Prefabricated concrete modular building capable of being efficiently constructed

Abstract

The invention discloses a prefabricated concrete modular building capable of being efficiently constructed. Prefabricated concrete modules are spliced to form an integral building. The prefabricated concrete module is defined by a shear wall, a thin shell wall, a filler wall, a partition wall, a top plate and a bottom plate, the thin shell wall is arranged at the shear wall splicing position of the prefabricated concrete module and spliced with adjacent modules on the same layer to form a cavity, and a structural form of direct connection of large-diameter longitudinal bars and local constraint of stirrups is adopted in the cavity. Concrete is poured in the cavities to form connecting joints, and the modules are connected through the connecting joints of the upper-layer modules and the lower-layer modules and the connecting joints of the modules on the same layer to form an integral structure. The thickness of the shear wall at the splicing position of the adjacent modules on the same layer is effectively reduced and controlled, the use space of a building is remarkably increased, the on-site installation and node connection structure is simple, the construction efficiency can be greatly improved, in addition, the structural integrity is high, the system stress mode is clear, and the construction cost is low. The problem that the applicable height of an existing precast concrete module building is limited at present can be effectively solved, and a brand new solution is brought to the field of high-rise and super high-rise modular buildings.

Description

Technical Field

[0001] The invention belongs to the technical field of construction, and in particular relates to a prefabricated concrete modular building with efficient construction. Background Art

[0002] Modular construction is an emerging and efficient building structure system. The building is divided into several independent space modules according to its function. The prefabricated concrete modules are processed in the factory and assembled into the whole building on site. Most of the construction links of modular construction can be carried out in advance in the factory, which is conducive to the realization of standardized and refined operations, thereby improving the quality of the building. Compared with traditional construction methods, modular construction can greatly reduce on-site wet operations, improve construction efficiency, and significantly shorten the construction period. In addition, modular construction can reduce on-site construction noise and dust pollution, which is in line with the sustainable development direction of green buildings and low-carbon buildings and has broad market prospects.

[0003] Concrete modular buildings are based on concrete modules, which are assembled and spliced ​​into an integral building. Compared with steel structure modular buildings, they have the advantages of less steel consumption, lower cost, better thermal insulation, sound insulation, and less fire and corrosion problems. They are one of the key development directions of modular buildings in the future. However, existing concrete modular buildings have problems such as complex connection nodes, large changes to the original structural design, and difficulty in ensuring construction quality. They are only suitable for low-intensity areas and are difficult to promote and apply in high-intensity areas, which greatly limits their scope of application. Summary of the invention

[0004] In order to overcome the shortcomings of the above-mentioned modular buildings, the purpose of the present invention is to provide a precast concrete modular building with efficient construction, which is assembled by precast concrete modules to form an integral building. The precast concrete module is enclosed by shear walls, thin shell walls, filling walls, partition walls, top plates and bottom plates. The thin shell walls are arranged at the assembly position of the shear walls of the precast concrete modules, and are spliced ​​with adjacent modules on the same floor to form a cavity. The cavity adopts a structural form of direct connection of large-diameter longitudinal reinforcement and local constraint of stirrups. The post-cast concrete in the cavity forms a connection node, and the modules are connected through the upper and lower module connection nodes and the same-layer module connection nodes to form an integral structure. The present invention realizes the effective reduction and control of the shear wall thickness at the splicing position of adjacent modules on the same floor, significantly improves the use space of the building, and its on-site installation and node connection structure are simple, which can greatly improve the construction efficiency. In addition, the present invention has strong structural integrity and clear system stress mode, which can effectively solve the problem of limited applicable height of existing precast concrete module buildings, and brings a new solution to the field of high-rise and super-high-rise modular buildings.

[0005] In order to achieve the above object, the technical solution adopted by the present invention is:

[0006] A precast concrete modular building with efficient construction, which is assembled on site by a number of precast concrete modules to form an integral building. The precast concrete modules are enclosed by shear walls, shell walls, infill walls, partition walls, top plates and bottom plates, and openings are opened according to the building functions.

[0007] The thin shell wall is arranged at the shear wall assembly position between the precast concrete functional module and the adjacent modules on the same layer. The adjacent precast concrete modules on the same layer are spliced ​​at the thin shell wall to form a cavity. After the steel bars in the cavity are connected, concrete is poured to form a connection node between the modules on the same layer. The thin shell wall can be used as a template for concrete pouring construction, which effectively avoids tedious formwork operations on site and improves overall construction efficiency.

[0008] A stirrup local constraint area is provided in the connection node between the modules on the same layer, and a horizontal cast-in-place section is provided in the stirrup local constraint area along the module assembly direction. A horizontal stirrup 1 is provided in the single-sided precast concrete module and extends to the end of the intersection of the vertical and horizontal walls. The horizontal closed ring connecting steel bar is attached on site to form a lap connection with the horizontal stirrup 1. A vertical cast-in-place section is provided in the stirrup local constraint area along the vertical module assembly direction. A horizontal stirrup 2 is provided in the thin shell wall of the single-sided precast concrete module, and the horizontal stirrup 2 extends to the inner surface of the thin shell wall of the precast concrete module on the other side along the wall thickness direction. Alternatively, the horizontal stirrup 2 is placed in the cavity on site and extends to the inner surface of the thin shell wall of the precast concrete module on both sides along the wall thickness direction. A structural steel bar 1 is provided in the cavity of the stirrup local constraint area, and forms a steel skeleton with the horizontal stirrup 2 to jointly form a constraint effect on the concrete in the stirrup local constraint area. The wall length range of the stirrup local constraint area is determined according to the design.

[0009] The top plate serves as the top surface of the precast concrete module, the bottom plate serves as the bottom surface of the precast concrete module, the infill wall and the partition wall are arranged at the non-load-bearing wall position between the shear walls, and the setting range of the shear wall is determined by structural calculations. The shear walls, thin shell walls, infill walls, and partition walls are connected together to form the four sides of the precast concrete module, and are enclosed with the top plate and the bottom plate to form a hexahedral space. The interior can be decorated and integrated according to actual engineering needs, further reducing the amount of on-site work and improving construction efficiency.

[0010] In particular, vertical concrete ribs with full height are arranged on the outer side of the thin shell wall, and the cross section of the vertical concrete ribs can be arranged in a fan shape or a polygon, typically in a rectangular shape, a trapezoidal shape, etc., and preferably in a trapezoidal shape, which is convenient for demoulding. The vertical concrete ribs and the thin shell wall together form a plate with concrete ribs, which can provide out-of-plane stiffness and bearing capacity, and avoid wall cracking and mold expansion during transportation, installation and on-site construction.

[0011] Optionally, when the thin shell wall is prefabricated, truss steel bars can be arranged at a certain interval, and the direction of the truss steel bars is consistent with the height direction of the wall, so as to provide out-of-plane stiffness and bearing capacity during wall transportation, installation and on-site construction, and avoid wall cracking and mold expansion.

[0012] In particular, according to the structural stress characteristics, shear wall edge component constraint areas are set at the corners and both ends of the opening of the shear wall of the precast concrete module, and the remaining positions are shear wall body areas. The shear wall edge component constraint areas and the shear wall body areas are both provided with full-height vertical holes, which can be circular or elliptical.

[0013] Specifically, a vertical stress-bearing steel bar 1 is set in the local constraint area of ​​the stirrups of the connection node between the modules on the same layer, and all vertical stress-bearing steel bars 1 are set as large-diameter connecting steel bars. The number and area of ​​the vertical stress-bearing steel bars 1 are determined by calculation. After the concrete in the lower cavity is poured, the vertical stress-bearing steel bars in the lower cavity extend out of the module top plate by a certain length, and are reliably connected to the vertical stress-bearing steel bars in the upper cavity through a mechanical joint 1. A small-diameter vertical structural steel bar 1 is set in the cavity, and the vertical structural steel bar 1 is not connected vertically, and only serves as a frame steel bar for the horizontal stirrup 2 and the horizontal closed ring connecting steel bars attached on site, and together forms a constraint on the concrete. In the present invention, the large diameter is because the vertical stress-bearing steel bars are concentratedly configured, the number of steel bars is reduced, and the diameter is correspondingly increased, generally not less than 18mm, and the small diameter is because the steel bars do not provide vertical bearing capacity, and only serve as frame steel bars for stirrups, which are not connected up and down, and the diameter is correspondingly small, generally not more than 10mm.

[0014] Specifically, two vertical stress-bearing steel bars are arranged in the constraint area of ​​the edge member of the shear wall of the precast concrete module. All the two vertical stress-bearing steel bars are connected with vertical large-diameter steel bars. The two vertical stress-bearing steel bars are arranged in the vertical holes. The number and area of ​​the reinforcement are determined by calculation. One to two bars can be arranged in each vertical hole. The two vertical stress-bearing steel bars of the lower module extend out of the top plate of the module by a certain length. The two vertical stress-bearing steel bars of the upper module are connected with the two mechanical joints at the top of the two vertical stress-bearing steel bars of the lower module, and then the upper module is hoisted. Two small-diameter vertical structural steel bars are arranged outside the vertical holes. The two vertical structural steel bars are not connected vertically, but only serve as the erecting steel bars of the three horizontal stirrups, and together with the three horizontal stirrups, they form a stirrup constraint effect on the concrete in the constraint area of ​​the edge member. Preferably, the two adjacent vertical stress-bearing steel bars extending out of the top plate can be staggered by a certain height. When the upper module is hoisted, the steel bars can be aligned in stages to improve the hoisting construction efficiency.

[0015] Specifically, a double-layer steel mesh is arranged in the shear wall area of ​​the precast concrete module, and the vertical stress-bearing steel bars are arranged outside the center of the vertical hole and arranged in a plum blossom shape along the shear wall area. The number and area of ​​the steel bars are determined by the minimum reinforcement ratio of the wall body. Vertical structural steel bars are arranged between the vertical stress-bearing steel bars and on the opposite side, and the vertical structural steel bars are not connected up and down. The vertical stress-bearing steel bars of the lower module are bent and changed in position within the range of the horizontal post-cast strip and the horizontal joint, and then extend out of the top plate of the lower module. The extended length should meet the requirements of the steel bar lap length. After the upper module is installed, the vertical stress-bearing steel bars of the lower module extend into the vertical holes of the upper wall panel and overlap with the vertical stress-bearing steel bars of the upper module to form a steel bar lap force transmission mechanism to provide the bearing capacity of the wall area of ​​the shear wall.

[0016] Specifically, a non-stirrup constraint area is set in the connection node between the modules of the same layer, and the four vertical stress-bearing steel bars in the non-stirrup constraint area are set in the thin shell wall. Additional vertical steel bars are set on site in the cavity and overlapped with the four vertical stress-bearing steel bars in the thin shell wall. The length of the additional vertical steel bars extended into the cavity of the connection node between the modules of the same layer in the lower layer should meet the overlap length, and be overlapped with the four vertical stress-bearing steel bars of the lower module. After the concrete pouring in the lower cavity is completed, the length of the additional vertical steel bars extended from the top plate of the module added on site should also meet the overlap length, and be overlapped with the four vertical stress-bearing steel bars of the upper module, so as to jointly form a steel bar overlap force transmission mechanism.

[0017] Optionally, the four vertical stress-bearing steel bars in the non-hoop reinforcement constraint area of ​​the connection node between the modules on the same layer are arranged in a plum blossom shape in the thin shell walls on both sides of the connection node between the modules on the same layer. The number and area of ​​the steel bars are determined by the minimum reinforcement ratio of the wall. Four vertical structural steel bars are arranged between the four vertical stress-bearing steel bars and on the opposite sides. The four vertical structural steel bars are not connected up and down. The four vertical stress-bearing steel bars of the lower module are bent and changed in position within the range of the horizontal post-cast strip and the horizontal joint and then extend out of the top plate of the lower module. The extended length should meet the requirements of the steel bar lap length. After the upper module is installed, the four vertical stress-bearing steel bars of the lower module extend into the cavity of the connection node between the modules on the same layer of the upper layer and are overlapped and connected with the four vertical stress-bearing steel bars of the upper module.

[0018] The bottom plate of the precast concrete module is a reinforced concrete plate, and the top plate is a composite floor plate. The transversely distributed steel bars at the bottom of the precast part extend to the midline of the wall thickness, or the transversely distributed steel bars at the bottom of the precast part do not extend out of the precast floor plate, and additional on-site steel bars and additional distributed steel bars are provided; the transversely distributed steel bars at the top of the floor plate and the longitudinally distributed steel bars at the top of the floor plate are placed on site, and the concrete of the composite layer of the floor plate is poured on site.

[0019] Optionally, the bottom plate of the precast concrete module is made of reinforced concrete slab and the top plate is made of fully precast floor slab, or the top plate is made of concrete slab and the bottom plate is made of fully precast floor slab; a steel anchor ring is arranged at the end of the fully precast floor slab and extends into the cavity of the connection node between modules on the same layer, and an anchor connection is formed after the concrete in the cavity is poured.

[0020] After the steel bars in all vertical holes and connection node cavities of the precast concrete modules on the same layer are connected, the concrete in the vertical holes and connection node cavities between modules on the same layer is poured simultaneously to realize the connection of different precast concrete modules.

[0021] Compared with the prior art, the present invention has the following beneficial effects:

[0022] (1) The present invention provides a precast concrete module, which is enclosed by a shear wall, a thin shell wall, a filling wall, a partition wall, a top plate and a bottom plate. The precast concrete module can be produced in advance in a factory, the processing quality is easy to ensure, and the whole building can be formed by simple assembly on site, with high construction efficiency.

[0023] (2) The present invention sets a thin shell wall at the assembly position of the precast concrete module shear wall, which is spliced ​​with adjacent modules on the same floor to form a cavity. A large-diameter longitudinal reinforcement is directly connected in the cavity with stirrups for local restraint. Concrete is poured in the cavity to form a connection node, which can effectively reduce and control the thickness of the shear wall at the splicing position of adjacent modules on the same floor, and significantly improve the building's usable space.

[0024] (3) All vertical force-bearing steel bars in the shear wall stirrup constraint area of ​​the present invention use a small number of large-diameter steel bars, and the upper and lower layers of steel bars are connected by mechanical joints, which ensures reliable force transmission, reduces the difficulty of on-site installation, and is easy to ensure construction quality. The structure has strong integrity and a clear system stress mode, and can be applied to high-intensity areas and high-rise and super-high-rise buildings. BRIEF DESCRIPTION OF THE DRAWINGS

[0025] Figure 1 It is a three-dimensional schematic diagram of the prefabricated concrete module of the present invention.

[0026] Figure 2 This is a schematic diagram of prefabricated concrete modules of the present invention being assembled into an integral building, wherein the top plates of the prefabricated concrete modules are not shown.

[0027] Figure 3 for Figure 1 Schematic diagram of the composition of precast concrete modules.

[0028] Figure 4 This is a horizontal cross-sectional view of the prefabricated concrete module building of the present invention, namely Figure 2 Schematic diagram of the AA section.

[0029] Figure 5 A schematic diagram of the structure of a connection node between modules on the same layer of the present invention.

[0030] Figure 6 Another schematic diagram of the structure of the connection node between modules on the same layer of the present invention.

[0031] Figure 7 It is a schematic diagram of the structure of the edge components and wall area of ​​the precast concrete module shear wall of the present invention.

[0032] Figure 8 It is a schematic diagram of the connection structure of the vertical stress-bearing steel bars in the edge component area of ​​the upper and lower modular shear walls of the present invention.

[0033] Fig. 9 It is a schematic diagram of the connection structure of the stress-bearing steel bars in the stirrup restraint area of ​​the connection node between the modules on the same layer of the present invention.

[0034] Fig.10 It is a schematic diagram of the connection structure of the vertical force-bearing steel bars in the wall area of ​​the upper and lower modular shear walls of the present invention.

[0035] Fig.11 The present invention is a schematic diagram of a connection structure of stress-bearing steel bars in a non-hoop restraint area of ​​a connection node between modules on the same layer.

[0036] Fig.12 It is a schematic diagram of another connection structure of the stress-bearing steel bars in the non-stirrup restraint area of ​​the connection node between modules on the same layer of the present invention.

[0037] Fig.13 A schematic diagram of the structure of the prefabricated concrete module of the present invention using a composite floor slab.

[0038] Fig.14 Another schematic diagram of the structure of the prefabricated concrete module of the present invention using a composite floor slab.

[0039] Fig.15 A schematic diagram of the structure of the precast concrete module of the present invention using a fully precast floor slab top slab.

[0040] Fig.16 A schematic diagram of a structure in which the prefabricated concrete module of the present invention adopts a fully prefabricated floor slab.

[0041] In the figure: 1-precast concrete module; 11-end module; 12-middle module; 13-left module; 14-right module; 21-opening; 22-shear wall; 23-shell wall; 231-vertical concrete rib; 24-filling wall; 25-partition wall; 26-top plate; 27-bottom plate; 31-connection node between modules on the same floor; 32-connection node between upper and lower modules; 41-vertical hole; 5-shear wall edge member constraint area; 51-vertical stress steel bar 2; 511-vertical stress steel bar 2 of lower module; 512-vertical stress steel bar 2 of upper module; 513-mechanical joint 2; 52-vertical structural steel bar 2; 53-horizontal stirrup 3; 6-shear wall body area; 61-vertical stress steel bar 3; 611-vertical stress steel bar 3 of lower module; 612-vertical stress steel bar 3 of upper module; 62-vertical structural Three structural steel bars; 7-local restraint area of ​​stirrups; 71-vertical stress-bearing steel bars; 711-vertical stress-bearing steel bars in the lower cavity; 712-vertical stress-bearing steel bars in the upper cavity; 713-mechanical joints; 72-on-site additional horizontal closed ring connecting steel bars; 73-horizontal stirrups; 74-horizontal stirrups; 75-vertical structural steel bars; 8-non-stirrup local restraint area; 81-vertical stress-bearing steel bars; 811-vertical stress-bearing steel bars in the lower module; 812-vertical stress-bearing steel bars in the upper module; 82-on-site additional vertical steel bars; 83-truss steel bars; 84-vertical structural steel bars; 91-transverse distribution steel bars at the bottom of the prefabricated part; 92-transverse distribution steel bars at the top of the slab; 93-longitudinal distribution steel bars at the top of the slab; 94-on-site additional steel bars; 95-on-site additional distribution steel bars; 96-steel anchor ring. DETAILED DESCRIPTION

[0042] The following describes the implementation of the present invention in detail with reference to the accompanying drawings and examples. It is obvious that the described examples are only part of the examples of the present invention, but not all of the examples.

[0043] The present invention provides a prefabricated concrete module building, such as Figure 1 and Figure 2 As shown, the precast concrete modules 1 are uniformly precast in a factory and assembled at a construction site to form an integral building. The precast concrete modules 1 can be divided into end modules 11 and middle modules 12 according to different positions. Different precast concrete modules 1 are connected into an integral structure through the connection nodes 31 between modules on the same layer and the connection nodes 32 between upper and lower modules, thereby forming a spatial lateral force resisting structural system.

[0044] like Figure 3As shown, the precast concrete module 1 is cast uniformly in the factory by shear walls 22, thin shell walls 23, filling walls 24, partition walls 25, top plates 26 and bottom plates 27. The precast concrete module 1 is provided with openings 21 as required to meet different requirements of building functions. The top plate 26 serves as the top surface of the precast concrete module 1, and the bottom plate 27 serves as the bottom surface of the precast concrete module 1. The filling walls 24 and the partition walls 25 are arranged at the non-load-bearing wall positions between the shear walls 22. The setting range of the shear walls 22 is determined by structural calculations. The shear walls 22, thin shell walls 23, filling walls 24, and partition walls 25 are connected together to form the four sides of the precast concrete module, and enclosed with the top plate 26 and the bottom plate 27 to form a hexahedral space. The interior can be decorated and integrated according to actual engineering requirements, further reducing the amount of on-site work and improving construction efficiency.

[0045] Figure 4 A horizontal section of a prefabricated concrete module building is given, such as Figure 4 and Figure 7 As shown, shear wall edge member constraint areas 5 are set at the corners of the shear wall 22 of the precast concrete functional module 1 and at both ends of the opening, and the rest of the shear wall 22 is the shear wall body area 6. The shear wall edge member constraint area 5 and the shear wall body area 6 are both provided with full-height vertical holes 41, and the vertical holes 41 can be circular or elliptical. When the shear wall edge member constraint area 5 is prefabricated in the factory, horizontal stirrups 3 53 and vertical structural steel bars 2 52 that are not connected vertically are set to form a steel skeleton, forming a constraint on the concrete and providing deformation capacity of the edge member. All vertical force steel bars 2 51 are concentrated in the vertical holes 41, and a large-diameter and small-number steel bar configuration method is adopted, with 1 to 2 steel bars configured in each vertical hole, which can greatly increase the tolerance of steel bar alignment during module hoisting, reduce the number of aligned steel bars, and improve hoisting efficiency. The specific number and area of ​​steel bars are determined by calculation. A double-layer steel mesh is set in the shear wall body area 6, and its vertical stress-bearing steel bars 3 61 are arranged in a plum blossom shape and set outside the center of the vertical hole 41. Vertical structural steel bars 3 62 are set between the vertical stress-bearing steel bars 3 61 and on the opposite side. The number and area of ​​the vertical stress-bearing steel bars 3 61 are determined by the minimum reinforcement ratio of the wall.

[0046] Figure 8The present invention provides a connection embodiment of large-diameter vertical stress-bearing steel bars 2 51 in the vertical holes 41 of the shear wall edge member constraint area 5 of the upper and lower modules. The large-diameter steel bars run through the vertical holes 41. After the concrete pouring of the lower module is completed, the vertical stress-bearing steel bars 2 511 of the lower module extend out of the top plate 26 by a certain length. A mechanical joint 2 513 is used at the top of the vertical stress-bearing steel bars 2 511 of the lower module to connect the vertical stress-bearing steel bars 2 512 of the upper module. The force transmission path is clear and the force is safe and reliable. Furthermore, the adjacent vertical stress-bearing steel bars 2 51 extending out of the top plate 26 can be staggered by a certain height. When the upper module is hoisted, only the steel bars with a longer extension length can be aligned, and the steel bars with a shorter extension length can be automatically aligned, which reduces the construction difficulty and improves the hoisting efficiency.

[0047] Fig.10 An embodiment of the connection of the vertical stress-bearing steel bars 3 61 of the shear wall body area 6 of the upper and lower modules of the present invention is provided, wherein the vertical stress-bearing steel bars 3 611 of the lower module located in the lower wall panel are bent and changed in position within the range of the horizontal post-cast strip and the horizontal joint and then extend out of the lower module top plate 26, and the extension length meets the steel bar lap length requirement. After the upper module is installed, the vertical stress-bearing steel bars 3 611 of the lower module extend into the vertical holes 41 of the upper wall panel and are overlap-connected with the vertical stress-bearing steel bars 3 612 of the upper module in the upper wall panel, thereby jointly forming a steel bar overlap force transmission mechanism to provide the bearing capacity of the shear wall body area 6.

[0048] like Figure 4 , Figure 5 and Figure 6 As shown, a thin shell wall 23 is set at the shear wall assembly position between the precast concrete module 1 and the adjacent modules on the same floor. The adjacent precast concrete left module 13 and right module 14 on the same floor are spliced ​​at the thin shell wall 23 to form a cavity. After the steel bars in the cavity are connected, concrete is poured to form a connection node 31 between the modules on the same floor. Figure 4 As shown, vertical concrete ribs 231 with full height are arranged outside the thin shell wall 23. The cross section of the vertical concrete ribs 231 can be arranged in a fan shape, a rectangle, a trapezoid or other polygon. The vertical concrete ribs 231 and the thin shell wall 23 together form a plate with concrete ribs, which can provide out-of-plane stiffness and bearing capacity, and avoid wall cracking and bulging during transportation, installation and on-site construction. Or, as Figure 5 As shown, when the thin shell wall 23 is prefabricated, truss steel bars 83 are arranged at a certain interval. The direction of the truss steel bars 83 is consistent with the height direction of the wall, providing out-of-plane stiffness and bearing capacity during wall transportation, installation and on-site construction, avoiding wall cracking and expansion.

[0049] A stirrup local constraint area 7 is set in the connection node 31 between modules on the same floor. The stirrup local constraint area 7 is set with a horizontal cast-in-place section along the module assembly direction. The horizontal stirrup 73 of the left module 13 and the horizontal stirrup 73 of the right module 14 extend to the intersection of the vertical and horizontal walls. The horizontal closed ring connecting steel bars 72 attached on site are overlapped and connected with the horizontal stirrup 73 to jointly form a constraint on the concrete. The stirrup local constraint area 7 is set with a vertical cast-in-place section perpendicular to the module assembly direction, such as Figure 4 As shown, the thin shell wall 23 of the left module 13 is provided with a second horizontal stirrup 74, which extends to the end of the wall along the length direction of the wall and to the inner surface of the thin shell wall 23 of the precast concrete module 14 on the other side along the thickness direction of the wall. The thin shell wall 23 of the right module 14 is not provided with stirrups, or, as shown in FIG. Figure 5 As shown, horizontal stirrups 2 74 are placed on site in the cavity, extending to the inner surface of the thin shell wall 23 on both sides along the wall thickness direction, and the wall length range of the stirrup local constraint area 7 is determined according to the design. The vertical force-bearing steel bars 1 in the stirrup local constraint area 7 are set in the cavity, and all vertical force-bearing steel bars 1 use large-diameter connecting steel bars. The number and area of ​​reinforcement are determined by calculation, which can reduce the number of connecting steel bars and improve construction efficiency and quality. Small-diameter vertical structural steel bars 1 75 are set in the cavity, which are not connected vertically and only serve as the erection steel bars for the horizontal stirrups 2 74 and the horizontal closed ring connecting steel bars 72 added on site, and together form a restraining effect on the concrete.

[0050] A non-stirrup restraint area 8 is set in the connection node 31 between modules on the same layer, such as Figure 4 As shown, during factory prefabrication, the vertical stress-bearing steel bars 81 are directly set in the thin shell wall 23, and the vertical steel bars 82 added on site in the cavity are overlapped and connected with the vertical stress-bearing steel bars 81 in the thin shell wall 23. Figure 5 As shown, the four vertical stress-bearing steel bars 81 are arranged in a plum blossom shape in the thin shell wall 23 on both sides of the connection node 31 between the modules on the same layer. Four vertical structural steel bars 84 are arranged between the four vertical stress-bearing steel bars 81 and on the opposite sides. The four vertical structural steel bars 84 are not connected up and down. The number and area of ​​the vertical stress-bearing steel bars are determined by the minimum reinforcement ratio of the wall.

[0051] Fig. 9 An embodiment of the present invention is provided for connecting large-diameter vertical stress-bearing steel bars 71 in the cavity of the local constraint area 7 of the stirrups at the connection node 31 between modules on the same layer. The vertical stress-bearing steel bars 71 are arranged in the middle of the wall thickness. The number and area of ​​the steel bars are determined by calculation. After the concrete pouring in the lower cavity is completed, the vertical stress-bearing steel bars 711 in the lower cavity extend out of the top plate 26 by a certain length, and are reliably connected to the vertical stress-bearing steel bars 712 in the upper cavity through a mechanical joint 713. The force transmission path is clear, thereby providing the bearing capacity of the local constraint area of ​​the wall stirrups.

[0052] Fig.11 An embodiment of the present invention is provided for connecting the steel bars in the non-stirrup restraint area 8 at the connection node 31 between modules on the same layer, wherein four vertical force-bearing steel bars 81 are arranged in the prefabricated thin shell wall 23, and the vertical force-bearing steel bars 82 added on site in the cavity are overlapped with the four vertical force-bearing steel bars 81 in the thin shell wall 23. The length of the vertical force-bearing steel bars 82 added on site extending into the lower module should meet the overlap length, and be overlapped with the four vertical force-bearing steel bars 811 of the lower module. After the concrete pouring in the lower cavity is completed, the length of the vertical force-bearing steel bars 82 added on site extending out of the module top plate 26 should also meet the overlap length, and be overlapped with the four vertical force-bearing steel bars 812 of the upper module, thereby forming a steel bar overlap force transmission mechanism to provide the bearing capacity of the non-stirrup restraint area of ​​the wall.

[0053] Fig.12 Another embodiment of the present invention is provided for connecting the steel bars in the non-hoop reinforcement constraint area 8 at the connection node 31 between the modules on the same layer. The four vertical stress-bearing steel bars 81 are arranged in a plum blossom shape in the thin shell walls 23 on both sides. The number and area of ​​the steel bars are determined by the minimum reinforcement ratio of the wall. Four vertical structural steel bars 84 are arranged between the four vertical stress-bearing steel bars 81 and on the opposite sides. The four vertical structural steel bars 84 are not connected up and down. The four vertical stress-bearing steel bars 811 of the lower module in the lower thin shell wall 23 are bent and changed in position within the range of the horizontal post-cast strip and the horizontal joint and then extend out of the top plate 26 of the lower module. The extension length meets the requirement of the steel bar lap length. After the upper module is installed, the four vertical stress-bearing steel bars 811 of the lower module extend into the cavity of the connection node 31 between the upper modules and are overlapped and connected with the four vertical stress-bearing steel bars 812 of the upper module in the upper thin shell wall 23.

[0054] Fig.13 and Fig.14 An embodiment of the top plate 26 of the present invention using a composite floor plate is provided respectively. Fig.13 The transverse distribution steel bars 91 at the bottom of the prefabricated part of the middle composite floor slab extend to the center line of the wall thickness. Fig.14 The middle composite slab adopts the non-reinforcement method. The transverse distribution steel bars 91 at the bottom of the prefabricated part do not extend out of the prefabricated slab, and the on-site additional steel bars 94 and the on-site additional distribution steel bars 95 can be arranged on-site; the transverse distribution steel bars 92 at the top of the slab and the longitudinal distribution steel bars 93 at the top of the slab are placed on-site, and the concrete of the composite layer of the slab is poured on-site.

[0055] Fig.15 and Fig.16 An embodiment of the present invention using a fully prefabricated floor slab is provided respectively. Fig.15 In the example, the top plate 26 is a fully prefabricated floor plate. Fig.16 In the embodiment, the bottom plate 27 is a fully prefabricated floor plate; a steel anchor ring 96 is arranged at the end of the floor plate and extends into the cavity of the connection node 31 between the modules on the same floor to form an anchor connection.

[0056] After the connection of the steel bars of each part is completed, the concrete in the cavities of the vertical holes 41 and the connection nodes 31 between the modules on the same floor is poured at the same time to realize the connection of different precast concrete modules 1. Through the above node structure, the vertical steel bar connection is reliable, the force transmission path is clear, the bearing capacity level of the structure can be guaranteed, and the horizontal stirrups can form a constraint on the concrete to ensure the deformation capacity, and realize the structural equivalent to cast-in-place stress performance, which can be applied to high-intensity areas and high-rise and super-high-rise buildings.

[0057] The above are only preferred specific embodiments of the present invention, but the protection scope of the present invention is not limited thereto. Any changes and substitutions that can be easily thought of by a person skilled in the art within the technical scope disclosed by the present invention should be included in the protection scope of the present invention. Therefore, the protection scope of the present invention should be based on the protection scope of the claims.

Claims

1. A prefabricated concrete modular building with high efficiency of construction, which is assembled into an integral building using prefabricated concrete modules (1), characterized in that: The prefabricated concrete module (1) is enclosed by a shear wall (22), a thin shell wall (23), a filling wall (24), a partition wall (25), a top plate (26) and a bottom plate (27), and is provided with an opening (21) according to the functional requirements of the building; The thin shell wall (23) is arranged at the shear wall assembly position between the precast concrete functional module (1) and adjacent modules on the same layer. Adjacent precast concrete modules (1) on the same layer are spliced ​​at the thin shell wall (23) to form a cavity. After the steel bars in the cavity are connected, concrete is poured to form a connection node (31) between modules on the same layer. A stirrup local constraint area (7) is provided in the connection node (31) between the modules on the same layer. The stirrup local constraint area (7) is provided with a horizontal cast-in-place section along the module assembly direction. The single-sided precast concrete module is provided with a horizontal stirrup one (73) extending to the intersection of the vertical and horizontal walls. The horizontal closed ring connecting steel bar (72) is attached on site to form a lap connection with the horizontal stirrup one (73). The stirrup local constraint area (7) is provided with a vertical cast-in-place section along the vertical module assembly direction. The thin shell wall (23) of the single-sided precast concrete module is provided with a horizontal stirrup one (73). A second horizontal stirrup (74) is arranged, and the second horizontal stirrup (74) extends along the wall thickness direction to the inner surface of the thin shell wall (23) of the precast concrete module on the other side, or the second horizontal stirrup (74) is placed on site in the cavity, and extends to the inner surface of the thin shell wall (23) of the precast concrete module on both sides along the wall thickness direction. A first vertical structural steel bar (75) is arranged in the stirrup local constraint area (7), and forms a steel skeleton with the second horizontal stirrup (74), and together forms a constraint effect on the concrete in the stirrup local constraint area (7).

2. The precast concrete modular building with high efficiency construction according to claim 1, characterized in that: The top plate (26) serves as the top surface of the precast concrete module (1), the bottom plate (27) serves as the bottom surface of the precast concrete module (1), the infill wall (24) and the partition wall (25) are arranged at the non-load-bearing wall position between the shear walls (22), the shear walls (22), the thin shell walls (23), the infill wall (24) and the partition wall (25) are connected together to form four side surfaces of the precast concrete module (1), and enclosed with the top plate (26) and the bottom plate (27) to form a hexahedral space.

3. The precast concrete modular building with high efficiency construction according to claim 1 or 2, characterized in that: A vertical concrete rib (231) with a full height is arranged on the outer side of the thin shell wall (23), the cross section of the vertical concrete rib (231) is arranged to be fan-shaped or polygonal, and the vertical concrete rib (231) and the thin shell wall (23) together form a plate with concrete ribs, providing out-of-plane stiffness and bearing capacity; Alternatively, when the thin shell wall (23) is prefabricated, truss steel bars (83) are arranged at a certain interval, and the direction of the truss steel bars (83) is consistent with the height direction of the wall, so as to provide out-of-plane stiffness and bearing capacity during transportation, installation and on-site construction of the wall.

4. The precast concrete modular building with high efficiency construction according to claim 1 or 2, characterized in that: A vertical stress-bearing steel bar (71) is arranged in the local restraint area (7) of the stirrups of the connection node (31) between the modules on the same layer. After the concrete pouring in the lower cavity is completed, the vertical stress-bearing steel bar (711) in the lower cavity extends out of the module top plate (26) by a certain length and is reliably connected to the vertical stress-bearing steel bar (712) in the upper cavity through a mechanical joint (713). All vertical stress-bearing steel bars (71) are arranged as large-diameter connecting steel bars; a small-diameter vertical structural steel bar (75) is arranged in the cavity. The vertical structural steel bar (75) is not connected vertically and only serves as a supporting steel bar for the horizontal stirrup (74) and the horizontal closed ring connecting steel bar (72) attached on site, together forming a restraining effect on the concrete, wherein the large diameter refers to a diameter not less than 18 mm, and the small diameter refers to a diameter not greater than 10 mm.

5. The precast concrete modular building with high efficiency construction according to claim 1 or 2, characterized in that: Shear wall edge component restraint areas (5) are arranged at the corners and both ends of the opening of the shear wall (22), and the remaining positions are shear wall body areas (6). Both the shear wall edge component restraint areas (5) and the shear wall body areas (6) are provided with full-height vertical holes (41), and the vertical holes (41) are circular or elliptical.

6. The precast concrete modular building with high efficiency construction according to claim 5, characterized in that: After the steel bars in the vertical holes (41) and the connection nodes (31) between modules on the same layer are connected, concrete is poured simultaneously in the cavities of the vertical holes (41) and the connection nodes (31) between modules on the same layer, thereby achieving the connection of different precast concrete modules (1).

7. The precast concrete modular building with high efficiency construction according to claim 5, characterized in that: Two vertical stress-bearing steel bars (51) are arranged in the shear wall edge member constraint region (5), and the two vertical stress-bearing steel bars (51) are arranged in the vertical holes (41). One to two vertical stress-bearing steel bars (51) are arranged in each vertical hole (41). The two vertical stress-bearing steel bars (511) of the lower module extend out of the module top plate (26) by a certain length. The two vertical stress-bearing steel bars (512) of the upper module are connected to the top of the two vertical stress-bearing steel bars (511) of the lower module by a mechanical joint (513). All the two vertical stress-bearing steel bars (51) are arranged as large-diameter connecting steel bars. Two vertical structural steel bars (52) of small diameter are arranged outside the vertical holes (41). The two vertical structural steel bars (52) are not connected vertically, but only serve as the erecting steel bars of the three horizontal stirrups (53), and together with the three horizontal stirrups (53), they form a stirrup constraint effect on the concrete of the edge member constraint region (5).

8. The precast concrete modular building with high efficiency construction according to claim 5, characterized in that: The shear wall body region (6) is provided with a double-layer steel mesh. The vertical stress-bearing steel bars (61) of the shear wall body region (6) are arranged outside the center of the vertical hole (41) and arranged in a plum blossom shape along the shear wall body region (6). The vertical structural steel bars (62) are arranged between the vertical stress-bearing steel bars (61) and on the opposite side. The vertical structural steel bars (62) are not connected up and down. The vertical stress-bearing steel bars (611) of the lower module are bent and changed in position within the range of the horizontal post-casting strip and the horizontal joint and then extend out of the lower module top plate (26). After the upper module is installed, the vertical stress-bearing steel bars (611) of the lower module extend into the vertical hole (41) of the upper wall panel and overlap and connect with the vertical stress-bearing steel bars (612) of the upper module to form a steel bar overlap force transmission mechanism to provide the bearing capacity of the shear wall body region (6).

9. The precast concrete modular building with high efficiency construction according to claim 1 or 2, characterized in that: The connection node (31) between the modules on the same layer is provided with a non-hoop reinforcement constraint area (8), and the vertical force-bearing steel bars (81) of the non-hoop reinforcement constraint area (8) are provided in the thin shell wall (23). An additional vertical steel bar (82) is provided on site in the cavity and overlapped and connected with the vertical force-bearing steel bars (81) in the thin shell wall (23). The additional vertical steel bar (82) on site extends into the cavity of the connection node (31) between the modules on the same layer in the lower layer and overlapped and connected with the vertical force-bearing steel bars (811) of the lower layer module. After the concrete pouring in the lower layer cavity is completed, the additional vertical steel bar (82) extends out of the module top plate (26) by a certain length and overlapped and connected with the vertical force-bearing steel bars (812) of the upper layer module, thereby forming a steel bar overlap force transmission mechanism. Alternatively, the four vertical stress-bearing steel bars (81) are arranged in a plum blossom shape in the thin shell walls (23) on both sides of the connection nodes (31) between modules on the same layer, and four vertical structural steel bars (84) are arranged between the four vertical stress-bearing steel bars (81) and on the opposite sides. The four vertical structural steel bars (84) are not connected up and down. The four vertical stress-bearing steel bars (811) of the lower module are bent and changed in position within the range of the horizontal post-cast strip and the horizontal joint and then extend out of the top plate (26) of the lower module. After the upper module is installed, the four vertical stress-bearing steel bars (811) of the lower module extend into the cavity of the connection nodes (31) between modules on the same layer of the upper layer and are overlapped and connected with the four vertical stress-bearing steel bars (812) of the upper module.

10. The precast concrete modular building with efficient construction according to claim 1, characterized in that: The bottom plate (27) is a concrete plate, the top plate (26) is a composite floor plate, the transverse distribution steel bars (91) at the bottom of the prefabricated part extend to the center line of the wall thickness, or the transverse distribution steel bars (91) at the bottom of the prefabricated part do not extend out of the prefabricated floor plate, and additional steel bars (94) and additional distribution steel bars (95) are provided on site; transverse distribution steel bars (92) and longitudinal distribution steel bars (93) at the top of the floor plate are placed on site, and concrete of the composite layer of the floor plate is poured on site; Alternatively, the bottom plate (27) is a concrete plate and the top plate (26) is a fully prefabricated floor plate, or the top plate (26) is a concrete plate and the bottom plate (27) is a fully prefabricated floor plate; a steel anchor ring (96) is provided at the end of the floor plate and extends into the cavity of the connection node (31) between modules on the same layer to form an anchor connection.

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