Wallboard structure full cast-in-place embedded part and pouring method using embedded part

Abstract

The invention relates to a full cast-in-place embedded part of a wallboard structure and a pouring method using the embedded part, which can simultaneously realize the four purposes of reserving holes, implanting a connecting column reinforcement cage, connecting the connecting column reinforcement cage with a prefabricated shear wall and a floor reinforcement, and dismantling an isolation pipe in a cast-in-place construction process. And finally, a connecting column which is connected with the shear walls and the floor slab through steel bars, is integrally formed in a pouring mode, penetrates through the floor slab and penetrates into the upper-layer shear wall and the lower-layer shear wall is formed in the cast-in-place structural body, and the shear walls and the floor slab are connected and limited through the connecting column. The shear walls and the floors and the upper and lower shear walls do not depend on the binding force of new and old concrete at the construction joints any more, the integrity between the upper and lower shear walls and the integrity between the shear walls and the floors are greatly improved, dislocation between the upper and lower shear walls and collapse of the floors can be avoided to a greater extent, and therefore the earthquake resistance of a building is improved.

Description

Technical Field

[0001] The invention relates to the field of cast-in-place building construction, in particular to a fully cast-in-place embedded part of a wall panel structure and a casting method using the embedded part. Background Art

[0002] Shear wall structure refers to a building structure that uses reinforced concrete walls instead of beams and columns to bear vertical loads and horizontal loads caused by earthquakes. It is divided into prefabricated assembly and cast-in-place or partial cast-in-place construction methods. Although assembly construction has low construction costs and high construction efficiency, its structural strength is not as good as cast-in-place construction. Therefore, cast-in-place construction is used for some buildings with high seismic requirements. Cast-in-place construction is generally cast layer by layer. For example, the invention patent with application number: CN201310270017.4 discloses a casting process for a frame shear wall composite structure, which first casts the shear wall and beam-column supporting structures of the current layer, and then casts the floor slab of the current layer, and so on. Another example is the invention patent with application number: 201811057405.3, which discloses a shear wall joint 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 upward layer by layer; 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 one time, the upper and lower shear walls are separated by the floor slab, and form a whole by the bonding force between the new and old concrete, and the bonding surface of the new and old concrete, that is, the construction joint, is a weak part of the building where fracture occurs, resulting 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 dislocation, affecting the seismic performance of the building.

[0003] The invention patent with application number: 202310648962.7 discloses a prefabricated shear wall vertical connection structure and construction method with intensive reinforcement and indirect overlap. It forms a vertical connection column that penetrates the upper and lower shear walls and the floor slabs by post-grouting between the upper and lower prefabricated shear walls and the floor slabs, thereby connecting and limiting the upper and lower shear walls and the floor slabs; however, the steel bars of its vertical connection column cannot be connected to the wall and floor slab steel bars. Especially for cast-in-place construction, the reserved holes are embedded in the form of embedded pipes. To achieve the four goals of reserved holes, implantation of connection column steel cages, connection of connection column steel cages with prefabricated wall and floor slab steel bars, and removal of embedded pipes at the same time, there are many technical difficulties, and currently there is no relevant process that can achieve this. Summary of the invention

[0004] The invention provides a fully cast-in-place embedded part of a wall panel structure and a casting method using the embedded part, aiming to solve the problem of poor structural integrity at the connection of existing shear walls and floor slabs.

[0005] The technical solution is: A fully cast-in-place embedded part of a wall panel structure comprises an isolation pipe and a steel cage, wherein both ends of the isolation pipe are open, the steel cage is coaxially arranged in the isolation pipe, three layers of radially extending connecting steel bars are equidistantly distributed along the axial direction on the steel cage, an axial avoidance groove is provided on the isolation pipe, the lower end of the avoidance groove is opened to the lower end of the isolation pipe, and each layer of connecting steel bars passes through the avoidance groove and out of the isolation pipe. Before casting each layer of the structure, the connecting steel bars of the middle layer are tied to the steel bars of the floor slab, the connecting steel bars of the lowest layer are tied to the steel bars of the shear wall below the floor slab, and the connecting steel bars of the highest layer are tied to the steel bars of the shear wall above the floor slab.

[0006] A casting method using embedded parts comprises the following steps: Step 1: Tie the steel bars of the shear wall according to the designed wall position and support the shear wall casting formwork; Step 2: Arrange the steel cages of the connection columns equidistantly on the top of the steel bars of the shear wall, insert the lower third of the steel cages into the shear wall, and tie the lowest layer of connecting steel bars of the steel cages to the steel bars of the shear wall; Step 3: pre-embed an isolation pipe at the connection column position, the isolation pipe is sleeved on the outside of the steel cage of the connection column, an axial avoidance groove is opened on the isolation pipe, and the connecting steel bar passes through the avoidance groove and out of the isolation pipe; Step 4: Fill the isolation tube with cloth to completely fill the inside of the isolation tube so that concrete cannot enter the isolation tube during pouring; Step 5: pour the shear wall concrete to the top elevation of the shear wall layer, vibrate and compact it during the pouring process, and wait for the concrete to solidify; Step 6: Support the floor formwork above the shear wall, tie the floor reinforcement, and tie the connecting reinforcement of the middle layer of the reinforcement cage to the floor reinforcement; Step 7: pour the floor slab concrete to the floor slab elevation of the layer, vibrate and compact it during the pouring process, and wait for the floor slab concrete to solidify; Step 8: Take out the cloth block in the isolation tube and remove the isolation tube to form a casting hole for connecting the lower section of the column, and the upper third of the steel cage extends out of the hole; Step nine, based on the floor slab cast in step seven, repeat steps one to eight, wherein when tying the shear wall reinforcement, tie the reinforcement of the shear wall with the topmost connecting reinforcement of the reinforcement cage of the layer below it, until the shear wall of the top layer is cast, take out the cloth in the isolation tube at the top of the shear wall of the top layer and remove the isolation tube of that layer, then support the top floor slab formwork, tie the top floor slab reinforcement and cast the top floor slab concrete, the top floor connecting column is cast simultaneously with the top floor slab, the top floor connecting column is two-thirds of the height of the other connecting columns, and the top of the connecting column is at the same height as the top floor slab elevation.

[0007] In step seven, if the floor slab needs to be poured in different areas, the joint between the new and old concrete cannot be set within the area one meter away from the shear wall.

[0008] 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 the bottom of the hole reserved for the connecting column after removing the isolation pipe should also be roughened. Before pouring the shear wall concrete, the formed floor slab position at the bottom of the shear wall and the inner wall and the bottom of the hole reserved for the connecting column after removing the isolation pipe should be roughened.

[0009] Before pouring shear wall concrete and floor slab concrete, a release agent must be applied to the outer wall of the isolation pipe.

[0010] A casting method using embedded parts comprises the following steps: Step 1: Tie the steel bars of the shear wall according to the designed wall position and support the shear wall casting formwork; Step 2: Arrange the steel cages of the connection columns equidistantly on the top of the steel bars of the shear wall, insert the lower third of the steel cages into the shear wall, and tie the lowest layer of connecting steel bars of the steel cages to the steel bars of the shear wall; Step 3: Support the floor slab formwork, tie the floor slab steel bars, and tie the connecting steel bars of the middle layer of the steel cage to the floor slab steel bars; Step 4: pre-embed an isolation pipe at the connection column position, the isolation pipe is sleeved on the outside of the steel cage of the connection column, an axial avoidance groove is opened on the isolation pipe, and the connecting steel bar passes through the avoidance groove and out of the isolation pipe; Step 5: Fill the isolation tube with cloth to completely fill the inside of the isolation tube so that concrete cannot enter the isolation tube during pouring; Step 6: Simultaneously pour the floor slab concrete and the shear wall concrete below the floor slab to the floor slab elevation of the layer. During the pouring process, the concrete is vibrated and compacted until the concrete solidifies. Step 7: Take out the cloth piece in the isolation tube and remove the isolation tube to form a casting hole for connecting the lower section of the column, and the upper third of the steel cage extends out of the hole; Step eight, based on the floor slab cast in step six, repeat steps one to seven, wherein when tying the shear wall reinforcement, tie the reinforcement of the shear wall with the topmost connecting reinforcement of the reinforcement cage of the layer below it; until the top shear wall formwork is completed, there is no need to set up the reinforcement cage of the connecting column, and after the reinforcement of the top floor slab is tied, there is no need to pre-embed the isolation pipe, and directly cast the top floor slab and shear wall concrete to the top floor slab elevation.

[0011] In step six, if the floor slab needs to be poured in sections, the joint between the new and old concrete cannot be set within the area one meter away from the shear wall.

[0012] Before pouring concrete, the formed floor slab at the bottom of the shear wall and the inner wall and bottom of the reserved holes for the connecting columns after removing the isolation pipes shall be roughened.

[0013] Before pouring concrete, a release agent needs to be applied to the outer wall of the isolation pipe.

[0014] By utilizing the embedded parts and casting method of the present invention, four purposes can be achieved simultaneously in the cast-in-place construction process, namely, reserving holes, implanting connecting column steel cages, connecting the connecting column steel cages with prefabricated shear walls and floor slab steel bars, and removing isolation pipes. Finally, a connecting column is formed in the cast-in-place structure, which is connected to both the shear wall and the floor slab with steel bars, is integrally cast, penetrates the floor slab and penetrates the upper and lower shear walls. The connecting column connects and limits the shear wall and the floor slab, so that the shear wall and the floor slab, as well as the upper and lower shear walls, no longer rely solely on the bonding strength of the new and old concrete at the construction joints, greatly improving the integrity between the upper and lower shear walls and between the shear wall and the floor slab, and can avoid misalignment between the upper and lower shear walls and collapse of the floor slab to a greater extent, thereby improving the seismic resistance of the building. BRIEF DESCRIPTION OF THE DRAWINGS

[0015] Figure 1 This is the main sectional view of the shear wall floor structure.

[0016] Figure 2 This is the main cross-sectional view of the isolation tube and steel cage.

[0017] Figure 3 It is a top view of the isolation tube and the steel cage.

[0018] Figure 4 A three-dimensional diagram of the isolation tube and the steel cage.

[0019] Figure 5 This is a three-dimensional diagram of the steel cage. DETAILED DESCRIPTION

[0020] like Figures 2 to 4 As shown, a fully cast-in-place embedded part of a wall panel structure includes an isolation tube 6 and a steel cage 4. The isolation tube 6 has openings at both ends, and the steel cage 4 is coaxially placed in the isolation tube 6; Figure 5 As shown, three layers of radially extending connecting steel bars 5 are evenly distributed along the axial direction on the steel cage 4, and an axial avoidance groove 7 is opened on the isolation tube 6. The lower end of the avoidance groove 7 is opened to the lower end of the isolation tube 6, and each layer of connecting steel bars 5 passes through the avoidance groove 7 and goes out of the isolation tube 6; Figure 1 As shown, before pouring each layer 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 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.

[0021] like Figure 1As shown, the wall panel structure includes several layers of shear walls 1 and several layers of floor slabs 2. The floor slabs 2 are cast on the top of the shear walls 1 of the lower layer, and the shear walls 1 of the upper layer are aligned with the shear walls 1 of the lower layer and cast above the floor slabs 2. The shear walls 1 and the floor slabs 2 are cast layer by layer to finally form a multi-layer building structure. The steel bars of the floor slabs 2 and the steel bars of the shear walls 1 are pre-buried and tied according to conventional construction requirements; it also includes several connecting columns 3 arranged at the connection between the shear walls 1 and the floor slabs 2, and the upper and lower ends of each connecting column 3 penetrate the floor slab 2, the upper end of the connecting column 3 extends into the bottom of the shear wall 1 of the upper layer, and the lower end of the connecting column 3 extends into the shear wall 1 of the lower layer. At the top, a number of connecting columns 3 are evenly spaced along the direction of the shear wall 1. When the shear wall 1 of the lower layer is cast, the isolation pipe 6 and the steel cage 4 are pre-buried at the position of the connecting column 3. After the shear wall 1 of the lower layer and the floor slab 2 above it are cast, a vertical hole is formed at the position of the connecting column 3. The hole is cast synchronously with the shear wall 1 above the floor slab 2 of this layer to form the connecting column 3. The horizontal limiting and vertical connecting function of the connecting column 3 makes 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 an earthquake, thereby improving the seismic performance of the building.

[0022] 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 .

[0023] A casting method using embedded parts comprises the following steps: Step 1: Tie the steel bars of the shear wall 1 according to the designed wall position and support the casting formwork of the shear wall 1; Step 2: Arrange the steel cages 4 of the connecting columns 3 equidistantly on the top of the steel bars of the shear wall 1, insert the lower third of the steel cages 4 into the shear wall 1, and tie the bottom layer of the connecting steel bars 5 of the steel cages 4 to the steel bars of the shear wall 1; Step three, pre-buried isolation pipe 6 at the position of connecting column 3, isolation pipe 6 adopts PVC pipe with openings at both ends, isolation pipe 6 is sleeved on the outside of steel cage 4 of connecting column 3, axial avoidance groove 7 is opened on isolation pipe 6, the lower end of avoidance groove 7 is opened to the lower end of isolation pipe 6, and the upper end is opened to the height of the top layer of connecting steel bar 5 of steel cage 4, the connecting steel bar 5 passes through the avoidance groove 7 and goes out of isolation pipe 6, and isolation pipe 6 is supported by the top layer of connecting steel bar 5; Step 4: fill the isolation tube 6 with cloth blocks to completely fill the inside of the isolation tube 6 so that concrete cannot enter the isolation tube 6 during pouring; fill the cloth blocks in the steel cage 4 and compact them. The cloth blocks bulge out from the gaps in the steel cage 4 to fill the gaps between the inner wall of the isolation tube 6 and the steel cage 4. If the cloth blocks filled in the steel cage 4 cannot fill a certain gap, then fill the gap from outside the steel cage 4 to ensure that the isolation tube 6 is completely filled with the cloth blocks; when filling the cloth blocks, adjust the position of the isolation tube 6 in real time to make the isolation tube 6 coaxial with the steel cage 4. After filling, the horizontal position of the isolation tube 6 is fixed by the cloth blocks; Step 5, pouring the shear wall (1) concrete to the top elevation of the shear wall (1) layer, vibrating and compacting the concrete during the pouring process, and waiting for the concrete to solidify; Step 6: Support the floor slab 2 formwork above the shear wall 1, tie the floor slab 2 steel bars, and tie the connecting steel bars 5 of the middle layer of the steel cage 4 to the floor slab 2 steel bars; Step 7: pour the concrete of floor slab 2 to the elevation of floor slab 2 of the layer, vibrate and compact it during pouring, and wait for the concrete of floor slab 2 to solidify; Step eight, take out the cloth block inside the isolation tube 6 and dismantle the isolation tube 6, forming a casting hole for the lower section of the connection column 3, and the upper third of the steel cage 4 extends out of the hole to be connected to the shear wall 1 on the upper layer; Step nine, based on the floor slab 2 cast in step seven, repeat steps one to eight, wherein when tying the steel bars of the shear wall 1, tie the steel bars of the shear wall 1 with the uppermost connecting steel bars 5 of the steel cage 4 of the layer below it, and when pouring the concrete of the shear wall 1, the connecting columns 3 of the layer below it will be cast and formed synchronously, until the casting of the shear wall 1 of the top layer is completed, take out the cloth pieces in the isolation tube 6 on the top of the top shear wall 1 and remove the isolation tube 6 of this layer, then support the formwork of the top floor slab 2, tie the steel bars of the top floor slab 2 and pour the concrete of the top floor slab 2, the connecting columns 3 of the top layer are cast synchronously with the top floor slab 2, the connecting columns 3 of the top layer are two-thirds of the height of the remaining connecting columns 3, and the top of the connecting columns 3 is at the same height as the elevation of the top floor slab 2.

[0024] In step seven, if the floor slab 2 is too large and needs to be poured in different areas, the joint between the new and old concrete cannot be set within a one-meter area away from the shear wall 1 to avoid affecting the structural strength of the shear wall 1.

[0025] Before pouring the concrete of the floor slab 2, the top of the shear wall 1 below the floor slab 2 is roughened. Before pouring the concrete of the top floor slab 2, the inner wall and the bottom of the hole reserved for the connecting column 3 after removing the isolation pipe 6 are also roughened. Before pouring the concrete of the shear wall 1, the formed floor slab 2 position at the bottom of the shear wall 1 and the inner wall and the bottom of the hole reserved for the connecting column 3 after removing the isolation pipe 6 are roughened to ensure a good combination of the new and old concrete.

[0026] Before pouring the concrete of the shear wall 1 and the floor slab 2, a release agent needs to be applied to the outer wall of the isolation tube 6 so that the isolation tube 6 can be removed after the concrete solidifies.

[0027] In the above casting method, the shear wall 1 and the floor slab 2 are cast separately. The advantage is that the formwork support and concrete pouring are relatively simple. At the same time, due to the connection and limitation of the connecting column 3, the floor slab 2 and the shear wall 1 as well as the upper and lower shear walls 1 can maintain good integrity, thereby improving the seismic performance of the entire building.

[0028] A casting method using embedded parts comprises the following steps: Step 1: Tie the steel bars of the shear wall 1 according to the designed wall position and support the casting formwork of the shear wall 1; Step 2: Arrange the steel cages 4 of the connecting columns 3 equidistantly on the top of the steel bars of the shear wall 1, insert the lower third of the steel cages 4 into the shear wall 1, and tie the bottom layer of the connecting steel bars 5 of the steel cages 4 to the steel bars of the shear wall 1; Step 3: Support the floor 2 formwork, tie the floor 2 steel bars, and tie the connecting steel bars 5 of the middle layer of the steel cage 4 to the floor 2 steel bars; the connection between the floor 2 formwork and the shear wall 1 formwork below it needs to be sealed and reinforced to avoid leakage and expansion of the formwork; Step 4: pre-embed an isolation pipe 6 at the position of the connecting column 3. The isolation pipe 6 is a PVC pipe with openings at both ends. The isolation pipe 6 is sleeved on the outside of the steel cage 4 of the connecting column 3. An axial avoidance groove 7 is provided on the isolation pipe 6. The lower end of the avoidance groove 7 is opened to the lower end of the isolation pipe 6, and the upper end is opened to the height of the top layer of the connecting steel bars 5 of the steel cage 4. The connecting steel bars 5 pass through the avoidance groove 7 and go out of the isolation pipe 6. The isolation pipe 6 is supported by the top layer of the connecting steel bars 5. Step 5: fill the isolation tube 6 with cloth blocks to completely fill the inside of the isolation tube 6 so that concrete cannot enter the isolation tube 6 during pouring; fill the cloth blocks in the steel cage 4 and compact them. The cloth blocks bulge out from the gaps in the steel cage 4 to fill the gaps between the inner wall of the isolation tube 6 and the steel cage 4. If the cloth blocks filled in the steel cage 4 cannot fill a certain gap, then fill the gap from outside the steel cage 4 to ensure that the isolation tube 6 is completely filled with the cloth blocks; when filling the cloth blocks, adjust the position of the isolation tube 6 in real time to make the isolation tube 6 coaxial with the steel cage 4. After filling, the horizontal position of the isolation tube 6 is fixed by the cloth blocks. Step 6: synchronously pour the concrete of the floor slab 2 and the concrete of the shear wall 1 below the floor slab 2 to the elevation of the floor slab 2 of the layer. During the pouring process, the concrete is vibrated and compacted until the concrete solidifies. Step 7, take out the cloth block inside the isolation tube 6 and remove the isolation tube 6, forming a casting hole for the lower section of the connection column 3, and the upper third of the steel cage 4 extends out of the hole to be connected to the shear wall 1 on the upper layer; Step eight, based on the floor slab 2 cast in step six, repeat steps one to seven, wherein when tying the steel bars of the shear wall 1, the steel bars of the shear wall 1 are tied with the topmost connecting steel bars 5 of the steel cage 4 of the layer below it, and when pouring the concrete of the shear wall 1, the connecting columns 3 of the layer below it will be cast and formed synchronously; until the formwork of the top shear wall 1 is completed, there is no need to set the steel cage 4 of the connecting column 3, and after the steel bars of the top floor slab 2 are tied, there is no need to pre-embed the isolation pipe 6, and the concrete of the top floor slab 2 and the shear wall 1 is directly poured to the elevation of the top floor slab 2.

[0029] In step six, if the floor slab 2 is too large and needs to be poured in different areas, the joint between the new and old concrete cannot be set within a one-meter area away from the shear wall 1 to avoid affecting the structural strength of the shear wall 1.

[0030] Before pouring concrete, the formed floor slab 2 at the bottom of the shear wall 1 and the inner wall and bottom of the reserved hole of the connecting column 3 after the isolation pipe 6 is removed are roughened to ensure good combination of new and old concrete.

[0031] Before pouring concrete, a release agent needs to be applied to the outer wall of the isolation tube 6 so that the isolation tube 6 can be removed after the concrete solidifies.

[0032] In this casting method, the floor slab 2 and the lower shear wall 1 are cast at one time. Combined with the connection and limiting function of the connecting column 3, the building has stronger integrity and better earthquake resistance. The disadvantage is that since the shear wall 1 and the floor slab 2 are cast at one time, the difficulty of formwork support and casting is greater, and the process requirements are higher. It is suitable for buildings with higher earthquake resistance requirements.

[0033] The present invention can form a connecting column 3 which is connected to the shear wall 1 and the floor slab 2 with steel bars, is cast in one piece, penetrates the floor slab 2 and is inserted into the upper and lower shear walls 1 in the cast-in-place construction process, greatly improves the integrity between the upper and lower shear walls 1 and between the shear wall 1 and the floor slab 2, can avoid the misalignment between the upper and lower shear walls 1 and the collapse of the floor slab 2 to a greater extent, thereby improving the earthquake resistance of the building.

Claims

1. A fully cast-in-place embedded part of a wall panel structure, characterized in that: The invention comprises an isolation pipe (6) and a steel cage (4), wherein both ends of the isolation pipe (6) are open, the steel cage (4) is coaxially arranged in 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 avoidance groove (7) is provided on the isolation pipe (6), the lower end of the avoidance groove (7) is opened to the lower end of the isolation pipe (6), and each layer of connecting steel bars (5) passes through the avoidance groove (7) and passes out of the isolation pipe (6), and before pouring each layer of the 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), and 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).

2. A casting method using embedded parts, characterized in that: The embedded part is the fully cast-in-place embedded part according to claim 1, comprising the following steps: Step 1: tying the steel bars of the shear wall (1) according to the designed wall position and supporting the casting formwork of the shear wall (1); 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 the lower third of the steel cage (4) into the shear wall (1), and tie the lowest layer of connecting steel bars (5) of the steel cage (4) to the steel bars of the shear wall (1); Step 3: pre-embed an isolation pipe (6) at the position of the connecting column (3), the isolation pipe (6) is sleeved on the outside of the steel cage (4) of the connecting column (3), an axial avoidance groove (7) is provided on the isolation pipe (6), and the connecting steel bar (5) passes through the avoidance groove (7) and out of the isolation pipe (6); Step 4, stuffing the isolation tube (6) with cloth pieces to completely fill the inside of the isolation tube (6) tightly so that concrete cannot enter the isolation tube (6) during pouring; Step 5, pouring the shear wall (1) concrete to the top elevation of the shear wall (1) layer, vibrating and compacting the concrete during the pouring process, and waiting for the concrete to solidify; Step 6: supporting the floor slab (2) formwork above the shear wall (1), tying the floor slab (2) steel bars, and tying the connecting steel bars (5) of the middle layer of the steel cage (4) to the floor slab (2) steel bars; Step 7, pouring the floor slab (2) concrete to the level of the floor slab (2) of the layer, vibrating and compacting it during the pouring process, and waiting for the floor slab (2) concrete to solidify; Step eight, taking out the inner cloth block of the isolation tube (6) and removing the isolation tube (6), forming a casting hole for the lower section of the connecting column (3), and the upper third of the steel cage (4) extending out of the hole; Step nine, based on the floor slab (2) cast in step seven, repeat steps one to eight, wherein when tying the steel bars of the shear wall (1), the steel bars of the shear wall (1) are tied to the uppermost connecting steel bars (5) of the steel cage (4) of the layer below it, until the shear wall (1) of the top layer is cast, the cloth pieces in the isolation tube (6) at the top of the shear wall (1) are taken out and the isolation tube (6) of the layer is removed, then the template of the top floor slab (2) is supported, the steel bars of the top floor slab (2) are tied and the concrete of the top floor slab (2) is cast, and the connecting column (3) of the top layer is cast synchronously with the top floor slab (2), the connecting column (3) of the top layer is two-thirds of the height of the other connecting columns (3), and the top of the connecting column (3) is at the same height as the elevation of the top floor slab (2).

3. A casting method using embedded parts according to claim 2, characterized in that: In step seven, if the floor slab (2) needs to be cast in different areas, the joint between the new and old concrete cannot be set within an area one meter away from the shear wall (1).

4. A casting method using embedded parts, characterized in that: The embedded part is the fully cast-in-place embedded part according to claim 1, comprising the following steps: Step 1: tying the steel bars of the shear wall (1) according to the designed wall position and supporting the casting formwork of the shear wall (1); 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 the lower third of the steel cage (4) into the shear wall (1), and tie the lowest layer of connecting steel bars (5) of the steel cage (4) to the steel bars of the shear wall (1); Step 3, supporting the floor slab (2) formwork, tying the floor slab (2) steel bars, and tying the connecting steel bars (5) of the middle layer of the steel cage (4) to the floor slab (2) steel bars; Step 4: pre-embed an isolation pipe (6) at the position of the connecting column (3), the isolation pipe (6) is sleeved on the outside of the steel cage (4) of the connecting column (3), an axial avoidance groove (7) is provided on the isolation pipe (6), and the connecting steel bar (5) passes through the avoidance groove (7) and out of the isolation pipe (6); Step 5, stuffing the isolation tube (6) with cloth pieces to completely fill the inside of the isolation tube (6) tightly so that concrete cannot enter the isolation tube (6) during pouring; Step 6, pouring the concrete of the floor slab (2) and the concrete of the shear wall (1) below the floor slab (2) simultaneously, pouring them to the elevation of the floor slab (2) of the layer, vibrating and compacting the concrete during the pouring process, and waiting for the concrete to solidify; Step 7, taking out the inner cloth block of the isolation tube (6) and removing the isolation tube (6), forming a casting hole for the lower section of the connecting column (3), and the upper third of the steel cage (4) extending out of the hole; Step eight, based on the floor slab (2) cast in step six, repeat steps one to seven, wherein when tying the steel bars of the shear wall (1), the steel bars of the shear wall (1) are tied to the topmost connecting steel bars (5) of the steel cage (4) of the layer below it; after the template support of the top shear wall (1) is completed, it is no longer necessary to set the steel cage (4) of the connecting column (3); after the steel bars of the top floor slab (2) are tied, it is no longer necessary to pre-embed the isolation pipe (6), and the top floor slab (2) and the shear wall (1) concrete are directly poured to the top floor slab (2) elevation.

5. A casting method using embedded parts according to claim 4, characterized in that: In step six, if the floor slab (2) needs to be cast in different areas, the joint between the new and old concrete cannot be set within an area one meter away from the shear wall (1).

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