Assembled integral diaphragm wall and its construction method

Abstract

The present invention discloses an assembled integral diaphragm wall and its construction method, aiming to provide an assembled integral diaphragm wall and its construction method that can not only shorten the construction period, effectively solve the problem that cast-in-place concrete is prone to flow-around, which affects the water-stop performance of the diaphragm wall, but also effectively solve the problems of brittle failure and poor integrity existing in fully precast diaphragm walls. The assembled integral diaphragm wall includes precast concrete walls and cast-in-place concrete walls arranged alternately in sequence, and the precast concrete walls and the cast-in-place concrete walls are connected as a whole. The width W of the precast concrete wall is greater than the thickness T of the precast concrete wall.

Description

Technical Field

[0001] The present invention relates to a diaphragm wall, and particularly to an assembled integral diaphragm wall and a construction method thereof. Background Art

[0002] The current diaphragm walls include the following two types. One is the cast-in-situ diaphragm wall, and the other is the fully precast diaphragm wall. The early diaphragm walls were generally cast-in-situ diaphragm walls, that is, the diaphragm wall was formed by casting concrete on site. The cast-in-situ diaphragm wall has the problem of a long construction period, and there is easily concrete overflow around the joints of the precast diaphragm walls, forming concrete slag blocks, which reduces the water-stop performance between the joints of the cast-in-situ diaphragm wall and the precast diaphragm wall, resulting in leakage problems (seepage occurs at the concrete slag blocks).

[0003] Furthermore, in order to shorten the construction period of the cast-in-situ diaphragm wall, some current diaphragm walls adopt fully precast diaphragm walls, which are composed of a number of precast concrete walls spliced in sequence. The precast concrete walls are prefabricated and formed in a factory, and then the precast concrete walls are hoisted and spliced on site to form a fully precast diaphragm wall. Although the current fully precast diaphragm wall can shorten the construction period of the cast-in-situ diaphragm wall, it has the problems of easy brittle failure and poor integrity of the diaphragm wall. Summary of the Invention

[0004] The purpose of the present invention is to provide an assembled integral diaphragm wall and a construction method thereof, which can not only shorten the construction period, effectively solve the problem that the cast-in-situ concrete is prone to overflow and affect the water-stop performance of the diaphragm wall, but also effectively solve the problems of easy brittle failure and poor integrity existing in the fully precast diaphragm wall.

[0005] The technical solution of the present invention is as follows:

[0006] An assembled integral diaphragm wall includes precast concrete walls and cast-in-situ concrete walls arranged alternately in sequence, and the precast concrete walls and the cast-in-situ concrete walls are integrated. The width W of the precast concrete wall is greater than the thickness T of the precast concrete wall. The assembled integral diaphragm wall of this solution is formed by arranging precast concrete walls and cast-in-situ concrete walls alternately in sequence. Among them, the precast concrete walls can be prefabricated and formed in the factory, so the construction period can be shortened; the cast-in-situ concrete walls are formed by casting concrete on site. By connecting the precast concrete walls into one body through the cast-in-situ concrete walls, the overall stiffness and ductility of the diaphragm wall can be effectively improved, thus effectively solving the problems of brittle failure and poor integrity existing in the fully precast diaphragm wall. On the other hand, since the width W of the precast concrete wall is greater than the thickness T of the precast concrete wall (the width of the precast concrete wall is much larger than the width of the precast diaphragm wall joint of the cast-in-situ diaphragm wall), the concrete flow-around path is effectively extended (the concrete flow-around path is not less than the width of the precast concrete wall). In this way, during the process of casting concrete in the cavity between two adjacent precast concrete walls to form a cast-in-situ concrete wall, the problem that the cast-in-situ concrete (before concrete solidification) flows around through the gap between the precast concrete wall and the installation groove of the diaphragm wall to the adjacent cast-in-situ concrete wall, thereby affecting the water-stop performance of the diaphragm wall, can be effectively avoided.

[0007] Preferably, it further includes an underground diaphragm wall installation groove. The precast concrete wall and the cast-in-situ concrete wall are located in the underground diaphragm wall installation groove. A first grouting channel extending vertically is provided in the precast concrete wall. The lower end of the first grouting channel is closed, and the upper end is open. On the middle parts of the opposite side surfaces of the precast concrete wall, grouting diversion grooves extending vertically are provided, and the openings of the grouting diversion grooves face the inner wall of the underground diaphragm wall installation groove. A channel assembly is provided in the precast concrete wall. The channel assembly includes a grouting connection channel connecting the first grouting channel and the grouting diversion groove. In this solution, after the precast concrete wall is hoisted into the underground diaphragm wall installation groove, concrete slurry can be injected into the first grouting channel through a grouting pump. The concrete slurry in the first grouting channel is injected into the grouting diversion groove through the grouting connection channel, and then flows into the gap between the precast concrete wall and the inner wall of the underground diaphragm wall installation groove through the grouting diversion groove, so as to fill the gap between the precast concrete wall and the inner wall of the underground diaphragm wall installation groove with the concrete slurry. In this way, during the subsequent process of casting concrete into the cavity between two adjacent precast concrete walls to form a cast-in-situ concrete wall, it can further avoid the problem that the cast-in-situ concrete (before the concrete solidifies) flows around through the gap between the precast concrete wall and the underground diaphragm wall installation groove to the adjacent cast-in-situ concrete wall, which affects the water-stop performance of the underground diaphragm wall. On the other hand, since the gap between the precast concrete wall and the inner wall of the underground diaphragm wall installation groove is filled with the concrete slurry, after the concrete slurry solidifies, the stability of the precast concrete wall will be effectively improved. In this way, during the process of casting concrete to form a cast-in-situ concrete wall, the problem that the precast concrete wall tilts under the pressure of the concrete before curing can be avoided (since the height of the underground diaphragm wall is relatively large, generally greater than 10 meters, and before the concrete in the cavity between two adjacent precast concrete walls solidifies, the pressure acting on the upper parts of the two adjacent precast concrete walls increases, which easily causes the precast concrete wall to tilt).

[0008] Preferably, it further includes a pre-filled partition device, which corresponds to the grouting diversion groove one by one. The pre-filled partition device includes two vertical grouting grooves provided on the side surface of the precast concrete wall where the grouting diversion groove is located and rubber sealing covers corresponding to the vertical grouting grooves one by one. The rubber sealing cover seals the notch of the corresponding vertical grouting groove. The grouting diversion groove is located between the two vertical grouting grooves. The channel assembly corresponds to the vertical grouting groove one by one. The grouting connection channel of the channel assembly includes a first connection channel connecting the first grouting channel and the corresponding vertical grouting groove and a second connection channel connecting the vertical grouting groove and the corresponding grouting diversion groove. The first connection channel communicates with the lower part of the corresponding vertical grouting groove, and the second connection channel communicates with the middle part or the upper middle part of the grouting diversion groove.

[0009] After the precast concrete wall is hoisted into the diaphragm wall installation groove, concrete slurry is injected into the first grouting channel through a grouting pump. The concrete slurry in the first grouting channel flows into the lower part of the corresponding vertical grouting groove through the first connection channel. During this process, the rubber sealing cover plate protrudes outwards under the extrusion of the concrete slurry in the vertical grouting groove and abuts against the inner wall of the diaphragm wall installation groove; when the liquid level of the concrete slurry in the vertical grouting groove is higher than the second connection channel, the concrete slurry in the vertical grouting groove flows into the grouting diversion groove through the second connection channel, and then the concrete slurry flows into the gap between the precast concrete wall and the inner wall of the diaphragm wall installation groove through the grouting diversion groove, so as to fill the gap between the precast concrete wall and the inner wall of the diaphragm wall installation groove with the concrete slurry.

[0010] In this way, before injecting the concrete slurry into the gap between the precast concrete wall and the inner wall of the diaphragm wall installation groove through the first grouting channel, the rubber sealing cover plates on the two vertical grouting grooves of the pre-filled partition device will first protrude outwards and abut against the inner wall of the diaphragm wall installation groove. Then, the concrete slurry flows into the grouting diversion groove between the rubber sealing cover plates on the two vertical grouting grooves and the gap between the precast concrete wall and the inner wall of the diaphragm wall installation groove. This can avoid the concrete slurry flowing around through the first grouting channel into the cavity where the cast-in-place concrete wall is located, forming concrete slag blocks, which reduces the water-stop performance between the cast-in-place diaphragm wall and the precast concrete wall and causes leakage problems.

[0011] Preferably, the outer surface of the rubber sealing cover plate is provided with an arc-shaped tile that is recessed into the vertical grouting groove. The arc-shaped tiles are distributed in the up-and-down direction, and the cross-section of the arc-shaped tile is circular. Since the arc-shaped tile is recessed into the vertical grouting groove, during the process of hoisting the precast concrete wall into the diaphragm wall installation groove, the arc-shaped tile will not come into contact with the inner wall of the diaphragm wall installation groove, avoiding damage to the arc-shaped tile and the rubber sealing cover plate; when the concrete slurry in the first grouting channel flows into the lower part of the corresponding vertical grouting groove through the first connection channel, the arc-shaped tile of the rubber sealing cover plate will bulge outwards under the extrusion of the concrete slurry and abut against the inner wall of the diaphragm wall installation groove, thereby improving the tightness of the fit between the rubber sealing cover plate and the inner wall of the diaphragm wall installation groove, and further avoiding the problem of the concrete slurry flowing around through the first grouting channel into the cavity where the cast-in-place concrete wall is located and forming concrete slag blocks.

[0012] Preferably, a number of rubber tabs are provided on one side of the arc-shaped tile facing the inner wall of the diaphragm wall installation groove, and the rubber tabs are distributed in the up and down direction. In this way, after the arc-shaped tile bulges out under the extrusion of the concrete slurry, the rubber tabs will abut against the inner wall of the diaphragm wall installation groove, thereby further improving the tightness between the rubber sealing cover plate and the inner wall of the diaphragm wall installation groove.

[0013] Preferably, a number of vertical reserved cavities are provided in the precast concrete wall, and one of the vertical reserved cavities forms the first grouting channel. In this way, the weight of the precast concrete wall can be reduced, which is convenient for the hoisting of the precast concrete wall.

[0014] Preferably, a vertical groove is also provided on the side of the precast concrete wall facing the cast-in-place concrete wall, and the cast-in-place concrete wall fills the vertical groove. In this way, not only the connection stability between the precast concrete wall and the cast-in-place concrete wall can be improved, but also the connection area between the precast concrete wall and the cast-in-place concrete wall can be increased, and the water stop effect can be improved.

[0015] Preferably, the width W of the precast concrete wall is 1-6 meters. If the width of the precast concrete wall is too small, the concrete flow-around path will be shortened, which is not conducive to solving the problem of cast-in-place concrete flow-around; while if the width of the precast concrete wall is too large, the precast concrete wall will be too heavy, which is not conducive to hoisting; therefore, in this solution, the width W of the precast concrete wall is set to 1-6 meters. In this way, on the one hand, the precast concrete wall can be prevented from being too heavy to facilitate hoisting, and on the other hand, the concrete flow-around path can be ensured to solve the problem of cast-in-place concrete flow-around.

[0016] Preferably, a steel reinforcement cage is provided in the precast concrete wall.

[0017] Preferably, a steel reinforcement cage is also provided in the cast-in-place concrete wall.

[0018] A construction method for an assembled integral diaphragm wall successively includes the following steps

[0019] First, excavate on the ground surface to form a diaphragm wall installation groove;

[0020] Second, hoist the precast concrete wall in the diaphragm wall installation groove, and leave a space for casting the cast-in-place concrete wall between adjacent precast concrete walls;

[0021] Hoist the steel reinforcement cage in the diaphragm wall installation groove between two adjacent precast concrete walls, and then cast concrete in the diaphragm wall installation groove between two adjacent precast concrete walls to form a cast-in-place concrete wall.

[0022] The beneficial effects of the present invention are as follows: it can not only shorten the construction period, effectively solve the problem that the cast-in-place concrete is prone to flow around, which affects the water-stop performance of the diaphragm wall, but also effectively solve the problems of brittle failure and poor integrity existing in the fully precast diaphragm wall. BRIEF DESCRIPTION OF THE DRAWINGS

[0023] Figure 1 is a top view of the assembled integral diaphragm wall according to the first specific embodiment of the present invention.

[0024] Figure 2 is a top view of the precast concrete wall of the assembled integral diaphragm wall according to the first specific embodiment of the present invention.

[0025] Figure 3 is a cross-sectional schematic view of the precast concrete wall of the assembled integral diaphragm wall according to the third specific embodiment of the present invention.

[0026] Figure 4 is Figure 3 a partial enlarged view of the part A in

[0027] In the figure:

[0028] Precast concrete wall 1, vertical reserved cavity 1.1, vertical groove 1.2;

[0029] Cast-in-place concrete wall 2;

[0030] Diaphragm wall installation groove 3;

[0031] Grouting diversion groove 4;

[0032] First grouting channel 5;

[0033] Pre-filled partition device 6, vertical grouting groove 6.1, rubber sealing cover plate 6.2, arc tile 6.3, rubber lug 6.4;

[0034] Grouting connection channel 7, first connection channel 7.1, second connection channel 7.2. DETAILED DESCRIPTION OF THE EMBODIMENTS

[0035] Specific embodiment 1: As Figure 1 , Figure 2 shown, an assembled integral diaphragm wall includes precast concrete walls 1 and cast-in-place concrete walls 2 arranged alternately in sequence, and the precast concrete walls and the cast-in-place concrete walls are integrated. The width W of the precast concrete wall is greater than the thickness T of the precast concrete wall. In this embodiment, the width W of the precast concrete wall is 1-6 meters. For example, the width W of the precast concrete wall is 1 meter or 2 meters or 3 meters or 4 meters or 5 meters. The precast concrete wall is provided with a steel reinforcement cage. The cast-in-place concrete wall is also provided with a steel reinforcement cage.

[0036] The assembled integral diaphragm wall of this embodiment is formed by arranging precast concrete walls and cast-in-situ concrete walls alternately in sequence. The precast concrete walls can be prefabricated and formed in a factory, thus shortening the construction period. The cast-in-situ concrete walls are formed by casting concrete on-site. By connecting each precast concrete wall into a whole through the cast-in-situ concrete walls, the overall stiffness and ductility of the diaphragm wall can be effectively improved, thereby effectively solving the problems of brittle failure and poor integrity existing in the fully precast diaphragm wall. On the other hand, since the width W of the precast concrete wall is greater than the thickness T of the precast concrete wall (the width of the precast concrete wall is much larger than the width of the precast diaphragm wall joint of the cast-in-situ diaphragm wall), the concrete flow-around path is effectively extended (the concrete flow-around path is not less than the width of the precast concrete wall). In this way, during the process of casting concrete in the cavity between two adjacent precast concrete walls to form a cast-in-situ concrete wall, it can effectively avoid the problem that the cast-in-situ concrete (before the concrete solidifies) flows around through the gap between the precast concrete wall and the installation groove of the diaphragm wall to the adjacent cast-in-situ concrete wall, which affects the water-stop performance of the diaphragm wall.

[0037] Specifically, the assembled integral diaphragm wall further includes a diaphragm wall installation groove 3. The diaphragm wall installation groove is excavated from the ground surface downward. The precast concrete walls and the cast-in-situ concrete walls are located in the diaphragm wall installation groove.

[0038] Furthermore, as Figure 2 shown, a number of vertical reserved cavities 1.1 are provided in the precast concrete wall. In this way, the weight of the precast concrete wall can be reduced, which is convenient for the hoisting of the precast concrete wall.

[0039] Furthermore, as Figure 1 , Figure 2 shown, vertical grooves 1.2 are also provided on the side surface of the precast concrete wall facing the cast-in-situ concrete wall, and the cast-in-situ concrete wall fills the vertical grooves. In this way, not only can the connection stability between the precast concrete wall and the cast-in-situ concrete wall be improved, but also the connection area between the precast concrete wall and the cast-in-situ concrete wall can be increased, improving the water-stop effect.

[0040] Specific embodiment two, a construction method of an assembled integral diaphragm wall. The specific structure of the assembled integral diaphragm wall refers to specific embodiment one. The construction method of the assembled integral diaphragm wall successively includes the following steps,

[0041] First, excavate a diaphragm wall installation groove on the ground surface.

[0042] Second, hoist precast concrete walls in the diaphragm wall installation groove, and leave a space for casting the cast-in-situ concrete wall between adjacent precast concrete walls.

[0043] Lift the steel reinforcement cage in the diaphragm wall installation groove between two adjacent precast concrete walls, and then pour concrete in the diaphragm wall installation groove between two adjacent precast concrete walls to form a cast-in-place concrete wall.

[0044] Specific Embodiment 3. The rest of the structure of this embodiment refers to Specific Embodiment 1, and the difference lies in that

[0045] As Figure 3 shown, a first grouting channel 5 extending vertically is provided in the precast concrete wall. The lower end of the first grouting channel is closed, and the upper end of the first grouting channel is open. Grouting diversion grooves 4 extending vertically are provided in the middle of the opposite side surfaces of the precast concrete wall, and the openings of the grouting diversion grooves face the inner wall of the diaphragm wall installation groove. A channel assembly is provided in the precast concrete wall, and the channel assembly includes a grouting connection channel 7 connecting the first grouting channel and the grouting diversion groove. After the precast concrete wall is lifted into the diaphragm wall installation groove, concrete slurry is injected into the first grouting channel through a grouting pump. Specifically, the grouting pipe of the grouting pump is inserted into the first grouting channel to directly inject the concrete slurry into the first grouting channel, or the upper end opening of the first grouting channel is blocked with a plug after the grouting pipe of the grouting pump is inserted into the first grouting channel, and then the grouting pipe of the grouting pump is inserted into the first grouting channel; then, the concrete slurry in the first grouting channel is injected into the grouting diversion groove through the grouting connection channel, and then the concrete slurry flows into the gap between the precast concrete wall and the inner wall of the diaphragm wall installation groove through the grouting diversion groove, so as to fill the gap between the precast concrete wall and the inner wall of the diaphragm wall installation groove with the concrete slurry. After the concrete slurry solidifies, the concrete bypass flow path between the precast concrete wall and the inner wall of the diaphragm wall installation groove will be blocked. In this way, during the subsequent construction of pouring the concrete wall, that is, during the process of pouring concrete into the cavity between two adjacent precast concrete walls to form a cast-in-place concrete wall, it is possible to further avoid the problem that the cast-in-place concrete (before the concrete solidifies) bypasses through the gap between the precast concrete wall and the diaphragm wall installation groove to the adjacent cast-in-place concrete wall, which affects the water-stop performance of the diaphragm wall. On the other hand, since the gap between the precast concrete wall and the inner wall of the diaphragm wall installation groove is filled with the concrete slurry, after the concrete slurry solidifies, the stability of the precast concrete wall will be effectively improved. In this way, during the process of pouring concrete to form a cast-in-place concrete wall, it is possible to avoid the problem that the precast concrete wall tilts under the pressure of the concrete before solidification (due to the relatively large height of the diaphragm wall, generally greater than 10 meters, the pressure acting on the upper part of two adjacent precast concrete walls increases before the concrete in the cavity between two adjacent precast concrete walls solidifies, which is likely to cause the precast concrete wall to tilt).

[0046] In this embodiment, one of the vertical reserved cavities in the precast concrete wall forms the first grouting channel, and the first grouting channel is located in the middle of the precast concrete wall.

[0047] Furthermore, as Figure 3 , Figure 4 shown, the assembled integral diaphragm wall also includes a pre-filled partition device 6. The pre-filled partition devices correspond to the grouting diversion grooves one by one. The pre-filled partition device includes two vertical grouting grooves 6.1 provided on the side surface of the precast concrete wall where the corresponding grouting diversion groove is located and rubber sealing covers 6.2 corresponding to the vertical grouting grooves one by one. Both ends of the vertical grouting groove are closed. The rubber sealing cover seals the notch of the corresponding vertical grouting groove. The grouting diversion groove is located between the two vertical grouting grooves. The channel assemblies correspond to the vertical grouting grooves one by one. The grouting connection channel 7 of the channel assembly includes a first connection channel 7.1 connecting the first grouting channel and the corresponding vertical grouting groove and a second connection channel 7.2 connecting the vertical grouting groove and the corresponding grouting diversion groove. The first connection channel communicates with the lower part of the corresponding vertical grouting groove, and the second connection channel communicates with the middle or upper middle part of the grouting diversion groove.

[0048] After the precast concrete wall is hoisted into the installation groove of the diaphragm wall, concrete slurry is injected into the first grouting channel through a grouting pump. The concrete slurry in the first grouting channel flows into the lower part of the corresponding vertical grouting groove through the first connection channel. During this process, the rubber sealing cover bulges outwards under the extrusion of the concrete slurry in the vertical grouting groove and abuts against the inner wall of the diaphragm wall installation groove; when the liquid level of the concrete slurry in the vertical grouting groove is higher than the second connection channel, the concrete slurry in the vertical grouting groove flows into the grouting diversion groove through the second connection channel, and then the concrete slurry flows into the gap between the precast concrete wall and the inner wall of the diaphragm wall installation groove through the grouting diversion groove, so as to fill the gap between the precast concrete wall and the inner wall of the diaphragm wall installation groove with the concrete slurry. In this way, before injecting the concrete slurry into the gap between the precast concrete wall and the inner wall of the diaphragm wall installation groove through the first grouting channel, the rubber sealing covers on the two vertical grouting grooves of the pre-filled partition device will first bulge outwards and abut against the inner wall of the diaphragm wall installation groove, and then the concrete slurry flows into the grouting diversion groove between the rubber sealing covers on the two vertical grouting grooves and the gap between the precast concrete wall and the inner wall of the diaphragm wall installation groove. This can prevent the concrete slurry injected into the gap between the precast concrete wall and the inner wall of the diaphragm wall installation groove through the first grouting channel from flowing around into the cavity where the cast-in-place concrete wall is located, forming concrete slag blocks, which reduces the water-stop performance between the cast-in-place diaphragm wall and the precast concrete wall and causes leakage problems.

[0049] Furthermore, as Figure 4As shown, an arc-shaped tile 6.3 that recesses into the vertical grouting groove is provided on the outer surface of the rubber sealing cover plate. The arc-shaped tiles are distributed in an up-and-down extension. The cross-section of the arc-shaped tile is arc-shaped. Since the arc-shaped tile recesses into the vertical grouting groove, in this way, during the process of hoisting the precast concrete wall into the installation groove of the diaphragm wall, the arc-shaped tile will not come into contact with the inner wall of the installation groove of the diaphragm wall, avoiding damage to the arc-shaped tile and the rubber sealing cover plate; and when the concrete slurry in the first grouting channel flows into the lower part of the corresponding vertical grouting groove through the first connection channel, the arc-shaped tile of the rubber sealing cover plate will bulge outwards under the extrusion of the concrete slurry during this process and abut against the inner wall of the installation groove of the diaphragm wall, thereby improving the tightness of the fit between the rubber sealing cover plate and the inner wall of the installation groove of the diaphragm wall, and further avoiding the problem that the concrete slurry between the precast concrete wall and the inner wall of the installation groove of the diaphragm wall flows around into the cavity where the cast-in-place concrete wall is located, forming concrete slag blocks.

[0050] Further, as Figure 4 shown, a number of rubber protrusions 6.4 are provided on one side of the arc-shaped tile facing the inner wall of the installation groove of the diaphragm wall, and the rubber protrusions are distributed in an up-and-down extension. In this way, after the arc-shaped tile bulges outwards under the extrusion of the concrete slurry, the rubber protrusions will abut against the inner wall of the installation groove of the diaphragm wall, thereby further improving the tightness of the fit between the rubber sealing cover plate and the inner wall of the installation groove of the diaphragm wall.

[0051] The above are only the preferred embodiments of the present invention and do not impose any limitations on the present invention. Any simple modifications, changes, and equivalent transformations made to the above embodiments according to the technical essence of the present invention still fall within the protection scope of the technical solution of the present invention.

Claims

1. An assembled integral diaphragm wall, characterized in that, It includes a diaphragm wall installation groove and precast concrete walls and cast-in-situ concrete walls arranged alternately in the diaphragm wall installation groove in sequence. The precast concrete walls and the cast-in-situ concrete walls are integrated. The width W of the precast concrete wall is greater than the thickness T of the precast concrete wall. In the middle of the opposite side surfaces of the precast concrete wall, there are grouting diversion grooves extending vertically. In the precast concrete wall, there is a channel assembly and a first grouting channel extending vertically. The first grouting channel is located in the middle of the precast concrete wall. The channel assembly includes a grouting connection channel connecting the first grouting channel and the grouting diversion groove. The opening of the grouting diversion groove faces the inner wall of the diaphragm wall installation groove. It also includes pre-filled partition devices corresponding to the grouting diversion grooves one by one. Each pre-filled partition device includes two vertical grouting grooves arranged on the side surface of the precast concrete wall where the grouting diversion groove is located and rubber sealing covers corresponding to the vertical grouting grooves one by one. The rubber sealing cover seals the notch of the corresponding vertical grouting groove. The grouting connection channel includes a first connection channel connecting the first grouting channel and the corresponding vertical grouting groove and a second connection channel connecting the vertical grouting groove and the corresponding grouting diversion groove.

2. The assembled integral diaphragm wall according to claim 1, characterized in that, The lower end of the first grouting channel is closed, and the upper end of the first grouting channel is open.

3. The assembled integral diaphragm wall according to claim 1, characterized in that, The channel assembly corresponds to the vertical grouting groove one by one. The grouting diversion groove is located between the two vertical grouting grooves. The first connection channel communicates with the lower part of the corresponding vertical grouting groove, and the second connection channel communicates with the middle or upper middle part of the grouting diversion groove.

4. The assembled integral diaphragm wall according to claim 1, wherein, On the outer surface of the rubber sealing cover, there is an arc-shaped tile sunken into the vertical grouting groove. The arc-shaped tile extends vertically, and the cross-section of the arc-shaped tile is circular.

5. The assembled integral diaphragm wall according to claim 4, wherein, On one side surface of the arc-shaped tile facing the inner wall of the diaphragm wall installation groove, there are several rubber convex pieces extending vertically.

6. The assembled integral diaphragm wall according to claim 2 or 3 or 4 or 5, characterized in that, In the precast concrete wall, there are several vertical reserved cavities, and one of the vertical reserved cavities forms the first grouting channel.

7. The assembled integral diaphragm wall according to claim 1 or 2 or 3 or 4 or 5, characterized in that, On the side surface of the precast concrete wall facing the cast-in-situ concrete wall, there is also a vertical groove, and the cast-in-situ concrete wall fills the vertical groove.

8. The assembled integral diaphragm wall according to claim 1 or 2 or 3 or 4 or 5, characterized in that, The width W of the precast concrete wall is 1 - 6 meters.

9. The construction method of the assembled integral diaphragm wall according to claim 5, characterized in that, It sequentially includes the following steps. First, excavate on the ground surface to form a diaphragm wall installation groove. Second, hoist the precast concrete wall in the diaphragm wall installation groove, and leave a space for casting the cast-in-situ concrete wall between adjacent precast concrete walls. Hoist the steel reinforcement cage in the diaphragm wall installation groove between two adjacent precast concrete walls, and then cast concrete in the diaphragm wall installation groove between two adjacent precast concrete walls to form a cast-in-situ concrete wall.

10. The construction method of the assembled integral diaphragm wall according to claim 9, characterized in that, After the precast concrete wall is hoisted into the diaphragm wall installation groove, concrete slurry is injected into the first grouting channel through a grouting pump. The concrete slurry in the first grouting channel flows into the lower part of the corresponding vertical grouting groove through the first connecting channel. During this process, the rubber sealing cover plate bulges outwards under the extrusion of the concrete slurry in the vertical grouting groove and abuts against the inner wall of the diaphragm wall installation groove; when the liquid level of the concrete slurry in the vertical grouting groove is higher than the second connecting channel, the concrete slurry in the vertical grouting groove flows into the grouting diversion groove through the second connecting channel, and then the concrete slurry flows into the gap between the precast concrete wall and the inner wall of the diaphragm wall installation groove through the grouting diversion groove, so as to fill the gap between the precast concrete wall and the inner wall of the diaphragm wall installation groove with the concrete slurry.

Images