A post-tensioned precast concrete module and method of construction thereof

Abstract

This invention discloses a post-tied precast concrete module and its construction method, relating to the field of building construction technology. It includes a top slab, a bottom slab, an outer wall disposed between the top and bottom slabs to form a cavity, and an inner wall separating the cavity. The outer wall is a double-sided composite shear wall, and the inner wall is a post-tied composite shear wall where adjacent wall sections are tied together by tie rods. The double-sided composite shear wall provides high lateral stiffness while integrating insulation, waterproofing, and other external protection functions, ensuring overall structural stability. The tie rods are completely installed within the casting cavity between adjacent inner wall sections, eliminating the need for pre-drilled installation holes or operating channels on the wall surface. The inner surface of the wall is complete and continuous, without bolt heads or repair marks, providing a smooth interface for interior decoration without the need for base treatment. This achieves a high degree of unity between the integrity of the interior wall structure, overall space utilization, construction efficiency, and interior decoration quality.

Description

Technical Field

[0001] This invention relates to the field of building construction technology, specifically to a post-tensioned precast concrete module and its construction method. Background Technology

[0002] Currently, concrete modules are classified into two types based on the number of components they contain: pentahedral modules and hexahedral modules. Pentahedral modules generally consist of four wall panels and a top slab, while hexahedral modules consist of four wall panels, a top slab, and a bottom slab. There are generally three methods for constructing the walls at the module joints: 1. Thick wall joint; 2. Thin wall joint; 3. Formwork composite wall. Thick wall joints consist of two 200mm thick solid walls joined together; thin wall joints consist of two 100mm (or 120mm) thick solid walls joined together; and formwork composite walls have 30-50mm thick formwork walls on both sides, with a hollow cavity in the middle where concrete is poured later. The formwork walls do not participate in the structural load-bearing.

[0003] Thick wall splicing: The two walls are not connected, each bearing its own load, resulting in a noticeable double-wall phenomenon that severely impacts interior space. Thin wall splicing: The two walls are connected using through bolts. Bolt holes are pre-drilled in the walls, and bolts are inserted after on-site splicing. This method generally uses larger bolt spacing, typically over 600mm, making it impossible for the two walls to bear load as a whole. Its performance is slightly better than individual load bearing. Formwork composite wall: The two formworks are connected by truss reinforcement and bolts. One formwork has internal truss reinforcement with internal threaded sleeves welded to the upper chord. The other formwork has pre-drilled bolt holes for post-tightening bolt connection. This method typically uses hexahedral modules with top and bottom plates. Vertical reinforcement is placed in the cavity, and horizontal reinforcement is placed in the cast-in-place layer of the composite slab, resulting in better structural integrity.

[0004] In the thick wall splicing method, each wall panel is subjected to force independently, resulting in weak structural load-bearing capacity, obvious double wall phenomenon, which seriously affects the interior space. The prefabricated components are five-sided and cannot be fully decorated.

[0005] In the thin wall splicing method, the wall panels cannot form a complete whole to bear the load, the structural load-bearing performance is relatively weak, the steel bars inside the wall panels are difficult to process, and the prefabricated components are five-sided and cannot be fully decorated.

[0006] In the construction of composite wall with formwork, the formwork does not participate in the structural load, resulting in thicker walls that affect the interior space. The post-tightening bolt method requires the reservation of an operating surface, resulting in discontinuous decoration. The base plate is a structural concrete slab, which wastes materials and causes the components to be heavy.

[0007] Therefore, it is necessary to develop and design post-tensioned precast concrete modules and their construction methods to solve the technical problems of poor wall integrity, discontinuous decoration caused by reserved holes on the inner surface of the wall, and low construction efficiency in existing prefabricated shear wall structures. These are technical problems that urgently need to be solved by those skilled in the art. Summary of the Invention

[0008] To address the aforementioned issues, this invention provides a post-tensioned precast concrete module and its construction method, thereby resolving technical problems in existing prefabricated shear wall structures such as poor wall integrity, discontinuous decoration due to pre-reserved holes on the inner surface of the wall, and low construction efficiency.

[0009] To achieve the above objectives, the present invention provides the following solution: A post-tied precast concrete module includes a top slab, a bottom slab, an outer wall disposed between the top slab and the bottom slab and together with the top slab and the bottom slab to form a cavity, and an inner wall for separating the cavity. The outer wall is a double-sided composite shear wall, and the inner wall is a post-tied composite shear wall in which adjacent wall panels are tied together by tie members.

[0010] Preferably, the double-sided composite shear wall includes a first precast wall panel and a second precast wall panel arranged at intervals, and a first truss reinforcement connecting the first precast wall panel and the second precast wall panel. Both the first precast wall panel and the second precast wall panel are provided with horizontally distributed reinforcement, and a first pouring cavity for pouring concrete is formed between the first precast wall panel and the second precast wall panel.

[0011] Preferably, the post-tied composite shear wall includes at least two spaced third precast wall panels, each of which is provided with horizontal steel bars and second truss bars. At least one end of the second truss bar is precast inside the third precast wall panel, and the other end extends out of the third precast wall panel. The second truss bars extending out of adjacent third precast wall panels are tied together by the tie member, and a second pouring cavity for pouring concrete is formed between adjacent third precast wall panels.

[0012] Preferably, the connecting member includes a support member disposed within the casting cavity, a connecting box disposed on the support member, a hollow gear disposed within the connecting box, a limiting member disposed between the hollow gear and the inner wall of the connecting box, a screw disposed within the support member and meshing with the hollow gear, and a fixed hook and a movable hook respectively disposed at both ends of the connecting box along the axial direction of the hollow gear. The hollow gear is provided with an internal thread, and the movable hook passes through the connecting box and the limiting member in sequence and meshes with the internal thread. The rotation of the screw can enable the movable hook to move toward or away from the fixed hook.

[0013] Preferably, the top slab includes a precast top slab, a third truss reinforcement disposed above the precast top slab, and a cast-in-place concrete layer poured above the precast top slab and enclosing the third truss reinforcement.

[0014] Preferably, the precast top slab is provided with a reserved anchor bar at its end, the reserved anchor bar extends into the second pouring cavity of the inner wall and / or the first pouring cavity of the outer wall, the precast top slab is connected to the top of the inner wall and / or the outer wall, and the cast-in-place concrete layer is integrally poured with the post-cast concrete in the second pouring cavity of the inner wall and / or the first pouring cavity of the outer wall.

[0015] Preferably, the base plate includes a steel frame, multiple light steel purlins disposed within the steel frame, and a lightweight filler layer filling the space between the steel frame and the light steel purlins.

[0016] Preferably, vertical reinforcing bars are provided between adjacent exterior walls and adjacent interior walls along the height direction, and a grout layer is provided between adjacent exterior walls and adjacent interior walls along the height direction.

[0017] Preferably, the horizontal reinforcing bars between adjacent inner walls along the horizontal direction are connected in a close-fitting manner.

[0018] This invention also discloses a construction method for post-tensioned precast concrete modules, which, using the aforementioned post-tensioned precast concrete modules, mainly includes the following steps: Prefabricate the exterior walls, interior walls, roof slabs, and floor slabs according to the design requirements; The wall panels of the exterior and interior walls are hoisted to the designed positions on the base plate, and the casting cavities are reserved accordingly for the interior and exterior walls. The interior walls are connected using tie rods, and the ceiling slab is then hoisted. Concrete is poured into the casting cavities of the exterior and interior walls, as well as above the roof slab, and then cured.

[0019] The present invention achieves the following technical effects compared to the prior art: The exterior walls utilize double-sided composite shear walls, providing high lateral stiffness while integrating insulation, waterproofing, and other external protection functions to ensure overall structural stability. The tie rods are entirely installed within the casting cavity between adjacent interior wall panels, eliminating the need for any pre-drilled installation holes or operating channels on the wall panel surface. The inner surface of the wall is complete and continuous, without bolt heads or repair marks, providing a smooth interface for interior decoration without the need for base treatment. This achieves a high degree of unity between the integrity of the interior wall structure, overall space utilization, construction efficiency, and interior decoration quality. Attached Figure Description

[0020] To more clearly illustrate the technical solutions in this invention or the prior art, the drawings used in the embodiments will be briefly introduced below. Obviously, the drawings described below are only some embodiments of this invention. For those skilled in the art, other drawings can be obtained based on these drawings without creative effort.

[0021] Appendix Figure 1 This is an exploded structural diagram of the post-tensioned precast concrete module disclosed in this invention; Appendix Figure 2 This is a schematic cross-sectional view of the precast concrete module with post-tensioning structure disclosed in this invention. Appendix Figure 3 This is a schematic diagram of the third precast wall panel structure in the post-connected precast concrete module disclosed in this invention; Appendix Figure 4 This is a schematic diagram of the three-dimensional structure of the inner wall in the post-tensioned precast concrete module disclosed in this invention; Appendix Figure 5 This is a schematic diagram of the top view of the inner wall structure in the post-tensioned precast concrete module disclosed in this invention; Appendix Figure 6 This is a schematic diagram of the truss reinforcement details in the post-tensioned precast concrete module disclosed in this invention. Appendix Figure 7 This is a schematic diagram of the lap splicing structure of the vertical steel bars of the inner and outer walls in the post-tied precast concrete module disclosed in this invention when they are set in the pouring cavity. Appendix Figure 8 This is a schematic diagram of the welded connection structure when the vertical reinforcing bars of the inner and outer walls are set in the casting cavity in the post-tensioned precast concrete module disclosed in this invention. Appendix Figure 9 This is a schematic diagram of the sleeve connection structure when the vertical reinforcing bars of the inner and outer walls are set in the casting cavity in the post-tensioned precast concrete module disclosed in this invention. Appendix Figure 10 This is a schematic diagram of the cavity lap structure when the vertical steel bars of the inner and outer walls are prefabricated in the wall panels in the post-tied precast concrete module disclosed in this invention. Appendix Figure 11 This is a schematic diagram of the T-shaped joint connection structure of the inner and outer walls in the post-tensioned precast concrete module disclosed in this invention. Appendix Figure 12 This is a schematic diagram of the post-reinforced concrete module for connecting the inner and outer walls with reinforcing bars, as disclosed in this invention. Appendix Figure 13 This is a schematic diagram of the cross-shaped node connection structure of the inner wall in the post-tied precast concrete module disclosed in this invention. Appendix Figure 14 This is a schematic diagram of the connection structure of the inner wall connecting beam node in the post-tied precast concrete module disclosed in this invention. Appendix Figure 15 A structural diagram showing the installation of horizontal reinforcing bars in the inner walls of a post-tensioned precast concrete module; The components are as follows: 1. Top slab; 2. Exterior wall; 3. Steel frame; 4. Light steel purlin; 5. Third truss reinforcement; 6. Third precast wall panel; 7. Second truss reinforcement; 8. Bottom slab; 9. First precast wall panel; 10. First casting cavity; 11. Second precast wall panel; 12. First truss reinforcement; 13. Tie member; 14. Bolt; 15. Hollow gear; 16. Vertical reinforcement; 17. Mortar layer; 18. Horizontal reinforcement. Detailed Implementation

[0022] The technical solutions of the embodiments of the present invention will be clearly and completely described below with reference to the accompanying drawings. Obviously, the described embodiments are only some embodiments of the present invention, and not all embodiments. Based on the embodiments of the present invention, all other embodiments obtained by those skilled in the art without creative effort are within the scope of protection of the present invention.

[0023] The purpose of this invention is to provide a post-tensioned precast concrete module and its construction method to solve the technical problems of poor wall integrity, discontinuous decoration caused by reserved holes on the inner surface of the wall, and low construction efficiency in existing prefabricated shear wall structures.

[0024] To make the above-mentioned objects, features and advantages of the present invention more apparent and understandable, the present invention will be further described in detail below with reference to the accompanying drawings and specific embodiments.

[0025] refer to Figures 1-14 The post-tensioned precast concrete module disclosed in this embodiment of the invention includes at least a top slab 1, a bottom slab 8, and an outer wall 2. The top slab 1, bottom slab 8, and outer wall 2 together form a cavity. The outer wall 2 preferably has four sides. An inner wall is also provided inside the wall. The bottom and top of the inner wall are connected to the bottom slab 8 and the top slab 1, respectively. The outer wall 2 is a double-sided composite shear wall, and the inner wall is a post-tensioned composite shear wall. Adjacent wall sections of the post-tensioned composite shear wall are connected by tie members 13 disposed between the wall sections. The outer wall 2 adopts... The double-sided composite shear wall provides high lateral stiffness while integrating external protection functions such as thermal insulation and waterproofing, ensuring overall structural stability. The tie rod 13 is completely set in the casting cavity between adjacent inner wall panels. The locking operation does not require any installation holes or operation channels to be reserved on the surface of the wall panel. The inner surface of the wall is complete and continuous, without bolt heads or repair marks, providing a smooth interface for interior decoration without the need for base treatment. This achieves a high degree of unity between the integrity of the inner wall structure, the overall space utilization, construction efficiency and interior decoration quality.

[0026] refer to Figure 2In one embodiment, the double-sided composite shear wall includes a first precast wall panel 9 and a second precast wall panel 11 spaced apart. The second precast wall panel 11 is connected to the first precast wall panel 9 via a first truss reinforcement 12. Both the first precast wall panel 9 and the second precast wall panel 11 are provided with horizontally distributed reinforcement bars. A first pouring cavity 10 for pouring concrete is formed between the first precast wall panel 9 and the second precast wall panel 11. During the construction phase, the first truss reinforcement 12 connects the two wall panels into a whole, ensuring that the outer wall 2 maintains a stable spatial form during hoisting and positioning, without requiring extensive temporary support. During service, after the post-cast concrete fills the first casting cavity 10, the web reinforcement of the first truss reinforcement 12 is completely anchored in the post-cast concrete. The precast wall panels on both sides serve as the flanges of the composite section, and the post-cast core layer serves as the web, jointly bearing bending moment, shear force and axial force, forming a synergistic force-bearing mechanism. At the same time, the horizontally distributed reinforcements set in the wall panels on both sides effectively enhance the shear resistance and in-plane stiffness of the wall panels themselves. Under the premise of integrating external protection functions such as thermal insulation and waterproofing, the overall structure of this double-sided composite shear wall reaches the same level as cast-in-place, combining the high quality of factory production with the high efficiency of on-site assembly.

[0027] refer to Figures 2-6 In one embodiment, the post-tensioned composite shear wall includes at least two spaced third precast wall panels 6. Each third precast wall panel 6 contains horizontal reinforcing bars 18 and second truss bars 7. At least one end of the second truss bar 7 is precast inside the third precast wall panel 6, and the other end extends out of the third precast wall panel 6. The second truss bars 7 extending from adjacent third precast wall panels 6 are connected by tie members 13. A second pouring cavity for pouring concrete is formed between adjacent third precast wall panels 6. By connecting the second truss bars 7 extending from both sides with tie members 13, the originally separate truss bars are formed into continuous load-bearing bars in the post-poured concrete, thus solving the problem of... This method addresses the core issue of the inability of steel reinforcement to penetrate in traditional splicing methods. After the second pouring cavity is filled with post-cast concrete, the two side wall panels serve as the flanges of the composite section, and the post-cast core layer serves as the web, jointly bearing bending moment, shear force, and axial force. The horizontal steel reinforcement 18 set inside the wall panels further enhances the shear resistance and integrity. At the same time, the tie members 13 are completely set inside the second pouring cavity, and the locking operation does not require any installation holes or operation channels to be reserved on the surface of the wall panels. The inner surface of the wall is complete and continuous, without bolt heads or repair marks, providing a flat interface for interior decoration without the need for base treatment, and achieving a high degree of unity between structural integrity, space utilization, and interior decoration quality.

[0028] refer to Figures 2-6In one embodiment, the connecting member 13 includes a support member disposed inside the casting cavity. Multiple connecting boxes are fixedly disposed on the support member and spaced apart along the height direction of the support member. A hollow gear 15 is disposed inside each connecting box. A limiting member is disposed between the hollow gear 15 and the inner wall of the connecting box, allowing for deformation. A screw 14 is disposed inside the support member. The teeth of the hollow gear 15 penetrate the connecting box and mesh with the screw 14. Fixed hooks and movable hooks are respectively disposed at both ends of the connecting box along the axial direction of the hollow gear 15. The fixed hooks are fixedly disposed to the connecting box, preferably by welding. The movable hooks sequentially penetrate the connecting box and the limiting member and mesh with the internal thread disposed inside the hollow gear 15. Rotation of the screw 14 drives the hollow gear 15 to rotate around its axial direction. The hollow gear 15 drives the movable hooks to move toward or away from the fixed hooks. By spaced multiple connecting boxes along the height direction on the support member inside the casting cavity and integrating hollow teeth within each connecting box... Wheel 15, limiting components, and movable hook-fixed hook pair enable multi-point synchronous locking of the longitudinal reinforcement of the extended truss of adjacent wall panels. Simply rotating screw 14 drives the movable hooks of each layer to move synchronously toward the fixed hook through the meshing of hollow gear 15 and screw 14, thus completing the reliable connection of multiple connection points at one time and greatly improving construction efficiency. During the movement of the movable hook, the limiting component provides stable guidance and damping through controllable deformation. When the connection force reaches the preset value, the movable hook will compress the limiting component, causing the movable hook to drive the hollow gear 15 to move horizontally within the connection box, thereby causing the hollow gear 15 to disengage from the screw 14 and automatically stop the connection, ensuring the consistency of the connection force between the upper and lower parts. In addition, all connection operations are completed within the pouring cavity, without the need to reserve any installation holes or operating space on the side of the wall panel, ensuring the integrity and flatness of the inner surface of the wall, creating conditions for non-destructive interior decoration construction, and truly realizing the synergistic optimization of efficient assembly, reliable connection, and integrated building function.

[0029] It should be noted that the hollow gear 15 is not connected inside the connecting box. It is only limited by the movable hook passing through the hollow gear 15. Therefore, the hollow gear 15 can both rotate and translate inside the connecting box.

[0030] It should be noted that tie rods are not limited to telescopic hooks; other forms are also acceptable, as long as they achieve effective tying, withstand the lateral pressure of the poured concrete, and ensure the integrity of the wall.

[0031] refer to Figures 1-2In one implementation, the top slab 1 is a composite slab, including a precast top slab, a third truss reinforcement 5 set above the precast top slab, and a cast-in-place concrete layer poured above the precast top slab and enclosing the third truss reinforcement 5. The precast top slab also serves as permanent formwork during the construction phase, eliminating the need for separate formwork and significantly reducing the amount of on-site formwork and scaffolding time. At the same time, the third truss reinforcement 5 serves as a connector between the precast top slab and the cast-in-place concrete layer, providing sufficient rigidity to the precast top slab to withstand construction loads during the construction phase, and participating in the overall stress of the floor slab as reinforcing steel during the service phase. The cast-in-place concrete layer and the precast top slab form a reliable shear-resistant connection through the web reinforcement of the third truss reinforcement 5, enabling them to work together and jointly bear bending moments and shear forces, thereby improving the overall structural integrity.

[0032] refer to Figures 1-2 As a preferred method, the precast top slab is provided with reserved anchor bars at its ends. The reserved anchor bars extend into the second pouring cavity of the inner wall and / or the first pouring cavity 10 of the outer wall 2. The precast top slab is connected to the top of the inner wall and / or the outer wall 2. The cast-in-place concrete layer is integrally poured with the post-poured concrete in the second pouring cavity of the inner wall and / or the first pouring cavity 10 of the outer wall 2. The reserved anchor bars at the ends of the precast top slab can extend into the wall pouring cavity and be integrally poured with the post-poured concrete of the wall, realizing a rigid connection of the wall panel joint. At the same time, the cast-in-place concrete layer and the post-poured concrete in the wall pouring cavity are poured continuously at one time, forming an integrated spatial structure of "wall-slab-cavity". Under the premise of ensuring the load-bearing capacity and integrity of the floor slab, it realizes the high precision of factory production, the high efficiency of on-site construction, and the reliable guarantee of structural integrity.

[0033] refer to Figures 1-2As a preferred embodiment, the base plate 8 includes a steel frame 3, multiple lightweight steel purlins 4 disposed within the steel frame 3, and a lightweight filler layer filling the space between the steel frame 3 and the lightweight steel purlins 4. The steel frame 3, as the main load-bearing component, is reliably anchored to the lower structure or foundation, providing stable support for the upper wall. The multiple lightweight steel purlins 4 are fixedly connected to the steel frame 3, forming a spatial grid skeleton, which enhances the overall rigidity and bending resistance of the base plate 8 and provides a reliable adhesion interface for the lightweight filler layer. The lightweight filler layer, filling the space between the steel frame 3 and the lightweight steel purlins 4, effectively reduces the self-weight of the base plate 8, significantly reducing the structural self-weight and foundation load. Meanwhile, the lightweight filling layer can be selected from foamed concrete, lightweight aggregate concrete, or composite lightweight panels according to requirements, and has the functions of heat insulation and sound insulation. The connecting plate set on the upper flange of the steel frame 3 can be fixed to the bottom of the precast wall panel by bolts or welding to achieve reliable anchoring between the wall and the base plate 8, ensuring that the wall does not slip or overturn under horizontal load. In addition, the cavity between the light steel purlins 4 provides flexible space for the laying of horizontal pipelines, realizing the separation of pipelines from the structure, which is convenient for later maintenance and modification. The base plate 8 structure achieves lightweight, high load-bearing capacity, and rapid construction, while providing an efficient and integrated bottom support solution for prefabricated buildings.

[0034] It should be noted that the lightweight filler layer is one or more of foamed concrete, lightweight aggregate concrete, extruded polystyrene board, graphite polystyrene board or rock wool board.

[0035] refer to Figures 7-10 As one implementation method, vertical steel bars 16 are provided between adjacent outer walls 2 and between adjacent inner walls along the height direction, and grouting layers 17 are provided between adjacent outer walls 2 and between adjacent inner walls along the height direction, and grouting layers 17 are also provided between the bottom plate 8 and the top plate 1. When the thickness of the first precast wall panel 9, the second precast wall panel 11, and the third precast wall panel 6 is 35mm-40mm, the vertical reinforcing bars 16 are placed in the adjacent first and second casting cavities along the height direction, achieving synergistic optimization between the thin-walled wall panels and the post-placed vertical reinforcing bars 16: because the wall panel thickness is relatively thin (35mm-40mm), the precast stage cannot provide sufficient concrete protective layer thickness to reliably anchor the precast vertical reinforcing bars 16. Therefore, placing the vertical reinforcing bars 16 in the casting cavities that connect the upper and lower layers avoids the risk of reinforcing bar corrosion or anchorage problems caused by insufficient protective layer. The thin-walled wall panels are lighter in weight, making them easier to transport and hoist. Furthermore, there is no need to pre-reserve vertical steel reinforcement ducts or embedded sleeves within the wall panels, simplifying the mold structure, improving demolding efficiency, and significantly reducing component production costs. The post-installed vertical steel reinforcement 16 is located within the first pouring cavity 10 (outer wall 2) and the second pouring cavity (inner wall), and can be flexibly connected by lap splicing, welding, or mechanical sleeves according to stress requirements. The connection nodes are entirely located within the post-poured concrete area, enabling full-process visual quality inspection and avoiding connection quality risks caused by insufficient grouting in traditional grouting sleeve connections.

[0036] When the vertical reinforcing bars 16 are set in the first and second pouring cavities, adjacent vertical reinforcing bars 16 along the height direction are connected by one of the following: lap splicing, welding, or mechanical sleeve connection. This structure, by arranging the connection nodes of the vertical reinforcing bars 16 of the upper and lower walls completely in the pouring cavity that runs through the upper and lower layers, gives the connection method of the vertical reinforcing bars 16 great process flexibility. Construction personnel can flexibly choose the most suitable method among lap splicing, welding, or mechanical sleeve connection according to the site conditions, reinforcing bar diameter, and stress requirements, avoiding the drawbacks of traditional precast structures where the connection method is fixed and the quality is difficult to detect due to the pre-embedded connectors. Since the pouring cavity provides sufficient operating space, whether it is the precise control of the lap length, the visual inspection of the welding quality, or the torque verification of the mechanical sleeve, the entire process of construction and acceptance can be visualized, which fundamentally solves the quality control problem of the difficulty in intuitively judging the grout density in traditional sleeve grouting connection.

[0037] When the thickness of the first precast wall panel 9, the second precast wall panel 11, and the third precast wall panel 6 is 45mm-50mm, the vertical reinforcing bars 16 are precast inside the wall panels. Adjacent vertical reinforcing bars 16 along the height direction are lapped with cavities. The vertical reinforcing bars 16 precast in the lower wall panel extend out of the top of the wall panel and enter the casting cavity, while the vertical reinforcing bars 16 precast in the upper wall panel extend out of the bottom of the wall panel and also enter the casting cavity. The two form an overlapping area in the through casting cavity. There is no need to set up complex pre-embedded sleeves or reserved channels at the ends of the wall panels, which completely avoids the connection quality problems caused by the traditional grouting sleeve connection due to the lack of grout tightness and the sleeve positioning deviation.

[0038] refer to Figures 11-13As one implementation method, the horizontal reinforcing bars 18 installed between adjacent inner walls along the horizontal direction are closely connected and linked by tie members 13 and / or post-insertion bars. The horizontal reinforcing bars 18 are prefabricated inside the third prefabricated wall panel 6 of the inner wall. After the adjacent inner walls are in place, the horizontal reinforcing bars 18 at the ends of the third prefabricated wall panels 6 on both sides naturally align at the joint, eliminating the need for post-cast sections or reserved operating space. The joint width can be controlled within the range of 10mm-20mm, and only joint filling treatment is required on site, significantly reducing the amount of wet work and construction procedures. The close-fitting connection method transmits horizontal shear force through the shear key structure or special joint filling material at the joint, and is connected to the tie members 13 and / or post-insertion bars of the inner wall. 3. Collaborative Operation – Tie-fitting component 13 ensures reliable locking of the wall panel in the out-of-plane direction, while the closely connected horizontal steel bars 18 ensure continuous transmission of horizontal force in the in-plane direction. Together, they form a two-way constraint system of “closely connected force transmission in the in-plane + tie-fitting locking in the out-of-plane direction”. At the same time, since the horizontal steel bars 18 are completely prefabricated within the wall panel and the connection process does not require post-pouring sections, the wall surfaces of adjacent interior walls always remain intact and continuous without any traces of post-pouring strips, providing a flat and uniform base surface for interior decoration. This is especially suitable for non-critical load-bearing parts with high requirements for construction speed, wall surface integrity, and space utilization. Under the premise of ensuring structural safety redundancy, it achieves the synergistic unity of efficient assembly and high-quality interior decoration.

[0039] refer to Figure 14 It should be noted that in the internal wall structure system, when used as a connecting beam, the vertical steel bars 16 of the connecting beam are installed on site and then connected by tie members 13 after installation.

[0040] It should be noted that, during the pre-embedding or installation process, horizontal steel bars can be inserted into the first truss bar 12, the second truss bar 7, and the third truss bar 5 mentioned in this invention to form a steel mesh if necessary; in addition to the sheet type shown in the figure, triangular trusses can also be used for the truss bars.

[0041] This invention also discloses a construction method for post-tensioned precast concrete modules, which, using the aforementioned post-tensioned precast concrete modules, mainly includes the following steps: Step 1: Production of prefabricated components According to the design requirements, the prefabricated exterior wall 2 consists of a double-sided composite shear wall, the interior wall consists of composite shear wall panels, the prefabricated top slab 1 consists of a prefabricated top slab, and the steel frame 3 and light steel purlins 4 of the bottom slab 8 are prefabricated. Among them, the composite shear wall panels of the interior wall are provided with horizontal distribution bars and truss bars. The truss bars include truss longitudinal bars arranged parallel to the height direction of the wall panel and truss transverse bars connected perpendicularly to the truss longitudinal bars. At least one end of the truss longitudinal bar is prefabricated inside the wall panel and the other end extends out of the end of the wall panel. Step 2: Install base plate 8 The steel frame 3 of the base plate 8 is fixedly connected to the lower structure or foundation. Light steel purlins 4 are installed inside the steel frame 3 and filled with a lightweight filling layer to form the base plate 8. Step 3: Wall hoisting and positioning The double-sided composite shear wall of the outer wall 2 and the composite shear wall of the inner wall are hoisted to the designed position on the base plate 8. A second casting cavity is formed between adjacent inner wall panels. A first casting cavity 10 is formed between the first precast wall panel 9 and the second precast wall panel 11 of the outer wall 2. The truss longitudinal reinforcements extending from adjacent inner wall panels are arranged opposite each other in the second casting cavity. Step 4: Installation and locking of tie rod 13 Place the tie member 13 in the second casting cavity between adjacent wall panels of the inner wall, so that the fixed hook and movable hook of the tie member 13 hook the truss longitudinal reinforcement extending from the adjacent wall panels respectively; rotate the screw 14 of the tie member 13 to drive the hollow gear 15 to rotate, and the hollow gear 15 drives the movable hook to move toward the fixed hook through the internal thread, thereby tightening and locking the truss longitudinal reinforcement on both sides; install multiple tie members 13 at the designed spacing along the height direction of the wall panels to complete the horizontal connection of the inner wall panels; Step 5: Installation of Top Plate 1 The precast top plate 1 is hoisted to the top of the wall, so that the reserved anchor bars at the end of the precast top plate extend into the first casting cavity 10 of the outer wall 2 and the second casting cavity of the inner wall. Step Six: Reinforcing Steel Installation and Connection According to the design requirements, vertical steel bars 16 are installed in the first casting cavity 10 of the outer wall 2 and the second casting cavity of the inner wall, and the upper and lower vertical steel bars 16 are connected by one of the following methods: lap splicing, welding or mechanical sleeve connection; when the vertical steel bars 16 are prefabricated in the wall panels, the upper and lower wall panels automatically form a cavity lap splice after hoisting. Step 7: Concrete Pouring Concrete is poured into the first pouring cavity 10 of the outer wall 2, the second pouring cavity of the inner wall, and the top of the precast top slab of the top slab 1, so that the cast-in-place concrete layer of the top slab 1 and the post-poured concrete in the wall pouring cavity are poured as a whole and formed in one go. Step 8: Curing and Demolding After the concrete is poured, it is cured. Once the concrete strength reaches the design requirements, the temporary supports are removed and subsequent construction procedures are carried out.

[0042] It should be noted that, for those skilled in the art, it is obvious that the present invention is not limited to the details of the exemplary embodiments described above, and that the invention can be implemented in other specific forms without departing from the spirit or essential characteristics of the invention. Therefore, the embodiments should be considered exemplary and non-limiting in all respects, and the scope of the invention is defined by the appended claims rather than the foregoing description. Thus, all variations falling within the meaning and scope of equivalents of the claims are intended to be included within the invention. No reference numerals in the claims should be construed as limiting the scope of the claims.

Claims

1. A post-tensioned precast concrete module, characterized by, It includes a top plate (1), a bottom plate (8), an outer wall (2) disposed between the top plate (1) and the bottom plate (8) and together with the top plate (1) and the bottom plate (8) to form a cavity, and an inner wall for separating the cavity. The outer wall (2) is a double-sided composite shear wall, and the inner wall is a post-connected composite shear wall that is connected between adjacent wall panels by tie members (13).

2. The rear tie back precast concrete module according to claim 1, wherein, The double-sided composite shear wall includes a first precast wall panel (9) and a second precast wall panel (11) spaced apart, and a first truss reinforcement (12) connecting the first precast wall panel (9) and the second precast wall panel (11). Both the first precast wall panel (9) and the second precast wall panel (11) are provided with horizontally distributed reinforcement. A first pouring cavity (10) for pouring concrete is formed between the first precast wall panel (9) and the second precast wall panel (11).

3. The rear tie back precast concrete module according to claim 2, wherein, The post-tied composite shear wall includes at least two spaced third precast wall panels (6), each of which is provided with horizontal steel bars (18) and second truss bars (7). At least one end of the second truss bar (7) is precast inside the third precast wall panel (6), and the other end extends out of the third precast wall panel (6). The second truss bars extending out of adjacent third precast wall panels (6) are tied together by the tie member (13). A second pouring cavity for pouring concrete is formed between adjacent third precast wall panels (6).

4. The rear tie back precast concrete module according to claim 3, wherein, The connecting member (13) includes a support member disposed in the casting cavity, a connecting box disposed on the support member, a hollow gear (15) disposed in the connecting box, a limiting member disposed between the hollow gear (15) and the inner wall of the connecting box, a screw (14) disposed in the support member and meshing with the hollow gear (15), and a fixed hook and a movable hook respectively disposed at both ends of the connecting box along the axial direction of the hollow gear (15). The hollow gear (15) is provided with an internal thread. The movable hook passes through the connecting box and the limiting member in sequence and meshes with the internal thread. The rotation of the screw (14) can enable the movable hook to move toward or away from the fixed hook.

5. The rear tie back precast concrete module according to claim 3, wherein, The top slab (1) includes a precast top slab, a third truss reinforcement (5) disposed above the precast top slab, and a cast-in-place concrete layer poured above the precast top slab and enclosing the third truss reinforcement (5).

6. The rear tie back precast concrete module according to claim 5, wherein, The precast top slab is provided with a reserved anchor bar at its end. The reserved anchor bar extends into the second pouring cavity of the inner wall and / or the first pouring cavity (10) of the outer wall (2). The precast top slab is connected to the top of the inner wall and / or the outer wall (2). The cast-in-place concrete layer is integrally poured with the post-cast concrete in the second pouring cavity of the inner wall and / or the first pouring cavity (10) of the outer wall (2).

7. The rear tie back precast concrete module according to claim 1, wherein, The base plate (8) includes a steel frame (3), multiple light steel purlins (4) disposed within the steel frame (3), and a lightweight filler layer filled between the steel frame (3) and the light steel purlins (4).

8. The rear tie back precast concrete module according to claim 1, wherein, Vertical steel bars (16) are provided between adjacent outer walls (2) and adjacent inner walls along the height direction, and grouting layers (17) are provided between adjacent outer walls (2) and adjacent inner walls along the height direction.

9. The rear tie back precast concrete module according to claim 3, wherein, The horizontal reinforcing bars (18) installed between adjacent inner walls along the horizontal direction are connected in a close-fitting manner.

10. A method of construction of a post-tensioned precast concrete module using a post-tensioned precast concrete module as claimed in any one of claims 1 to 9, characterised in that, The main steps include: Prefabricate the exterior wall (2), interior wall, roof slab (1), and floor slab (8) according to the requirements. The wall panels of the outer wall (2) and the inner wall are hoisted to the designed position on the base plate (8) and a casting cavity is reserved. The casting cavities formed by the inner wall and the outer wall (2) are set accordingly. The inner wall is tied together by tie-in (13), and the top plate (1) is hoisted. Concrete is poured and cured on the outer wall (2), the inner wall pouring cavity and the top plate (1).

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