A wallboard structure full cast-in-place embedded part and a pouring method using the embedded part

Abstract

The present application relates to a kind of wallboard structure full cast-in-situ embedded part and pouring method using the embedded part, can simultaneously realize four purposes of reserved hole, connecting column reinforcement cage implantation, connecting column reinforcement cage and prefabricated shear wall and floor steel connection, isolation tube removal in cast-in-place construction process, finally form a connecting column in cast-in-place structure body, which is integrally poured and formed, and has steel connection with shear wall and floor, penetrates floor and enters upper and lower shear wall, the connecting column connects and limits shear wall and floor, so that the combination between shear wall and floor and between upper and lower shear wall is no longer dependent on the binding force of new and old concrete at construction joint, greatly improve the integrity between upper and lower shear wall and between shear wall and floor, can more greatly avoid the misplacement between upper and lower shear wall and the collapse of floor, so as to improve the seismic resistance of building body.

Description

Technical Field

[0001] This invention relates to the field of cast-in-place building construction, specifically to a fully cast-in-place embedded component for wall panel structures and a casting method using the embedded component. Background Technology

[0002] Shear wall structures refer to building structures in which reinforced concrete walls replace beams and columns to bear vertical loads and horizontal loads caused by seismic forces. They are divided into prefabricated assembly and cast-in-place or partially cast-in-place construction methods. While prefabricated construction has lower costs and higher efficiency, its structural strength is not as good as cast-in-place construction. Therefore, cast-in-place construction is often used for buildings with high seismic resistance requirements. Cast-in-place construction generally involves pouring the concrete layer by layer. For example, the invention patent application number CN201310270017.4 discloses a pouring process for a frame-shear wall composite structure, which involves first pouring the shear walls and supporting beams and columns of the current floor, then pouring the floor slab, and so on, pouring upwards layer by layer. For example, the invention patent with application number 201811057405.3 discloses a shear wall casting structure and casting process, which uses the floor slab and the shear wall below the floor slab as a single casting unit, and casts layer by layer upwards. In the above casting process, whether the shear wall and the floor slab are cast separately or the shear wall and the upper floor slab are cast at the same time, the upper and lower shear walls are separated by the floor slab and form a whole by the bonding force between the old and new concrete. However, the bonding surface between the old and new concrete, that is, the construction joint, is a weak point in the building structure where fractures occur. This results in poor integrity between the upper and lower shear walls and between the shear wall and the floor slab. In an earthquake, the upper and lower shear walls are prone to misalignment, which affects the seismic performance of the building.

[0003] The invention patent application number 202310648962.7 discloses a vertical connection structure and construction method for precast shear walls with intensive reinforcement and indirect lap splicing. It forms a vertical connecting column through the upper and lower precast shear walls and floor slabs by post-grouting, thereby connecting and limiting the upper and lower shear walls and floor slabs. However, the steel bars of the vertical connecting column cannot be connected to the wall and floor slab steel bars. Especially for cast-in-place construction, the reserved holes are made using embedded pipes. To simultaneously achieve four objectives—reserving holes, inserting the connecting column steel cage, connecting the connecting column steel cage to the precast wall and floor slab steel bars, and removing the embedded pipes—presents many technical challenges, and currently there is no relevant process that can achieve this. Summary of the Invention

[0004] This invention provides a fully cast-in-place embedded component for wall panel structures and a casting method using the embedded component, aiming to solve the problem of poor structural integrity at the connection between existing shear wall and floor slabs.

[0005] The technical solution is as follows:

[0006] A fully cast-in-place embedded component for a wall panel structure includes an isolation pipe and a reinforcing cage. The isolation pipe is open at both ends, and the reinforcing cage is coaxially placed inside the isolation pipe. Three layers of radially extending connecting reinforcing bars are equidistantly distributed along the axial direction on the reinforcing cage. An axial clearance groove is provided on the isolation pipe, with the lower end of the clearance groove extending to the lower end of the isolation pipe. The connecting reinforcing bars of each layer pass through the clearance groove and exit outside the isolation pipe. Before pouring the structural components of each layer, the connecting reinforcing bars of the middle layer are tied to the reinforcing bars of the floor slab, the connecting reinforcing bars of the bottom layer are tied to the reinforcing bars of the shear wall below the floor slab, and the connecting reinforcing bars of the top layer are tied to the reinforcing bars of the shear wall above the floor slab.

[0007] A casting method utilizing embedded parts includes the following steps:

[0008] Step 1: Tie the reinforcing bars of the shear wall according to the designed wall location, and set up the shear wall pouring formwork;

[0009] Step 2: Arrange the connecting column steel cages at equal intervals on top of the steel bars of the shear wall, insert the lower third of the steel cage into the shear wall, and tie the bottom layer of connecting steel bars of the steel cage to the steel bars of the shear wall.

[0010] Step 3: Pre-embed isolation pipes at the location of the connecting column. The isolation pipes are sleeved on the outside of the steel cage of the connecting column. An axial clearance groove is opened on the isolation pipes, and the connecting steel bars pass through the clearance grooves to exit the isolation pipes.

[0011] Step 4: Fill the isolation pipe with cloth to completely and densely fill the inside of the isolation pipe, so that concrete cannot enter the isolation pipe during pouring.

[0012] Step 5: Pour the shear wall concrete to the top elevation of the shear wall on this floor, and vibrate it to compact it during the pouring process. Wait for the concrete to solidify.

[0013] Step 6: Erect floor slab formwork above the shear wall, tie floor slab reinforcement bars, and tie the connecting reinforcement bars of the middle layer of the reinforcement cage to the floor slab reinforcement bars;

[0014] Step 7: Pour the floor slab concrete to the floor level of that floor, and vibrate it to compact it during the pouring process. Wait for the floor slab concrete to solidify.

[0015] Step 8: Remove the cloth block inside the isolation pipe and dismantle the isolation pipe to form a pouring hole for the lower section of the connecting column. The upper third of the steel cage extends out of the hole.

[0016] Step 9: Based on the floor slab cast in Step 7, repeat Steps 1 to 8. When tying the shear wall reinforcement, tie the shear wall reinforcement to the top connecting reinforcement of the reinforcement cage of the floor below it until the top shear wall is cast. Then, remove the cloth block inside the isolation pipe at the top of the top shear wall and remove the isolation pipe. Then, set up the top floor slab formwork, tie the top floor slab reinforcement, and cast the top floor slab concrete. The top connecting column is cast simultaneously with the top floor slab. The top connecting column is two-thirds the height of the other connecting columns, and the top of the connecting column is at the same level as the top floor slab.

[0017] In step seven, if the floor slab needs to be poured in sections, the joint between the old and new concrete should not be located within one meter of the shear wall.

[0018] Before pouring the floor slab concrete, the top of the shear wall below the floor slab should be roughened. Before pouring the top floor slab concrete, the inner wall and bottom of the reserved hole for the connecting column after the isolation pipe is removed should also be roughened. Before pouring the shear wall concrete, the already formed floor slab position at the bottom of the shear wall, as well as the inner wall and bottom of the reserved hole for the connecting column after the isolation pipe is removed should be roughened.

[0019] Before pouring the concrete for the shear wall and the floor slab, a release agent must be applied to the outer wall of the isolation pipe.

[0020] A casting method utilizing embedded parts includes the following steps:

[0021] Step 1: Tie the reinforcing bars of the shear wall according to the designed wall location, and set up the shear wall pouring formwork;

[0022] Step 2: Arrange the connecting column steel cages at equal intervals on top of the steel bars of the shear wall, insert the lower third of the steel cage into the shear wall, and tie the bottom layer of connecting steel bars of the steel cage to the steel bars of the shear wall.

[0023] Step 3: Erect the floor slab formwork, tie the floor slab reinforcement bars, and tie the connecting reinforcement bars of the middle layer of the reinforcement cage to the floor slab reinforcement bars;

[0024] Step 4: Pre-embed isolation pipes at the location of the connecting column. The isolation pipes are sleeved on the outside of the steel cage of the connecting column. An axial clearance groove is opened on the isolation pipes, and the connecting steel bars pass through the clearance grooves to exit the isolation pipes.

[0025] Step 5: Fill the isolation pipe with cloth to completely and densely fill the inside of the isolation pipe, so that concrete cannot enter the isolation pipe during pouring.

[0026] Step 6: Simultaneously pour the floor slab concrete and the shear wall concrete below the floor slab, pouring to the floor slab elevation. During the pouring process, vibrate the concrete to compact it, and wait for the concrete to solidify.

[0027] Step 7: Remove the cloth block inside the isolation pipe and dismantle the isolation pipe to form a pouring hole for the lower section of the connecting column. The upper third of the steel cage extends out of the hole.

[0028] Step 8: Based on the floor slab cast in Step 6, repeat Steps 1 to 7. When tying the shear wall reinforcement, tie the shear wall reinforcement to the top connecting reinforcement of the reinforcement cage of the floor below it. After the top floor shear wall formwork is erected, there is no need to set up the reinforcement cage of the connecting column. After the top floor slab reinforcement is tied, there is no need to pre-embed isolation pipes. Directly pour the concrete of the top floor slab and shear wall to the top floor slab elevation.

[0029] In step six, if the floor slab needs to be poured in sections, the joint between the old and new concrete should not be located within one meter of the shear wall.

[0030] Before pouring concrete, roughen the inner wall and bottom of the pre-reserved holes for connecting columns at the bottom of the shear wall where the floor slab has already been formed, as well as after removing the isolation pipe.

[0031] Before pouring concrete, a release agent needs to be applied to the outer wall of the isolation pipe.

[0032] By utilizing the embedded parts and casting method of this invention, four objectives can be simultaneously achieved in the cast-in-place construction process: pre-reserved holes, insertion of the connecting column reinforcement cage, connection of the connecting column reinforcement cage with the precast shear wall and floor slab reinforcement, and removal of the isolation pipe. Ultimately, a connecting column is formed in the cast-in-place structure, integrally cast and connected with the shear wall and floor slab, penetrating the floor slab and extending into the upper and lower shear walls. This connecting column connects and limits the shear wall and floor slab, so that the shear wall and floor slab, as well as the upper and lower shear walls, no longer rely solely on the bonding force of the new and old concrete at the construction joint. This greatly improves the integrity between the upper and lower shear walls and between the shear wall and floor slab, and can largely prevent misalignment between the upper and lower shear walls and the collapse of the floor slab, thereby improving the seismic resistance of the building. Attached Figure Description

[0033] Figure 1 This is a front sectional view of a shear wall floor structure.

[0034] Figure 2 This is a front sectional view of the isolation pipe and the reinforcing cage.

[0035] Figure 3 This is a top sectional view of the isolation pipe and the reinforcing cage.

[0036] Figure 4 This is a 3D view of the isolation pipe and the reinforcing cage.

[0037] Figure 5 This is a 3D view of the steel reinforcement cage. Detailed Implementation

[0038] like Figures 2 to 4 As shown, a fully cast-in-place embedded component for a wall panel structure includes an isolation pipe 6 and a reinforcing cage 4. The isolation pipe 6 is open at both ends, and the reinforcing cage 4 is coaxially placed inside the isolation pipe 6. Figure 5 As shown, three layers of radially extending connecting steel bars 5 are equidistantly distributed along the axial direction on the reinforcing cage 4. An axial clearance groove 7 is provided on the isolation pipe 6, with the lower end of the clearance groove 7 extending to the lower end of the isolation pipe 6. Each layer of connecting steel bars 5 passes through the clearance groove 7 and exits the isolation pipe 6. Figure 1 As shown, before pouring the structural elements of each layer, the connecting steel bars 5 of the middle layer are tied to the steel bars of the floor slab 2, the connecting steel bars 5 of the bottom layer are tied to the steel bars of the shear wall 1 below the floor slab 2, and the connecting steel bars 5 of the top layer are tied to the steel bars of the shear wall 1 above the floor slab 2.

[0039] like Figure 1 As shown, the wall structure includes several layers of shear walls 1 and several layers of floor slabs 2. The floor slabs 2 are cast on top of the shear walls 1 below them. The upper shear walls 1 are cast above the floor slabs 2, aligned with the lower shear walls 1. The shear walls 1 and floor slabs 2 are cast layer by layer to eventually form a multi-story building structure. The reinforcing bars of the floor slabs 2 and the shear walls 1 are pre-embedded and tied together according to conventional construction requirements. It also includes several connecting columns 3 set at the connection between the shear walls 1 and the floor slabs 2. The upper and lower ends of each connecting column 3 penetrate the floor slabs 2. The upper end of the connecting column 3 extends into the bottom of the upper shear wall 1, and the lower end of the connecting column 3 extends into the lower shear wall 1. At the top, several connecting columns 3 are evenly distributed along the direction of the shear wall 1. When the lower shear wall 1 is poured, isolation pipes 6 and steel cages 4 are pre-embedded at the locations of the connecting columns 3. After the lower shear wall 1 and the floor slab 2 above it are poured, vertical holes are formed at the locations of the connecting columns 3. These holes are poured synchronously with the shear wall 1 above the floor slab 2 to form the connecting columns 3. The horizontal limiting and vertical connecting functions of the connecting columns 3 make the floor slab 2 and the shear walls 1 above and below the floor slab 2 form a whole, avoiding misalignment between the upper and lower shear walls 1 and between the floor slab 2 and the shear wall 1 during earthquakes, thus improving the seismic performance of the building.

[0040] The diameter of the connecting column 3 is greater than one-third of the thickness of the shear wall 1 and less than one-half of the thickness of the shear wall 1. This diameter range can ensure the strength of the connecting column 3 without excessively encroaching on the main structure of the shear wall 1 and the floor slab 2.

[0041] A casting method utilizing embedded parts includes the following steps:

[0042] Step 1: Tie the reinforcing bars of shear wall 1 according to the designed wall position, and set up the formwork for pouring shear wall 1.

[0043] Step 2: Arrange the steel cages 4 of the connecting column 3 at equal intervals on the top of the steel bars of the shear wall 1. Insert the lower third of the steel cage 4 into the shear wall 1 and tie the bottommost connecting steel bar 5 of the steel cage 4 to the steel bars of the shear wall 1.

[0044] Step 3: Pre-embed isolation pipe 6 at the location of connecting column 3. Isolation pipe 6 is a PVC pipe with open ends. Isolation pipe 6 is sleeved on the outside of the steel cage 4 of connecting column 3. An axial clearance groove 7 is opened on isolation pipe 6. The lower end of clearance groove 7 is opened to the lower end of isolation pipe 6, and the upper end is opened to the height of the uppermost connecting steel bar 5 of steel cage 4. The connecting steel bar 5 passes through clearance groove 7 and exits outside isolation pipe 6. Isolation pipe 6 is supported by the uppermost connecting steel bar 5.

[0045] Step 4: Fill the isolation tube 6 with cloth blocks to completely and densely fill the inside of the isolation tube 6, preventing concrete from entering the isolation tube 6 during pouring; fill the reinforcing cage 4 with cloth blocks and tamp them down. The cloth blocks will bulge out from the gaps in the reinforcing cage 4, filling the gaps between the inner wall of the isolation tube 6 and the reinforcing cage 4. If the cloth blocks filled from inside the reinforcing cage 4 cannot fill a certain gap, the gaps will be filled from outside the reinforcing cage 4 to ensure that the isolation tube 6 is completely filled with cloth blocks; while filling the cloth blocks, adjust the position of the isolation tube 6 in real time to make the isolation tube 6 coaxial with the reinforcing cage 4. After filling is completed, the horizontal position of the isolation tube 6 is fixed by the cloth blocks.

[0046] Step 5: Pour the concrete for shear wall 1 to the top elevation of shear wall 1 on this floor. Vibrate and compact the concrete during the pouring process, and wait for the concrete to solidify.

[0047] Step 6: Erect the formwork for floor slab 2 above shear wall 1, tie the reinforcing bars of floor slab 2, and tie the connecting reinforcing bars 5 of the middle layer of the reinforcing cage 4 to the reinforcing bars of floor slab 2.

[0048] Step 7: Pour the concrete for floor slab 2 to the elevation of floor slab 2 on this floor. Vibrate and compact the concrete during the pouring process, and wait for the concrete for floor slab 2 to solidify.

[0049] Step 8: Remove the cloth block inside the isolation pipe 6 and dismantle the isolation pipe 6 to form a casting hole for the lower section of the connecting column 3. The upper third of the steel cage 4 extends out of the hole to connect with the upper shear wall 1.

[0050] Step 9: Based on the floor slab 2 cast in Step 7, repeat Steps 1 to 8. When tying the reinforcing bars of the shear wall 1, tie the reinforcing bars of the shear wall 1 to the uppermost connecting reinforcing bars 5 of the reinforcing cage 4 of the layer below it. When pouring the concrete of the shear wall 1, the connecting columns 3 of the layer below it will be cast synchronously and integrally. After the top shear wall 1 is cast, remove the cloth block in the isolation pipe 6 at the top of the top shear wall 1 and remove the isolation pipe 6 of that layer. Then, set up the formwork of the top floor slab 2, tie the reinforcing bars of the top floor slab 2, and pour the concrete of the top floor slab 2. The connecting columns 3 of the top floor are cast synchronously with the top floor slab 2. The height of the connecting columns 3 of the top floor is two-thirds of the height of the other connecting columns 3. The top of the connecting columns 3 is at the same level as the top floor slab 2.

[0051] In step seven, if the area of ​​floor slab 2 is too large and needs to be poured in sections, the joint between the old and new concrete should not be set within one meter of shear wall 1 to avoid affecting the structural strength of shear wall 1.

[0052] Before pouring the concrete for floor slab 2, the top of the shear wall 1 below floor slab 2 should be roughened. Before pouring the concrete for the top floor slab 2, the inner wall and bottom of the reserved hole for connecting column 3 after removing the isolation pipe 6 should also be roughened. Before pouring the concrete for shear wall 1, the position of the already formed floor slab 2 at the bottom of shear wall 1, as well as the inner wall and bottom of the reserved hole for connecting column 3 after removing the isolation pipe 6, should be roughened to ensure good bonding between the old and new concrete.

[0053] Before pouring the concrete for shear wall 1 and floor slab 2, a release agent must be applied to the outer wall of the isolation pipe 6 so that the isolation pipe 6 can be removed after the concrete has solidified.

[0054] The above-mentioned casting method involves casting the shear wall 1 and the floor slab 2 separately. The advantage is that the formwork erection and concrete pouring are relatively simple. At the same time, due to the connection and restraint of the connecting column 3, the floor slab 2 can maintain good integrity with the shear wall 1 and the shear walls 1 of the upper and lower floors, thereby improving the seismic performance of the entire building.

[0055] A casting method utilizing embedded parts includes the following steps:

[0056] Step 1: Tie the reinforcing bars of shear wall 1 according to the designed wall position, and set up the formwork for pouring shear wall 1.

[0057] Step 2: Arrange the steel cages 4 of the connecting column 3 at equal intervals on the top of the steel bars of the shear wall 1. Insert the lower third of the steel cage 4 into the shear wall 1 and tie the bottommost connecting steel bar 5 of the steel cage 4 to the steel bars of the shear wall 1.

[0058] Step 3: Erect the formwork for floor slab 2, tie the reinforcing bars for floor slab 2, and tie the connecting reinforcing bars 5 of the middle layer of the reinforcing cage 4 to the reinforcing bars for floor slab 2; the connection between the formwork for floor slab 2 and the formwork for shear wall 1 below it should be properly sealed and reinforced to prevent grout leakage and formwork bulging;

[0059] Step 4: Pre-embed isolation pipe 6 at the location of connecting column 3. Isolation pipe 6 is a PVC pipe with open ends. Isolation pipe 6 is sleeved on the outside of the steel cage 4 of connecting column 3. An axial clearance groove 7 is opened on isolation pipe 6. The lower end of clearance groove 7 is opened to the lower end of isolation pipe 6, and the upper end is opened to the height of the uppermost connecting steel bar 5 of steel cage 4. The connecting steel bar 5 passes through clearance groove 7 and exits outside isolation pipe 6. Isolation pipe 6 is supported by the uppermost connecting steel bar 5.

[0060] Step 5: Fill the isolation tube 6 with cloth blocks to completely and densely fill the inside of the isolation tube 6, preventing concrete from entering the isolation tube 6 during pouring; fill the reinforcing cage 4 with cloth blocks and tamp them down. The cloth blocks will bulge out from the gaps in the reinforcing cage 4, filling the gaps between the inner wall of the isolation tube 6 and the reinforcing cage 4. If the cloth blocks filled from inside the reinforcing cage 4 cannot fill a certain gap, the gaps will be filled from outside the reinforcing cage 4 to ensure that the isolation tube 6 is completely filled with cloth blocks; while filling the cloth blocks, adjust the position of the isolation tube 6 in real time to make the isolation tube 6 coaxial with the reinforcing cage 4. After filling is completed, the horizontal position of the isolation tube 6 is fixed by the cloth blocks.

[0061] Step 6: Simultaneously pour concrete for floor slab 2 and the shear wall 1 below floor slab 2, pouring to the elevation of floor slab 2. During the pouring process, vibrate the concrete to make it dense, and wait for the concrete to solidify.

[0062] Step 7: Remove the cloth block inside the isolation pipe 6 and dismantle the isolation pipe 6 to form a casting hole for the lower section of the connecting column 3. The upper third of the steel cage 4 extends out of the hole to connect with the upper shear wall 1.

[0063] Step 8: Based on the floor slab 2 cast in Step 6, repeat Steps 1 to 7. When tying the reinforcing bars of shear wall 1, tie the reinforcing bars of shear wall 1 to the uppermost connecting reinforcing bars 5 of the reinforcing cage 4 of the floor below it. When pouring the concrete of shear wall 1, the connecting column 3 of the floor below it will be cast in one piece at the same time. After the formwork of the top floor shear wall 1 is erected, there is no need to set the reinforcing cage 4 of the connecting column 3. After the reinforcing bars of the top floor slab 2 are tied, there is no need to pre-embed the isolation pipe 6. Directly pour the concrete of the top floor slab 2 and shear wall 1 to the elevation of the top floor slab 2.

[0064] In step six, if the area of ​​floor slab 2 is too large and needs to be poured in sections, the joint between the old and new concrete should not be set within one meter of shear wall 1 to avoid affecting the structural strength of shear wall 1.

[0065] Before pouring concrete, roughen the inner wall and bottom of the pre-reserved hole in the connecting column 3 at the bottom of the shear wall 1 where the floor slab 2 is already formed, as well as after removing the isolation pipe 6, so as to ensure good bonding between the old and new concrete.

[0066] Before pouring concrete, a release agent needs to be applied to the outer wall of the isolation pipe 6 so that the isolation pipe 6 can be removed after the concrete has solidified.

[0067] This casting method involves casting the floor slab 2 and the lower shear wall 1 in one go. With the connection and limiting function of the connecting column 3, the overall integrity of the building is stronger and the seismic resistance is better. The disadvantage is that because the shear wall 1 and the floor slab 2 are cast in one go, the formwork support and casting are more difficult and the process requirements are higher. It is suitable for buildings with higher seismic resistance requirements.

[0068] This invention enables the formation of a connecting column 3, which is integrally cast and connected to both the shear wall 1 and the floor slab 2 with steel reinforcement, in the cast-in-place construction process. This column penetrates the floor slab 2 and extends into the shear walls 1 of the upper and lower floors, greatly improving the integrity between the shear walls 1 of the upper and lower floors and between the shear walls 1 and the floor slab 2. This can better prevent misalignment between the upper and lower shear walls 1 and the collapse of the floor slab 2, thereby improving the seismic resistance of the building.

Claims

1. A casting method utilizing embedded parts, characterized in that, The embedded parts include an isolation pipe (6) and a steel cage (4). The isolation pipe (6) is open at both ends. The steel cage (4) is coaxially placed inside the isolation pipe (6). Three layers of radially extending connecting steel bars (5) are equidistantly distributed along the axial direction on the steel cage (4). An axial clearance groove (7) is provided on the isolation pipe (6). The lower end of the clearance groove (7) is opened to the lower end of the isolation pipe (6). The connecting steel bars (5) of each layer pass through the clearance groove (7) and exit outside the isolation pipe (6). Before pouring each layer of structure, the connecting steel bars (5) of the middle layer are tied to the steel bars of the floor slab (2). The connecting steel bars (5) of the lowest layer are tied to the steel bars of the shear wall (1) below the floor slab (2). The connecting steel bars (5) of the highest layer are tied to the steel bars of the shear wall (1) above the floor slab (2). The casting method includes the following steps: Step 1: Tie the reinforcing bars of the shear wall (1) according to the designed wall position, and set up the shear wall (1) pouring formwork; Step 2: Arrange the steel cages (4) of the connecting columns (3) at equal intervals on the top of the steel bars of the shear wall (1), insert one-third of the lower end of the steel cage (4) into the shear wall (1), and tie the bottommost connecting steel bars (5) of the steel cage (4) to the steel bars of the shear wall (1); Step 3: Pre-embed isolation pipe (6) at the location of connecting column (3). The isolation pipe (6) is sleeved on the outside of the steel cage (4) of the connecting column (3). An axial clearance groove (7) is opened on the isolation pipe (6). The connecting steel bar (5) passes through the clearance groove (7) and exits the isolation pipe (6). Step 4: Fill the isolation pipe (6) with cloth to completely and densely fill the inside of the isolation pipe (6) so that concrete cannot enter the isolation pipe (6) during pouring. Step 5: Pour the concrete for the shear wall (1) to the top elevation of the shear wall (1) of this layer. Vibrate and compact the concrete during the pouring process, and wait for the concrete to solidify. Step 6: Set up the formwork for the floor slab (2) above the shear wall (1), tie the reinforcing bars of the floor slab (2), and tie the connecting reinforcing bars (5) of the middle layer of the reinforcing cage (4) to the reinforcing bars of the floor slab (2); Step 7: Pour the concrete of floor slab (2) to the elevation of floor slab (2) of this floor. Vibrate and compact the concrete during the pouring process. Wait for the concrete of floor slab (2) to solidify. Step 8: Remove the cloth block inside the isolation pipe (6) and dismantle the isolation pipe (6) to form the casting hole for the lower section of the connecting column (3). One-third of the upper section of the steel cage (4) extends out of the hole. Step 9: Based on the floor slab (2) cast in Step 7, repeat Step 1 to Step 8. When binding the shear wall (1) reinforcement, bind the shear wall (1) reinforcement to the top connecting reinforcement (5) of the reinforcement cage (4) of the floor below it until the top shear wall (1) is cast. Then remove the cloth block in the isolation pipe (6) at the top of the top shear wall (1) and remove the isolation pipe (6) of that floor. Then set up the formwork of the top floor slab (2), bind the top floor slab (2) reinforcement and cast the top floor slab (2) concrete. The top connecting column (3) is cast synchronously with the top floor slab (2). The top connecting column (3) is two-thirds the height of the other connecting columns (3). The top of the connecting column (3) is at the same level as the top floor slab (2).

2. The casting method using embedded parts according to claim 1, characterized in that, In step seven, if the floor slab (2) needs to be poured in sections, the joint between the old and new concrete should not be set within one meter of the shear wall (1).

3. A casting method utilizing embedded parts, characterized in that, The embedded parts include an isolation pipe (6) and a steel cage (4). The isolation pipe (6) is open at both ends. The steel cage (4) is coaxially placed inside the isolation pipe (6). Three layers of radially extending connecting steel bars (5) are equidistantly distributed along the axial direction on the steel cage (4). An axial clearance groove (7) is provided on the isolation pipe (6). The lower end of the clearance groove (7) is opened to the lower end of the isolation pipe (6). The connecting steel bars (5) of each layer pass through the clearance groove (7) and exit outside the isolation pipe (6). Before pouring each layer of structure, the connecting steel bars (5) of the middle layer are tied to the steel bars of the floor slab (2). The connecting steel bars (5) of the lowest layer are tied to the steel bars of the shear wall (1) below the floor slab (2). The connecting steel bars (5) of the highest layer are tied to the steel bars of the shear wall (1) above the floor slab (2). The casting method includes the following steps: Step 1: Tie the reinforcing bars of the shear wall (1) according to the designed wall position, and set up the shear wall (1) pouring formwork; Step 2: Arrange the steel cages (4) of the connecting columns (3) at equal intervals on the top of the steel bars of the shear wall (1), insert one-third of the lower end of the steel cage (4) into the shear wall (1), and tie the bottommost connecting steel bars (5) of the steel cage (4) to the steel bars of the shear wall (1); Step 3: Erect the formwork for the floor slab (2), tie the reinforcing bars of the floor slab (2), and tie the connecting reinforcing bars (5) of the middle layer of the reinforcing cage (4) to the reinforcing bars of the floor slab (2); Step 4: Pre-embed isolation pipe (6) at the location of connecting column (3). The isolation pipe (6) is sleeved on the outside of the steel cage (4) of the connecting column (3). An axial clearance groove (7) is opened on the isolation pipe (6). The connecting steel bar (5) passes through the clearance groove (7) and exits the isolation pipe (6). Step 5: Fill the isolation tube (6) with cloth to completely and densely fill the inside of the isolation tube (6) so that concrete cannot enter the isolation tube (6) during pouring; Step 6: Simultaneously pour concrete for the floor slab (2) and the shear wall (1) below the floor slab (2), pouring to the elevation of the floor slab (2). During the pouring process, vibrate the concrete to make it dense, and wait for the concrete to solidify. Step 7: Remove the cloth block inside the isolation pipe (6) and dismantle the isolation pipe (6) to form the casting hole for the lower section of the connecting column (3). One-third of the upper section of the steel cage (4) extends out of the hole. Step 8: Based on the floor slab (2) cast in Step 6, repeat Step 1 to Step 7. When binding the reinforcing bars of the shear wall (1), bind the reinforcing bars of the shear wall (1) to the uppermost connecting reinforcing bars (5) of the reinforcing cage (4) of the floor below it. After the formwork of the top floor shear wall (1) is completed, there is no need to set up the reinforcing cage (4) of the connecting column (3). After the reinforcing bars of the top floor slab (2) are bound, there is no need to pre-embed the isolation pipe (6). Directly pour the concrete of the top floor slab (2) and the shear wall (1) to the elevation of the top floor slab (2).

4. The casting method using embedded parts according to claim 3, characterized in that, In step six, if the floor slab (2) needs to be poured in sections, the joint between the old and new concrete should not be set within one meter of the shear wall (1).

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