete wall can be filled with the concrete slurry, cracks at the interface between the closed-stage concrete wall and the precast first-stage concrete wall can be eliminated, the bonding performance of the interface can be improved, and at the same time, the concrete around the interface between the precast first-stage concrete wall and the closed-stage concrete wall can be extruded and compacted; thus, the waterproof performance at the interface between the precast first-stage concrete wall and the closed-stage concrete wall is effectively improved.

[0053] Specific Embodiment 4: A construction method for a precast-cast-in-place interlocking diaphragm wall. The specific structure of the precast-cast-in-place interlocking diaphragm wall refers to Specific Embodiment 1.

[0054] The construction method for a precast-cast-in-place interlocking diaphragm wall successively includes the following steps:

[0055] First, excavate an installation groove for the diaphragm wall on the ground surface; then, hoist the precast first-stage concrete wall into the installation groove for the diaphragm wall; then, hoist the steel reinforcement cage into the installation groove for the diaphragm wall between two adjacent precast first-stage concrete walls, and then pour concrete in the installation groove for the diaphragm wall between two adjacent precast first-stage concrete walls to form the closed-stage concrete wall.

[0056] Second, inject concrete slurry into the reserved cavity to fill the reserved cavity; in this way, the overall shear bearing capacity of the precast first-stage concrete wall can be improved, and the problem of insufficient bearing capacity caused by the reserved cavity can be solved.

[0057] Third, after the concrete of the closed-stage concrete wall begins to set and before the concrete of the closed-stage concrete wall finally sets, inject concrete slurry into the grouting channel, so that the anti-clogging plugs at each grouting hole are pushed outwards under the action of the grouting pressure.

[0058] Next, continue to inject concrete slurry into the grouting channel. The concrete slurry is injected into the interface between the precast first-stage concrete wall and the closed-stage concrete wall through the grouting channel and each grouting hole. In this way, the interface between the precast first-stage concrete wall and the closed-stage concrete wall can be filled with the concrete slurry, cracks at the interface between the closed-stage concrete wall and the precast first-stage concrete wall can be eliminated, the bonding performance of the interface can be improved, and at the same time, the concrete around the interface between the precast first-stage concrete wall and the closed-stage concrete wall can be extruded and compacted; thus, the waterproof performance at the interface between the precast first-stage concrete wall and the closed-stage concrete wall is effectively improved.

[0059] Specific Embodiment 5: A construction method for a precast-cast-in-place interlocking diaphragm wall. The specific structure of the precast-cast-in-place interlocking diaphragm wall refers to Specific Embodiment 2.

[0060] The construction method of the prefabricated cast-in-place interlocking underground continuous wall comprises the following steps in sequence:

[0061] First, excavate the ground surface to form an underground continuous wall installation groove; then, hoist the prefabricated leading concrete wall in the underground continuous wall installation groove; then, hoist the steel cage in the underground continuous wall installation groove between two adjacent prefabricated leading concrete walls, and then pour concrete in the underground continuous wall installation groove between the two adjacent prefabricated leading concrete walls to form a closed concrete wall;

[0062] Second, after the concrete of the closed concrete wall is initially set and before the concrete of the closed concrete wall is finally set, the elastic rubber inflatable tube is inflated to expand the elastic rubber inflatable tube and close to the grouting channel. During this process, the elastic rubber inflatable tube will push the anti-stuck plugs at each grouting hole out of the grouting hole through the push plate and the push rod;

[0063] Next, the gas in the elastic rubber inflatable tube is released to shrink the elastic rubber inflatable tube, and then the elastic rubber inflatable tube is taken out from the grouting channel;

[0064] Third, after the concrete of the closed-span concrete wall is finally set, concrete slurry is injected into the grouting channel, and the concrete slurry is injected into the interface between the prefabricated leading-span concrete wall and the closed-span concrete wall through the grouting channel and each grouting hole.

[0065] The construction method of the prefabricated cast-in-place interlocking underground continuous wall of the present embodiment includes, in the second step, promptly pushing the anti-stuck plug out of the grouting hole after the initial setting of the concrete of the closed-span concrete wall, while ensuring that the grouting channel and each grouting hole are in a smooth state; in this way, after the final setting of the concrete of the closed-span concrete wall (after the final setting of the concrete, the shrinkage of the concrete is basically over), concrete slurry can be injected into the interface between the prefabricated leading-span concrete wall and the closed-span concrete wall through the grouting channel and each grouting hole, thereby effectively eliminating cracks at the interface between the closed-span concrete wall and the prefabricated leading-span concrete wall and improving the bonding performance of the interface; thereby effectively improving the waterproof performance at the interface between the prefabricated leading-span concrete wall and the closed-span concrete wall.

[0066] The above description is only a preferred embodiment of the present invention and does not limit the present invention in any way. Any simple modification, change and equivalent transformation made to the above embodiment based on the technical essence of the present invention still falls within the protection scope of the technical solution of the present invention.

Claims

1. A prefabricated cast-in-place interlocking underground continuous wall, comprising prefabricated leading concrete walls and closing concrete walls arranged alternately in sequence, wherein the prefabricated leading concrete walls are prefabricated concrete walls, and the closing concrete walls are concrete walls cast on site, Its characteristics are: The prefabricated first concrete wall is also equipped with a joint anti-seepage filling structure. The joint anti-seepage filling structure includes an elastic rubber inflation tube and a grouting channel extending up and down in the prefabricated leading concrete wall. The two side surfaces of the prefabricated leading concrete wall facing the closed concrete wall are provided with a plurality of grouting holes distributed in sequence from bottom to top. The grouting holes are connected to the grouting channel. The openings of the grouting holes connected to the sides of the prefabricated leading concrete wall are also provided with anti-stuck plugs, which can be removed from the openings of the grouting holes. The elastic rubber inflatable tube is distributed in the grouting channel from bottom to top, and a push rod is provided at one end of the anti-stuck plug facing the grouting channel, one end of the push rod extends into the grouting channel, and a push plate is provided on one end of the push rod located in the grouting channel; After the concrete of the closed concrete wall is initially set and before the concrete of the closed concrete wall is finally set, the elastic rubber inflatable tube is inflated to expand and abut against the grouting channel, and the elastic rubber inflatable tube will push the anti-stuck plugs at each grouting hole out of the grouting hole through the push plate and the push rod; After the concrete of the closed-span concrete wall is finally set, concrete slurry is injected into the grouting channel, and the concrete slurry is injected into the interface between the prefabricated leading-span concrete wall and the closed-span concrete wall through the grouting channel and each grouting hole.

2. The prefabricated cast-in-place interlocking underground continuous wall according to claim 1, Its characteristics are: The prefabricated leading concrete wall is provided with bite grooves extending up and down on both side surfaces facing the closed concrete wall, the grouting channels correspond to the bite grooves one by one, the grouting channels are close to the corresponding bite grooves, the grouting holes are distributed on the inner end surface of the bite groove, and each bite groove is provided with a plurality of grouting holes distributed in sequence from bottom to top on the inner end surface, and the grouting holes on the inner end surface of the bite groove are connected with the corresponding grouting channels.

3. The prefabricated cast-in-place interlocking underground continuous wall according to claim 1, Its characteristics are: The joint anti-seepage filling structure comprises a vertical grouting pipe pre-buried in the prefabricated leading concrete wall, and the inner cavity of the vertical grouting pipe constitutes the grouting channel.

4. The prefabricated cast-in-place interlocking underground continuous wall according to claim 1, 2 or 3, Its characteristics are: The orifice of the grouting hole connected with the side of the prefabricated leading concrete wall is a tapered orifice, and the anti-sticking plug is a tapered plug, which cooperates with the tapered orifice.

5. The prefabricated cast-in-place interlocking underground continuous wall according to claim 1, 2 or 3, Its characteristics are: A reserved cavity extending up and down is provided in the prefabricated leading concrete wall, and the reserved cavity is filled with concrete.

6. The prefabricated cast-in-place interlocking underground continuous wall according to claim 1, 2 or 3, Its characteristics are: A bottom plate steel bar connector is also embedded at the set elevation of the side of the prefabricated leading concrete wall. The bottom plate steel bar connector includes a plurality of connecting sleeves distributed side by side and anchor bars corresponding to the connecting sleeves one by one. The connecting sleeves and anchor bars are embedded in the prefabricated leading concrete wall. The inner hole of the connecting sleeve is a threaded hole. The connecting sleeve is horizontally distributed. One end of the anchor bar is connected to one end of the connecting sleeve, and the other end of the connecting sleeve is flush with the side of the prefabricated leading concrete wall.

7. A construction method for the prefabricated cast-in-place interlocking underground continuous wall according to claim 1, Its characteristics are: The following steps are included in sequence: First, excavate the ground surface to form an underground continuous wall installation groove; then, hoist the prefabricated leading concrete wall in the underground continuous wall installation groove; then, pour concrete in the underground continuous wall installation groove between two adjacent prefabricated leading concrete walls to form a closed concrete wall; Second, after the concrete of the closed concrete wall is initially set and before the concrete of the closed concrete wall is finally set, the elastic rubber inflatable tube is inflated to expand the elastic rubber inflatable tube and close to the grouting channel. During this process, the elastic rubber inflatable tube will push the anti-stuck plugs at each grouting hole out of the grouting hole through the push plate and the push rod; Next, the gas in the elastic rubber inflatable tube is released to shrink the elastic rubber inflatable tube, and then the elastic rubber inflatable tube is taken out from the grouting channel; Third, after the concrete of the closed-span concrete wall is finally set, concrete slurry is injected into the grouting channel, and the concrete slurry is injected into the interface between the prefabricated leading-span concrete wall and the closed-span concrete wall through the grouting channel and each grouting hole.

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