Hollow prefabricated shear wall, concrete module with same and construction method

Abstract

The invention relates to the technical field of modular buildings, in particular to a hollow prefabricated shear wall, a concrete module with the same and a construction method. The system comprises a vertically arranged wall body, a reinforcement cage and a plurality of thin-wall steel pipes; the reinforcement cage is vertically pre-buried in a wall body; the multiple thin-wall steel pipes are vertically arranged in the reinforcement cage in a penetrating mode and embedded in the wall body, and the multiple thin-wall steel pipes are arranged in the length direction of the wall body at intervals; each thin-wall steel pipe is of a hollow structure, and the length of each thin-wall steel pipe is consistent with the height of the wall body so that a plurality of vertically-penetrating through holes can be formed in the wall body. According to the hollow prefabricated shear wall, the multiple thin-wall steel pipes are embedded in the wall body, the thin-wall steel pipes and the wall body can jointly bear horizontal loads and vertical loads through the structural strength of the thin-wall steel pipes, and therefore the external load resisting capacity of the hollow prefabricated shear wall is improved, and the out-of-plane rigidity and the out-of-plane bending moment section resisting capacity of the hollow prefabricated shear wall are effectively improved.

Description

TECHNICAL FIELD

[0001] The present application relates to the technical field of modular building, in particular to a hollow prefabricated shear wall, a concrete module with the same and a construction method. BACKGROUND

[0002] As the most assembled and industrialized prefabricated building, the module integrated building is an important way for the development of new building industrialization, which can effectively reduce the amount of on-site construction, improve the construction speed, reduce carbon emissions, realize green and low-carbon development, and has good economic, environmental and social benefits.

[0003] The module integrated building includes concrete module integrated building, which has been applied in China, including frame module, wallboard module for low multi-storey application, box module, shear wall module and steel-concrete composite module for high-rise building application. At present, most of the modular integrated buildings use full prefabricated shear walls to improve the integration and prefabrication rate of the modular integrated building, so as to improve the shear capacity of the building.

[0004] However, the full prefabricated shear wall has a large self-weight, which is difficult to operate during transportation and hoisting. In order to reduce the self-weight of the shear wall, there is a hollow prefabricated shear wall at present, which has a plurality of vertical through circular holes. Compared with the full prefabricated shear wall, the hollow prefabricated shear wall can reduce its own weight without affecting the shear capacity. Among them, the existing hollow prefabricated shear wall is usually made of circular steel pipes as inner molds during prefabrication, that is, the circular steel pipes are placed in the shear wall reinforcement cage, the concrete is poured and cured to form, and then the circular steel pipes are pulled out, so that the vertical through circular holes are formed in the shear wall, thereby the hollow prefabricated shear wall is made.

[0005] However, the circular hole section of the hollow prefabricated shear wall has a small moment of inertia, a low out-of-plane stiffness and a low bending capacity. At the same time, when facing the out-of-plane bending moment, the section resistance is weak, so that when integrated on the concrete module, the whole concrete module has a low external load capacity and a poor structural strength.

[0006] Therefore, there is an urgent need for a hollow prefabricated shear wall that can improve the out-of-plane stiffness and the resistance to out-of-plane bending moment, so as to improve the external load capacity and the structural strength of the whole concrete module. SUMMARY

[0007] (I) Technical problems to be solved

[0008] In view of the above-mentioned shortcomings and deficiencies of the prior art, the present application provides a hollow prefabricated shear wall, a concrete module with the same and a construction method, which solves the technical problems of low out-of-plane stiffness, poor external load capacity and poor resistance to out-of-plane bending moment of the existing hollow prefabricated shear wall.

[0009] (II) Technical Solution

[0010] To achieve the above objectives, the main technical solutions adopted by the present invention include:

[0011] In a first aspect, the present invention provides a hollow precast shear wall comprising a vertically arranged wall body, a reinforcing cage, and a plurality of thin-walled steel pipes; the reinforcing cage is vertically embedded in the wall body; the plurality of thin-walled steel pipes are vertically inserted into the reinforcing cage and embedded in the wall body, and the plurality of thin-walled steel pipes are spaced apart along the length of the wall body; each thin-walled steel pipe is a hollow structure, and the length of the thin-walled steel pipe is consistent with the height of the wall body, so as to form a plurality of vertically penetrating through holes in the wall body for inserting connecting reinforcing bars into the thin-walled steel pipes when the hollow precast shear wall is subsequently stacked vertically.

[0012] Preferably, the thin-walled steel pipe includes a long pipe and two threaded pipes; the long pipe and the two threaded pipes are arranged vertically and coaxially, and both the long pipe and the two threaded pipes are embedded in the wall; the opposite ends of the two threaded pipes are fixedly sleeved on both ends of the long pipe and communicate with the long pipe, and the opposite ends of the two threaded pipes extend vertically away from the long pipe to increase the contact area between the threaded outer wall of the two threaded pipes and the wall.

[0013] Preferably, the horizontal surface of the long tube is formed by multiple arc segments connected end to end to form a closed ring structure, and two adjacent arc segments are bent in opposite directions along the radial direction of the long tube to increase the contact area between the outer wall of the long tube and the wall.

[0014] Preferably, the thin-walled steel pipe further includes a positioning component; the positioning component is fixedly installed on the inner wall of the long pipe, and the positioning component is coaxially arranged with the long pipe, and is used to position the connecting steel bar inserted into the thin-walled steel pipe.

[0015] Preferably, the positioning assembly includes a positioning ring and a plurality of connecting plates; the positioning ring is coaxially arranged with the long tube, and the plurality of connecting plates are arranged circumferentially around the axis of the positioning ring, with each end of the connecting plate being fixedly connected to the outer wall of the positioning ring and the inner wall of the long tube, respectively, so as to fix the positioning ring inside the long tube; the connecting steel bar can pass through the positioning ring, the connecting steel bar is coaxial with the positioning ring, and the outer wall of the connecting steel bar can fit against the inner wall of the positioning ring.

[0016] Preferably, the positioning component further includes a plurality of anchoring nails; the plurality of anchoring nails are respectively fixedly installed on the top wall and bottom wall of the plurality of connecting plates, and the plurality of anchoring nails on each connecting plate are spaced apart along the length direction of the connecting plate, and the plurality of anchoring nails located on the top wall and bottom wall of the connecting plate correspond one-to-one.

[0017] Preferably, a first insert ring and a second insert ring are fixedly installed at the ends of the two threaded pipes away from the long pipe, respectively. The first insert ring and the second insert ring are both coaxially arranged with the threaded pipes, and the outer diameter of the first insert ring is the same as the inner diameter of the second insert ring, so that when the two hollow precast shear walls are stacked vertically, the two vertically corresponding thin-walled steel pipes can be inserted through the corresponding first insert ring and second insert ring; the first insert ring and the second insert ring protrude from the top surface and bottom surface of the wall, respectively.

[0018] Preferably, the wall thickness of the thin-walled steel pipe is between 2mm and 10mm, and the diameter of the connecting steel bar is between 20mm and 40mm.

[0019] Secondly, the present invention provides a concrete module with a hollow precast shear wall, including the hollow precast shear wall described above, and further including a first partition wall and a second partition wall; both the first partition wall and the second partition wall are vertically arranged and are spaced apart, and the horizontal extension lines of the first partition wall and the second partition wall are perpendicular to each other; the hollow precast shear wall is L-shaped, and both ends of the hollow precast shear wall are fixedly connected to the first partition wall and the second partition wall respectively, so as to integrate the hollow precast shear wall with the first partition wall and the second partition wall into a single structure.

[0020] Thirdly, the present invention provides a construction method for vertically stacked concrete modules having hollow precast shear walls, including the aforementioned concrete modules having hollow precast shear walls, and further comprising the following steps:

[0021] S1: The first partition wall and the second partition wall are respectively fixedly connected to both ends of the L-shaped hollow precast shear wall to form the lower concrete module;

[0022] S2: Lay a layer of concrete inside each of the thin-walled steel pipes in the hollow precast shear wall;

[0023] S3: A connecting steel bar is vertically inserted into each of the thin-walled steel pipes, and concrete is poured into each of the thin-walled steel pipes and compacted by vibration. The top of each connecting steel bar protrudes from the top of the thin-walled steel pipe.

[0024] S4: Repeat step S1 to form an upper concrete module. Place the upper concrete module on top of the lower concrete module, and place the top of each connecting steel bar in the lower concrete module inside the bottom of the corresponding thin-walled steel pipe in the lower concrete module. Then repeat steps S2-S3 to form an integral structure between the lower concrete module and the upper concrete module.

[0025] S5: Repeat steps S1-S4 to complete the construction of stacking the concrete modules.

[0026] (III) Beneficial Effects

[0027] The beneficial effects of this invention are:

[0028] This invention discloses a hollow precast shear wall, its concrete modules, and a construction method. By pre-embedding multiple thin-walled steel pipes within the wall, with the length of the thin-walled steel pipes matching the height of the wall, the steel pipes can share the horizontal loads (such as wind loads and seismic forces) and vertical loads (gravity loads) with the wall through their own structural strength, thereby improving the external load resistance of the hollow precast shear wall. Compared to existing hollow precast shear walls that rely solely on concrete and steel reinforcement for load-bearing capacity, the hollow precast shear wall of this invention significantly enhances its external load-bearing capacity. Simultaneously, the thin-walled steel pipes increase the moment of inertia of the through-hole section, effectively improving the out-of-plane stiffness and out-of-plane bending moment resistance of the hollow precast shear wall, reducing the risk of structural deformation under bending moment, and lowering the risk of cracking and failure. Moreover, it can optimize the stress distribution of hollow precast shear walls, reduce local stress concentration, and thus improve the stress performance of shear walls and enhance their energy dissipation capacity, thereby providing more reliable seismic performance protection for hollow precast shear walls. Attached Figure Description

[0029] Figure 1 This is a schematic diagram of the overall three-dimensional structure of a hollow precast shear wall, a concrete module having the same, and a construction method according to Embodiment 1 of the present invention.

[0030] Figure 2 This is a schematic diagram of the overall three-dimensional structure of the hollow precast shear wall before it is poured, including the reinforcing cage and multiple thin-walled steel pipes, as described in Embodiment 1 of the present invention, which includes a hollow precast shear wall, a concrete module having the same, and a construction method.

[0031] Figure 3 This is a schematic diagram of the overall front view of a thin-walled steel pipe, which is an embodiment of a hollow precast shear wall, a concrete module having the same, and a construction method according to the present invention.

[0032] Figure 4This is a schematic diagram of the overall cross-sectional structure of a hollow precast shear wall, a concrete module having the same, and a construction method according to the present invention, in which the connecting steel bars are inserted into a thin-walled steel pipe.

[0033] Figure 5 This is a three-dimensional structural diagram of the overall disassembly structure of a thin-walled steel pipe, which is an embodiment of the hollow precast shear wall, the concrete module having it, and the construction method of the present invention.

[0034] Figure 6 This is a top view of the overall structure of a long tube in Embodiment 1 of the present invention, which includes a hollow precast shear wall, a concrete module having the same, and a construction method.

[0035] Figure 7 This is a three-dimensional schematic diagram of the positioning component in an embodiment of the present invention, which includes a hollow precast shear wall, a concrete module having the same, and a construction method.

[0036] Figure 8 This is a schematic diagram of the overall three-dimensional structure of the threaded pipe for installing the first insertion ring, which is an embodiment of the hollow precast shear wall, the concrete module having it, and the construction method of the present invention.

[0037] Figure 9 This is a schematic diagram of the overall three-dimensional structure of the threaded pipe for installing the second insertion ring, which is an embodiment of the hollow precast shear wall, the concrete module having it, and the construction method of the present invention.

[0038] Figure 10 This is a schematic diagram of the overall three-dimensional structure of the concrete module connected to the hollow precast shear wall, which is an embodiment of the present invention, including a hollow precast shear wall, a concrete module having the hollow precast shear wall, and a construction method.

[0039] Figure 11 This is a schematic diagram of the overall three-dimensional structure of a hollow precast shear wall, a concrete module having the same, and a construction method according to Embodiment 3 of the present invention.

[0040] [Explanation of Labels in the Attached Image]

[0041] 1: Wall; 2: Longitudinal reinforcement; 3: Stirrup; 4: Thin-walled steel pipe; 41: Long pipe; 411: Arc segment; 42: Threaded pipe; 43: Positioning component; 431: Positioning ring; 432: Connecting plate; 433: Anchor nail; 5: Connecting reinforcement; 6: First insert ring; 7: Second insert ring; 8: First partition wall; 9: Second partition wall; 10: Edge component area; 20: Wall area; a: Through hole. Detailed Implementation

[0042] To better understand the above technical solutions, exemplary embodiments of the present invention will be described in more detail below with reference to the accompanying drawings. Although exemplary embodiments of the present invention are shown in the drawings, it should be understood that the present invention can be implemented in various forms and should not be limited to the embodiments set forth herein. Rather, these embodiments are provided so that the present invention can be understood more clearly and thoroughly, and that the scope of the present invention can be fully conveyed to those skilled in the art.

[0043] Example 1

[0044] A hollow precast shear wall according to this embodiment includes a vertically arranged wall 1, a reinforcing cage, and multiple thin-walled steel pipes 4.

[0045] Specifically, such as Figure 1 and Figure 2 As shown, the reinforcing cage is vertically embedded within the wall 1. The reinforcing cage includes multiple longitudinal bars 2, multiple stirrups 3, and multiple tie bars. The longitudinal bars 2 are embedded at intervals along the length of the wall 1, the stirrups 3 are embedded at intervals along the height of the wall 1, and the tie bars are embedded at intervals along the height of the wall 1. The tie bars, stirrups 3, and longitudinal bars 2 are tied together to form a single reinforcing cage. Multiple thin-walled steel pipes 4 are vertically inserted into the reinforcing cage and embedded within the wall 1, spaced at intervals along the length of the wall 1. Each thin-walled steel pipe 4 is hollow, and its length is the same as the height of the wall 1, creating multiple vertical through holes a in the wall 1. These holes are used to insert connecting reinforcing bars 5 into the thin-walled steel pipes 4 during subsequent vertical stacking of hollow precast shear walls. By pre-embedding multiple thin-walled steel pipes 4 within the wall 1, with the length of the thin-walled steel pipes 4 matching the height of the wall 1, they can share the horizontal loads (such as wind loads and seismic loads) and vertical loads (gravity loads) with the wall 1 through their own structural strength, thereby improving the external load resistance of the hollow precast shear wall. Compared to existing hollow precast shear walls that rely solely on concrete and steel reinforcement for load bearing, the hollow precast shear wall of this invention significantly enhances its external load bearing capacity. Simultaneously, the thin-walled steel pipes 4 can increase the moment of inertia of the through-hole a, effectively improving the out-of-plane stiffness and out-of-plane bending moment resistance of the hollow precast shear wall, reducing the risk of structural deformation under bending moment, and lowering the risk of cracking and failure. Moreover, it can optimize the stress distribution of the hollow precast shear wall, reducing local stress concentration, thereby improving the shear wall's stress performance and energy dissipation capacity, providing a more reliable seismic and damping guarantee for the hollow precast shear wall.

[0046] Furthermore, such as Figures 2-5As shown, the thin-walled steel pipe 4 includes a long pipe 41 and two threaded pipes 42. The long pipe 41 and the two threaded pipes 42 are arranged vertically and coaxially, and both the long pipe 41 and the two threaded pipes 42 are embedded in the wall 1. The opposite ends of the two threaded pipes 42 are fixedly sleeved on both ends of the long pipe 41 and communicate with the long pipe 41. The opposite ends of the two threaded pipes 42 extend vertically away from the long pipe 41 to increase the contact area between the threaded outer wall of the two threaded pipes 42 and the wall 1. By designing the thin-walled steel pipe 4 as a long pipe 41 and two threaded pipes 42, and by increasing the contact area between the outer threaded walls of the two threaded pipes 42 and the concrete of the wall 1, the bonding and anchoring forces between the thin-walled steel pipe 4 and the concrete of the wall 1 are improved. Furthermore, when concrete is subsequently poured into the through hole a, the inner threaded walls of the threaded pipes 42 also increase the contact area between themselves and the poured concrete, thereby effectively preventing relative slippage between the thin-walled steel pipe 4 and the concrete during the stress process of the wall 1. This ensures the integrity of the internal structure of the wall 1 and further improves the load-bearing capacity and out-of-plane stiffness of the wall 1. Of course, the threaded pipes 42 can also be replaced with corrugated pipes.

[0047] Furthermore, such as Figures 3-6 As shown, the horizontal surface of the long pipe 41 is formed by multiple arc segments 411 connected end to end to form a closed ring structure. Adjacent arc segments 411 bend in opposite directions along the radial direction of the long pipe 41 to increase the contact area between the outer wall of the long pipe 41 and the wall 1. This creates a tighter mechanical interlocking force between the concrete of the wall 1 and the long pipe 41, effectively preventing relative slippage between the long pipe 41 and the concrete of the wall 1. This further improves the bonding and anchoring force between the thin-walled steel pipe 4 and the wall 1, and also further enhances the structural integrity of the wall 1. Moreover, when concrete is poured into the through hole a, the inner wall of the arc segments 411 of the long pipe 41 also increases its contact area with the poured concrete, thereby further improving the bonding and anchoring force between the thin-walled steel pipe 4 and the poured concrete, and further improving the load-bearing capacity and out-of-plane stiffness of the wall 1. The cross-sections of the long pipe 41 and the threaded pipe 42 can also be circular, rectangular, polygonal, or other closed structures; this embodiment does not limit the shape of the long pipe 41.

[0048] Among them, the threads of the threaded pipe 42 and the multiple arc segments 411 of the long pipe 41 have certain deformation capacity and energy dissipation capacity. When encountering dynamic loads such as earthquakes and strong winds, the threaded pipe 42 and the long pipe 41 can absorb some energy through their own small deformations, and in conjunction with the stress of the concrete and the steel cage, further improve the seismic and wind resistance performance of the hollow precast shear wall, thereby further improving the resistance to external loads and out-of-plane stiffness.

[0049] Furthermore, such as Figure 4 and Figure 5As shown, the thin-walled steel pipe 4 also includes a positioning component 43. Two sets of positioning components 43 are provided, each fixedly installed on the inner wall of the long pipe 41. The two sets of positioning components 43 are coaxially arranged with the long pipe 41 and are used to position the connecting reinforcing bar 5 inserted into the thin-walled steel pipe 4, ensuring that the connecting reinforcing bar 5 and the thin-walled steel pipe 4 are coaxial. This prevents the connecting reinforcing bar 5 from being misaligned or tilted during insertion, ensuring that the connecting reinforcing bar 5 and the thin-walled steel pipe 4 are always coaxial. This ensures the axial alignment of the upper and lower hollow precast shear walls during vertical connection, significantly improving the installation accuracy of the vertical connection between the upper and lower hollow precast shear walls. Furthermore, by ensuring that the connecting reinforcing bar 5 is always coaxially aligned with the thin-walled steel pipe 4, stress can be evenly transferred to the poured concrete, the thin-walled steel pipe 4, and the concrete of the wall 1 when the connecting reinforcing bar 5 transmits vertical loads, horizontal loads, and out-of-plane bending moments. This avoids localized stress concentration caused by misalignment of the connecting reinforcing bar 5, reduces the risk of concrete crushing at the connection joint, and bending of the connecting reinforcing bar 5, further improving the load-bearing capacity and bending performance of the hollow precast shear wall. The positioning component 43 can also be configured as a set, which can be installed at any position on the inner wall of the long pipe 41. For ease of installation, when using one set of positioning components 43, it can be installed on the inner wall of either end of the long pipe 41. When using two sets of positioning components 43, they can be installed on the inner walls of both ends of the long pipe 41. During installation, welding or other methods are used for connection to ensure a more secure connection between the positioning components 43 and the long pipe 41. The positioning component 43 may be provided in three or more sets. In this embodiment, the number and installation position of the positioning component 43 are not limited.

[0050] Furthermore, such as Figure 5 and Figure 7As shown, the two sets of positioning components 43 have the same structure, each including a positioning ring 431 and multiple connecting plates 432. The positioning ring 431 is coaxially arranged with the long tube 41, and the multiple connecting plates 432 are arranged circumferentially around the axis of the positioning ring 431. The two ends of each connecting plate 432 are fixedly connected to the outer wall of the positioning ring 431 and the inner wall of the long tube 41, respectively, so as to fix the positioning ring 431 inside the end of the long tube 41. The connecting steel bar 5 can pass through the positioning ring 431, and the connecting steel bar 5 is coaxial with the positioning ring 431. The outer wall of the connecting steel bar 5 can fit against the inner wall of the positioning ring 431, so that the positioning ring 431 can form a full circumferential limiting constraint on the connecting steel bar 5, ensuring that the connecting steel bar 5, the positioning ring 431 and the thin-walled steel tube 4 are always coaxial, and further avoiding radial displacement or eccentricity of the connecting steel bar 5 during insertion or under stress. Meanwhile, when the connecting steel bar 5 transmits vertical loads, horizontal loads, or encounters dynamic loads such as earthquakes, the connecting plate 432 and the positioning ring 431 can effectively bear the lateral force transmitted by the connecting steel bar 5, and evenly transmit the lateral force to the long pipe 41 through the positioning ring 431 and the connecting plate 432, thereby improving the continuity of force transmission and avoiding problems such as deformation of the inner wall of the long pipe 41 and cracking of concrete caused by local stress concentration.

[0051] Furthermore, such as Figure 7 As shown, the positioning component 43 also includes multiple anchor pins 433. These anchor pins 433 are respectively fixedly installed on the top and bottom walls of multiple connecting plates 432. The anchor pins 433 on each connecting plate 432 are spaced apart along the length of the connecting plate 432, and the anchor pins 433 on the top and bottom walls of the connecting plate 432 correspond one-to-one. This further improves the anchoring and bonding force between the thin-walled steel pipe 4 and the concrete poured into the through hole a, and further improves the mechanical interlocking force between the thin-walled steel pipe 4 and the poured concrete. Moreover, the multiple anchor pins 433 can distribute the load borne by the connecting plate 432 to the poured concrete area, preventing cracks from appearing at the contact points between the connecting plate 432 and the poured concrete due to stress concentration. Especially when encountering dynamic loads such as earthquakes and strong winds, the lateral and vertical forces transmitted by the connecting plate 432 can be evenly transferred to the poured concrete through the multiple anchor pins 433, reducing stress concentration at the edges of the connecting plate 432.

[0052] Furthermore, such as Figures 3-5 , Figure 8 and Figure 9As shown, a first insert ring 6 and a second insert ring 7 are fixedly installed at the ends of the two threaded pipes 42 away from the long pipe 41, respectively. Both the first insert ring 6 and the second insert ring 7 are coaxially arranged with the threaded pipes 42, and the outer diameter of the first insert ring 6 is the same as the inner diameter of the second insert ring 7. This allows the two vertically corresponding thin-walled steel pipes 4 to be inserted through the corresponding first insert ring 6 and second insert ring 7 when the two hollow precast shear walls are vertically stacked. This ensures precise positioning and docking of the two hollow precast shear walls during vertical stacking, improving the efficiency and positioning accuracy of the docking construction. The first insert ring 6 and the second insert ring 7 protrude from the top and bottom surfaces of the wall 1, respectively, so that construction personnel can clearly see the docking area when docking the upper and lower hollow precast shear walls, thus achieving faster docking of the two shear walls.

[0053] Furthermore, the wall thickness of the long pipe 41 and the threaded pipe 42 is between 2mm and 10mm. The specific wall thickness of the long pipe 41 and the threaded pipe 42 can be calculated according to the following formula to determine the optimal wall thickness.

[0054]

[0055] Where α is the safety factor, ranging from 1.0 to 1.4; n is the number of thin-walled steel pipes in the edge member area; R is the radius of the thin-walled steel pipe; t is the wall thickness of the thin-walled steel pipe; A s Calculate the cross-sectional area of ​​the reinforcement for the edge member zone; f a The design value of tensile strength for thin-walled steel pipe 4; f y Calculate the design value of tensile strength of the reinforcement for the edge member area.

[0056] The diameters of the long pipe 41 and the threaded pipe 42 are between one-half and one-third of the thickness of the shear wall, and the diameter of the connecting steel bar 5 is between 20mm and 40mm.

[0057] In this embodiment, since the connecting steel bars 5 can only provide in-plane stiffness for the hollow precast shear wall, the strength providing out-of-plane stiffness is almost zero. Therefore, thin-walled steel pipes 4 are set to reinforce the out-of-plane stiffness of the hollow precast shear wall. The out-of-plane stiffness is mainly provided by the thin-walled steel pipes 4. The combination of the two ensures that the shear wall can provide effective stiffness and resistance to bending moment both in-plane and out-of-plane.

[0058] Example 2

[0059] like Figure 10As shown, this embodiment of a concrete module with a hollow precast shear wall includes the hollow precast shear wall from Embodiment 1, and also includes a first partition wall 8 and a second partition wall 9. Both the first partition wall 8 and the second partition wall 9 are vertically arranged and spaced apart, with their horizontal extensions perpendicular to each other. The hollow precast shear wall is L-shaped, and both ends are fixedly connected to the first partition wall 8 and the second partition wall 9 respectively, integrating the hollow precast shear wall with the first partition wall 8 and the second partition wall 9 into a single structure, thus forming a concrete module with a hollow precast shear wall. The connection between the hollow precast shear wall and the first partition wall 8 and the second partition wall 9 is achieved using a beam formwork. The reinforcing cage of the connecting beam, the lap joint bars of the composite slab, and the top reinforcement are placed on-site, and then the hollow portion of the beam formwork and the post-cast strip of the composite slab are poured to complete the in-situ casting of this layer of the module, thereby improving the concrete module's resistance to external loads and bending moments. Of course, the connection between the hollow precast shear wall and the first partition wall 8 and the second partition wall 9 conforms to the standardized requirements of modular building industrial prefabrication. Meanwhile, in modular integrated buildings, most concrete modules integrate fully precast shear walls, which are quite heavy and cumbersome to transport and hoist. This embodiment integrates the hollow precast shear wall onto the concrete module; due to the lighter weight of the hollow precast shear wall, transportation and hoisting are much easier, thus improving construction efficiency.

[0060] Example 3

[0061] Unlike Embodiment 1 and Embodiment 2, as Figure 11 As shown, the hollow precast shear wall in this embodiment includes two edge member regions 10 and one wall body region 20. The two edge member regions 10 are integrally cast and fixed to both ends of the wall body region 20, and the horizontal extension lines of the two edge member regions 10 are perpendicular to each other. One edge member region 10 is connected to the first partition wall 8 on the side closest to it, and the other edge member region 10 is connected to the second partition wall 9 on the side closest to it.

[0062] Thin-walled steel pipes 4 are pre-embedded in the walls 1 of both edge member areas 10, while the wall body area 20 only uses circular steel pipes as molds to form through holes a. After the wall body area 20 is poured, the circular steel pipes can be removed, so that the wall body area 20 is only a vertical through hole a formed by concrete. Moreover, when the two hollow precast shear walls are stacked vertically, a connecting steel bar 5 is inserted into the through hole a of the wall body area 20. Furthermore, the connecting steel bars 5 in the through holes a of the corresponding upper and lower wall body areas 20 overlap each other, rather than abut. That is, the bottom of the connecting steel bar 5 in the through hole a of the lower wall body area 20 is flush with the bottom of the wall 1, and the top of the connecting steel bar 5 extends beyond the top of the wall 1. The part of the connecting steel bar 5 that extends beyond the top of the wall 1 is inserted into the through hole a of the corresponding upper wall body area 20. The bottom of the connecting steel bar 5 in the through hole a of the upper wall area 20 is flush with the bottom of the upper wall 1. The connecting steel bar 5 inserted in the lower wall area 20 of the upper wall area 20 overlaps with the connecting steel bar 5 in the upper wall area 20 (not shown in the figure).

[0063] The specific wall thicknesses of the long pipe 41 and the threaded pipe 42 in the two edge member regions 10 can be calculated according to the following formula to determine the optimal wall thickness.

[0064]

[0065] in, α For safety factors, a value of 1.0~1.4 is used; n is the number of thin-walled steel pipes in the edge member area; R is the radius of the thin-walled steel pipe; t is the wall thickness of the thin-walled steel pipe; A s Calculate the cross-sectional area of ​​the reinforcement for the edge member zone; f a The design value of tensile strength for thin-walled steel pipe 4; f y Calculate the design value of tensile strength of the reinforcement for the edge member area.

[0066] Example 4

[0067] This embodiment provides a construction method for vertically stacked concrete modules with hollow precast shear walls, including the aforementioned concrete modules with hollow precast shear walls, and further comprising the following steps:

[0068] S1: Tie the steel reinforcement cages of the first partition wall 8 and the second partition wall 9, lay the formwork outside the steel reinforcement cages, and then pour concrete into the formwork of the first partition wall 8 and the second partition wall 9 to form the first partition wall 8 and the second partition wall 9.

[0069] S2: Align the two ends of the hollow precast shear wall with the first partition wall 8 and the second partition wall 9 respectively, and construct the pouring space using beam formwork, connecting beam reinforcement cage, and lap splices and top reinforcement of the composite slab. Then pour concrete and the post-pouring strip of the modular composite slab into the pouring space. After the concrete solidifies, the first partition wall 8 and the second partition wall 9 are fixedly connected to the two ends of the L-shaped hollow precast shear wall to form the lower concrete module, such as... Figure 10 As shown.

[0070] S3: A layer of concrete is laid into each through hole a in the hollow precast shear wall.

[0071] S4: A connecting steel bar 5 is vertically inserted into each thin-walled steel pipe 4, so that the bottom of the connecting steel bar 5 is embedded in the concrete in step S3. The connecting steel bar 5 is coaxial with the positioning ring 431, the long pipe 41 and the threaded pipe 42. The bottom of the connecting steel bar 5 is flush with the bottom of the wall 1 and the top protrudes from the top of the wall 1. Concrete is poured into each thin-walled steel pipe 4 and vibrated to compact it. The top surface of the poured concrete is flush with the top surface of the wall 1. After the concrete solidifies, it forms the lower concrete module to be installed and connected.

[0072] S5: Repeat steps S1-S2 to form the upper concrete module.

[0073] S6: After the concrete strength reaches the design and construction requirements, place the upper concrete module on top of the lower concrete module, so that the second insert ring 7 in the upper concrete module is fitted inside the first insert ring 6 in the lower concrete module, and the top of each connecting steel bar 5 in the lower concrete module is placed inside the bottom of the corresponding thin-walled steel pipe 4 in the lower concrete module. Then repeat steps S3-S4 to form an integral structure between the lower concrete module and the upper concrete module.

[0074] S7: Repeat steps S1-S6 to complete the construction of the stacked concrete modules.

[0075] It should be noted that in step S5, the bottom of the connecting steel bar 5 inside the thin-walled steel pipe 4 in the upper concrete module abuts against the top of the corresponding connecting steel bar 5 inside the thin-walled steel pipe 4 in the lower concrete module to ensure the continuity of force transmission.

[0076] In the description of this invention, it should be understood that the terms "first" and "second" are used for descriptive purposes only and should not be construed as indicating or implying relative importance or implicitly specifying the number of indicated technical features. Therefore, a feature defined as "first" or "second" may explicitly or implicitly include one or more of that feature. In the description of this invention, "a plurality of" means two or more, unless otherwise explicitly specified.

[0077] In this invention, unless otherwise explicitly specified and limited, the terms "installation," "connection," "linking," and "fixing," etc., should be interpreted broadly. For example, they can refer to a fixed connection, a detachable connection, or an integral part; they can refer to a mechanical connection or an electrical connection; they can refer to a direct connection or an indirect connection through an intermediate medium; they can refer to the internal communication of two components or the interaction between two components. Those skilled in the art can understand the specific meaning of the above terms in this invention according to the specific circumstances.

[0078] In this invention, unless otherwise explicitly specified and limited, "above" or "below" the second feature can mean that the first and second features are in direct contact, or that they are in indirect contact through an intermediate medium. Furthermore, "above," "over," or "on top" the second feature can mean that the first feature is directly above or diagonally above the second feature, or simply indicates that the first feature is at a higher horizontal level than the second feature. "Below," "below," or "beneath" the second feature can mean that the first feature is directly below or diagonally below the second feature, or simply indicates that the first feature is at a lower horizontal level than the second feature.

[0079] In the description of this specification, the terms "one embodiment," "some embodiments," "embodiment," "example," "specific example," or "some examples," etc., refer to specific features, structures, materials, or characteristics described in connection with that embodiment or example, which are included in at least one embodiment or example of the present invention. In this specification, the illustrative expressions of the above terms do not necessarily refer to the same embodiment or example. Furthermore, the specific features, structures, materials, or characteristics described may be combined in any suitable manner in one or more embodiments or examples. Moreover, without contradiction, those skilled in the art can combine and integrate the different embodiments or examples described in this specification, as well as the features of different embodiments or examples.

[0080] Although embodiments of the present invention have been shown and described above, it is understood that the above embodiments are exemplary and should not be construed as limiting the present invention. Those skilled in the art can make modifications, alterations, substitutions and variations to the above embodiments within the scope of the present invention.

Claims

1. A hollow precast shear wall, characterized in that, It includes a vertically set wall (1), a steel cage and multiple thin-walled steel pipes (4); The steel reinforcement cage is vertically embedded in the wall (1); Multiple thin-walled steel pipes (4) are vertically inserted into the steel cage and pre-embedded in the wall (1), and the multiple thin-walled steel pipes (4) are spaced apart along the length of the wall (1); Each of the thin-walled steel pipes (4) is a hollow structure. The length of the thin-walled steel pipe (4) is consistent with the height of the wall (1) so as to form multiple vertical through holes (a) in the wall (1) for inserting connecting steel bars (5) into the thin-walled steel pipes (4) when the hollow prefabricated shear walls are stacked vertically in the future.

2. The hollow precast shear wall as described in claim 1, characterized in that: The thin-walled steel pipe (4) includes a long pipe (41) and two threaded pipes (42). The long pipe (41) and the two threaded pipes (42) are arranged vertically and coaxially, and the long pipe (41) and the two threaded pipes (42) are all embedded in the wall (1); The opposite ends of the two threaded tubes (42) are fixedly sleeved on both ends of the long tube (41) and connected to the long tube (41). The opposite ends of the two threaded tubes (42) extend vertically away from the long tube (41) to increase the contact area between the threaded outer wall of the two threaded tubes (42) and the wall (1).

3. The hollow precast shear wall as described in claim 2, characterized in that: The horizontal surface of the long pipe (41) is formed by multiple arc segments (411) connected end to end to form a closed ring structure, and two adjacent arc segments (411) bend in opposite directions along the radial direction of the long pipe (41) to increase the contact area between the outer wall of the long pipe (41) and the wall (1).

4. The hollow precast shear wall as described in claim 2, characterized in that: The thin-walled steel pipe (4) also includes a positioning component (43). The positioning component (43) is fixedly installed on the inner wall of the long tube (41). The positioning component (43) is coaxially arranged with the long tube (41) and is used to position the connecting steel bar (5) inserted into the thin-walled steel pipe (4).

5. The hollow precast shear wall as described in claim 4, characterized in that: The positioning component (43) includes a positioning ring (431) and multiple connecting plates (432). The positioning ring (431) is coaxially arranged with the long tube (41), and a plurality of connecting plates (432) are arranged circumferentially around the axis of the positioning ring (431). The two ends of each connecting plate (432) are respectively fixedly connected to the outer wall of the positioning ring (431) and the inner wall of the long tube (41) to fix the positioning ring (431) inside the long tube (41); The connecting steel bar (5) can pass through the positioning ring (431), the connecting steel bar (5) is coaxial with the positioning ring (431), and the outer wall of the connecting steel bar (5) can fit against the inner wall of the positioning ring (431).

6. The hollow precast shear wall as described in claim 5, characterized in that: The positioning component (43) also includes a plurality of anchor pins (433). Multiple anchor bolts (433) are respectively fixedly installed on the top and bottom walls of multiple connecting plates (432). Multiple anchor bolts (433) on each connecting plate (432) are spaced apart along the length direction of the connecting plate (432), and the multiple anchor bolts (433) located on the top and bottom walls of the connecting plate (432) correspond one-to-one.

7. The hollow precast shear wall as described in claim 4, characterized in that: A first insert ring (6) and a second insert ring (7) are fixedly installed at the ends of the two threaded pipes (42) away from the long pipe (41), respectively. The first insert ring (6) and the second insert ring (7) are both coaxially arranged with the threaded pipes (42), and the outer diameter of the first insert ring (6) is consistent with the inner diameter of the second insert ring (7), so that when the two hollow precast shear walls are stacked vertically, the two vertically corresponding thin-walled steel pipes (4) can be inserted through the corresponding first insert ring (6) and second insert ring (7); The first insert ring (6) and the second insert ring (7) protrude from the top and bottom surfaces of the wall (1), respectively.

8. The hollow precast shear wall as described in claim 4, characterized in that: The wall thickness of the long pipe (41) and the threaded pipe (42) is between 2mm and 10mm, and the diameter of the connecting steel bar (5) is between 20mm and 40mm.

9. A concrete module having a hollow precast shear wall, comprising the hollow precast shear wall as described in any one of claims 1-8, characterized in that, It also includes the first partition wall (8) and the second partition wall (9); The first partition wall (8) and the second partition wall (9) are both vertically arranged, and the first partition wall (8) and the second partition wall (9) are spaced apart. The horizontal extension lines of the first partition wall (8) and the second partition wall (9) are perpendicular to each other. The hollow precast shear wall is L-shaped, and both ends of the hollow precast shear wall are fixedly connected to the first partition wall (8) and the second partition wall (9) respectively, so as to integrate the hollow precast shear wall with the first partition wall (8) and the second partition wall (9) into a whole structure.

10. A construction method for vertically stacked concrete modules with hollow precast shear walls, characterized in that, The concrete module with hollow precast shear wall as described in claim 9 is characterized by further comprising the following steps: S1: The first partition wall (8) and the second partition wall (9) are fixedly connected to the two ends of the L-shaped hollow precast shear wall to form the lower concrete module; S2: Lay a layer of concrete inside each of the thin-walled steel pipes (4) in the hollow precast shear wall; S3: A connecting steel bar (5) is vertically inserted into each of the thin-walled steel pipes (4), and concrete is poured into each of the thin-walled steel pipes (4) and compacted by vibration. The top of each connecting steel bar (5) protrudes from the top of the thin-walled steel pipe (4). S4: Repeat step S1 to form an upper concrete module. Place the upper concrete module on top of the lower concrete module, and place the top of each connecting steel bar (5) in the lower concrete module inside the bottom of the corresponding thin-walled steel pipe (4) in the lower concrete module. Then repeat steps S2-S3 to form an integral structure between the lower concrete module and the upper concrete module. S5: Repeat steps S1-S4 to complete the construction of stacking the concrete modules.

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