Modular building shell shear wall and its construction method

Abstract

This disclosure presents a modular building formwork shear wall and its construction method. One specific embodiment of the modular building formwork shear wall includes a first formwork, a second formwork, and an intermediate cavity cast in place. The first and second formworks are precast reinforced concrete thin slabs. The stirrups of the shear wall edge members are not directly connected to the second formwork. Multiple flexible connectors are provided in the edge member area of ​​the second formwork. These flexible connectors are embedded in the concrete of the second formwork and extend into the cavity. The flexible connectors can freely deform when they encounter the edge member stirrups and simultaneously return to their original shape. After the cavity is filled with post-cast concrete, the second formwork and the cavity are integrally connected through the flexible connectors. This disclosure, through optimized connection methods, resolves the contradiction between effective connection and installation collision between the formwork and the cavity, achieving a comprehensive balance between load-bearing performance and construction convenience.

Description

Technical Field

[0001] This invention belongs to the field of building technology, and relates to modular buildings, and particularly to modular building shell shear walls and their construction methods. Background Technology

[0002] Modular buildings break down buildings into functional spaces, with each module prefabricated in a factory, completing structural construction, interior decoration, and equipment piping. This approach offers advantages such as low on-site construction intensity, short construction cycles, and cross-regional application, making it a promising candidate for projects like old community renovation and new urban housing construction. Currently, residential buildings primarily use reinforced concrete systems, and modular construction often employs concrete modules. In module division, internal shear walls are located at the joints between adjacent modules. To facilitate interior decoration in the factory, the modules need to form closed boxes; therefore, the outer side of the inner wall is divided into independent thin-walled concrete formwork shells, which are integrated onto adjacent modules and serve as the finishing base. After installation on-site, concrete is poured into the cavity between the two formwork shells to form a unified load-bearing shear wall. At the edge members of the inner wall, because the two formwork shells are located on different module units, considering the collision between the module units containing the two formwork shells and the edge member stirrups during installation, current technology cannot connect the two formwork shells using edge member stirrups as in traditional double-sided composite shear walls, presenting the following technical problems: First, at most only one side of the formwork can be directly connected to the stirrups of the edge member, while the other side of the formwork cannot be directly connected to the stirrups of the edge member or to the hollow post-cast concrete through steel reinforcement. Under the action of earthquake and gravity load, when the edge member is compressed, the formwork that is not connected to the stirrups of the edge member or the hollow post-cast concrete through steel reinforcement is prone to overall compression failure, bulging outward as a whole, which affects the stress performance and structural safety of the shear wall. Second, the formwork shell that is not connected to the edge members cannot fully participate in the load-bearing, and its thickness cannot be fully included in the thickness of the shear wall. According to the current specifications, the minimum thickness of the formwork shell is 30 mm, but it can generally only be included in the shear wall as a protective layer with a thickness of 20 mm. This results in the overall thickness of the formwork shell shear wall being greater than that of the traditional cast-in-place shear wall, thus encroaching on the indoor usable space. Third, only a portion of the thickness of the formwork not connected to the edge members is included in the structural stress. However, under actual stress, the entire thickness of the formwork inevitably participates in the structural lateral resistance. The actual stress state of the structure is not completely consistent with the calculation model. The calculation model cannot accurately represent the stress mode of the structure under actual seismic action. The calculation is unclear and poses a safety hazard.

[0003] The information disclosed in this background section is only intended to enhance the understanding of the background of the inventive concept, and therefore may contain information that does not constitute prior art known to those skilled in the art. Summary of the Invention

[0004] The summary portion of this disclosure is intended to provide a brief overview of the concepts, which will be described in detail in the detailed description portion. This summary portion is not intended to identify key or essential features of the claimed technical solutions, nor is it intended to limit the scope of the claimed technical solutions.

[0005] Some embodiments of this disclosure propose modular building shell shear walls and their construction methods to solve one or more of the technical problems mentioned in the background section above.

[0006] In a first aspect, some embodiments of this disclosure provide modular building formwork shear walls, which are located between adjacent modular units and include a first formwork, a second formwork, and an intermediate cast-in-place cavity. The first and second formworks are precast reinforced concrete slabs. The stirrups of the shear wall edge members are not directly connected to the second formwork. Multiple flexible connectors are provided in the edge member area of ​​the second formwork. The flexible connectors are embedded in the concrete of the second formwork and extend into the cavity. When the flexible connectors encounter the stirrups of the edge members, they can deform freely and return to their original shape.

[0007] In some embodiments, the flexible connector is a steel wire rope with a diameter of 4 to 10 mm, which is wrapped around the structural vertical reinforcement and tied to it.

[0008] Specifically, when the horizontally distributed reinforcing bars inside the second formwork do not extend into the cavity, two rows of flexible connectors are provided along the height of the shear wall in the edge member area of ​​the second formwork; when the horizontally distributed reinforcing bars inside the second formwork are bent and extend into the cavity, a row of flexible connectors is provided along the height of the shear wall on the side of the edge member area of ​​the second formwork near the wall area.

[0009] Specifically, the spacing between the flexible connectors along the height of the shear wall is 200~400 mm, and the length of the flexible connectors extending into the cavity is not less than 100 mm.

[0010] In some embodiments, the edge member stirrups are pre-embedded in the first mold shell.

[0011] Specifically, a series of keyways are provided on the inner wall of the second mold shell near the cavity.

[0012] In some embodiments, the keyway has a depth of 10-15 mm, a dimension of 60-150 mm along the height of the shear wall, and a center-to-center distance of 200-600 mm between adjacent keyways along the height of the shear wall.

[0013] In some embodiments, the concrete thickness of the first mold shell and the second mold shell is different in the edge member area and the wall area, and the thickness of the edge member area is not greater than the thickness of the wall area.

[0014] Specifically, the edge member area away from the wall area is provided with the main load-bearing vertical bars of the edge member, the diameter of which is not less than 14 mm, and mechanical joints are used for connection; the edge member area near the wall area is provided with the secondary load-bearing vertical bars of the edge member, the diameter of which is 8 mm or 10 mm, and lap joints are used for connection.

[0015] Secondly, some embodiments of this disclosure provide a method for constructing a modular building formwork shear wall, applied to the modular building formwork shear wall described in the first aspect. The method includes: manufacturing modular units in a factory, with a first formwork and a second formwork respectively on adjacent modular units, and pre-embedding flexible connectors on the second formwork; transporting the modular units to the construction site, sequentially installing the modular unit containing the first formwork, completing the binding and splicing of the main load-bearing vertical bars of the edge members and the secondary load-bearing vertical bars of the edge members within the cavity; hoisting the modular unit containing the second formwork, where the flexible connectors on the second formwork can freely deform when they encounter the stirrups of the edge members, and can return to their original shape after installation; pouring concrete into the cavity, with the flexible connectors anchored within the cast-in-place concrete of the cavity, achieving the connection between the second formwork and the cast-in-place concrete of the cavity, whereby the first formwork, the second formwork, and the cast-in-place concrete of the cavity together form an integral modular building formwork shear wall.

[0016] The above-described embodiments of this disclosure have the following beneficial effects: First, the stirrups of the edge members of the modular building formwork shear wall disclosed herein are pre-embedded in one side of the formwork, and the other side of the formwork is connected to the post-cast concrete of the cavity as a whole through flexible connectors, or both sides of the formwork are connected to the post-cast concrete of the cavity as a whole through flexible connectors. This avoids the problem in the traditional prior art that at least one side of the formwork cannot be effectively connected to the post-cast concrete of the cavity. The formwork on both sides of the edge member and the post-cast concrete of the cavity can participate in the structural stress as a whole, with good stress performance, which can ensure the safety of the structure under seismic action.

[0017] Secondly, the flexible connector can effectively connect the formwork shell and the post-poured concrete in the cavity, and can also avoid collision between the second formwork shell and the edge member stirrups during the installation of the module unit. After installation, it can be restored to its original shape and then anchored in the post-poured concrete in the cavity.

[0018] Third, the formwork can be effectively connected to the post-poured concrete in the cavity through edge member stirrups and flexible connectors. The formwork can fully participate in the stress, and the thickness of the formwork can be fully included in the thickness of the shear wall. This avoids the disadvantage of existing technologies where the thickness of the formwork cannot be fully included in the thickness of the shear wall, and avoids encroaching on the indoor usable space.

[0019] Fourth, the modular building formwork shear wall disclosed herein fully incorporates the shear wall thickness, ensuring that the actual stress state of the structure is consistent with the calculation model. This avoids the problem of unclear calculations in existing technologies and mitigates safety hazards caused by unclear structural calculations. Attached Figure Description

[0020] The above and other features, advantages, and aspects of the embodiments of this disclosure will become more apparent from the accompanying drawings and the following detailed description. Throughout the drawings, the same or similar reference numerals denote the same or similar elements. It should be understood that the drawings are schematic, and elements are not necessarily drawn to scale.

[0021] Figure 1 This is a structural schematic diagram of an embodiment of the modular building formwork shear wall according to the present disclosure, wherein the horizontally distributed reinforcing bars in the second formwork do not extend into the cavity, and two rows of flexible connectors are provided in the edge member area along the height direction of the shear wall.

[0022] Figure 2 yes Figure 1 A three-dimensional structural diagram of the first mold shell.

[0023] Figure 3 This is a three-dimensional structural diagram of the first and second mold shells assembled in Embodiment 1.

[0024] Figure 4 This is a structural schematic diagram of Embodiment 2 of the modular building formwork shear wall according to the present disclosure, wherein the horizontally distributed steel bars in the second formwork are bent and extended into the cavity, and a row of flexible connectors is provided along the height direction of the shear wall on the side of the edge member area of ​​the second formwork near the wall area.

[0025] Figure 5 This is a three-dimensional structural diagram of the assembly of the first and second mold shells in Embodiment 2.

[0026] Figure 6 This is a structural schematic diagram of Embodiment 3 of the modular building shell shear wall according to the present disclosure, wherein a series of keyways are provided on the inner wall of the second shell near the cavity.

[0027] Figure 7 This is a three-dimensional structural diagram of the assembly of the first and second mold shells in Embodiment 3.

[0028] Figure 8This is a flowchart of some embodiments of the construction method of modular building formwork shear walls according to the present disclosure. Detailed Implementation

[0029] Embodiments of this disclosure will now be described in more detail with reference to the accompanying drawings. While some embodiments of this disclosure are shown in the drawings, it should be understood that this disclosure can be implemented in various forms and should not be construed as limited to the embodiments set forth herein. Rather, these embodiments are provided to provide a more thorough and complete understanding of this disclosure. It should be understood that the accompanying drawings and embodiments of this disclosure are for illustrative purposes only and are not intended to limit the scope of protection of this disclosure.

[0030] It should also be noted that, for ease of description, only the parts relevant to the invention are shown in the accompanying drawings. Unless otherwise specified, the embodiments and features described in this disclosure can be combined with each other.

[0031] It should be noted that the terms "thickness" and "height direction" mentioned in this disclosure are based on the orientation or positional relationship of the disclosure when it is normally used, and the above terms all constitute limitations on this disclosure.

[0032] This disclosure will now be described in detail with reference to the accompanying drawings and embodiments.

[0033] This disclosure provides a modular building formwork shear wall, which is located between adjacent modular units and includes a first formwork 3, a second formwork 4, and an intermediate cast-in-place cavity 5. The first formwork 3 and the second formwork 4 are precast reinforced concrete thin slabs. The shear wall edge member stirrups 11 are not directly connected to the second formwork 4. The edge member area 1 of the second formwork 4 is provided with multiple flexible connectors 41. The flexible connectors 41 are embedded in the concrete of the second formwork 4 and extend into the cavity 5. The flexible connectors 41 can freely deform when they come into contact with the edge member stirrups 11 and can return to their original shape.

[0034] The aforementioned content constitutes the inventive point of this disclosure, thereby solving the technical problems one to three mentioned in the background art. The reasons for the above technical problems are as follows: The prior art considers the collision problem between the module unit where the two side formworks are located and the stirrups of the edge members during the installation process. At least one side of the formwork cannot be directly connected to the stirrups of the edge members, or it is impossible to set the reinforcing bars to extend into the cavity to achieve the connection between the formwork and the post-poured concrete of the cavity. That is to say, at most only one side of the formwork can be directly connected to the stirrups of the edge members, while the other side of the formwork cannot be directly connected to the stirrups of the edge members, nor can it be connected to the hollow post-poured concrete through reinforcing bars. The formwork that is not connected to the stirrups of the edge members or the hollow post-poured concrete through reinforcing bars is prone to overall compression failure and cannot fully participate in the stress. Its thickness cannot be fully included in the shear wall thickness. Generally, it can only be included in the shear wall as a protective layer, i.e., a thickness of 20 mm. This results in the overall thickness of the formwork shear wall being greater than that of the traditional cast-in-place shear wall, encroaching on the indoor usable space. At the same time, the inclusion of part of the formwork in the shear wall thickness leads to the actual stress state of the structure not being completely consistent with the calculation model, resulting in unclear calculations and potential safety hazards. This disclosure pre-embeds flexible connectors into the cavity on the formwork. The flexible connectors can effectively connect the formwork to the post-cast concrete in the cavity, and also avoid collisions between the module unit containing the second formwork and the stirrups of the edge members during installation. After installation, they can return to their original shape, thus solving the contradiction between effective connection between the formwork and the post-cast concrete in the cavity and installation collision. Under the action of earthquake and gravity loads, when the edge members are compressed, the formwork effectively connected to the post-cast concrete in the cavity through a series of flexible connectors will not suffer overall compression failure or bulge outwards. This ensures that the compressive performance of the edge members and the seismic performance of the shear wall are not lower than those of the cast-in-place shear wall. This avoids the technical problems of existing technologies, such as poor stress performance, large overall thickness of the formwork shear wall, encroachment on indoor space, and unclear calculations, caused by the inability of at least one side of the formwork to be directly connected to the stirrups of the edge members or to the hollow post-cast concrete through steel reinforcement.

[0035] refer to Figures 1-3 The diagram shows a structural schematic of an embodiment of a modular building formwork shear wall according to this disclosure, wherein the horizontally distributed reinforcing bars within the second formwork do not extend into the cavity, and two rows of flexible connectors are arranged along the height direction of the shear wall in the edge member area. Figure 1As shown, the modular building formwork shear wall is located between adjacent modular units, including a first formwork 3, a second formwork 4, and an intermediate cast-in-place cavity 5. The first formwork 3 and the second formwork 4 are precast reinforced concrete thin slabs. The shear wall edge member stirrups 11 are not directly connected to the second formwork 4. Multiple flexible connectors 41 are provided in the edge member area 1 of the second formwork 4. The flexible connectors 41 are embedded in the concrete of the second formwork 4 and extend into the cavity 5. When the flexible connectors 41 come into contact with the edge member stirrups 11, they can deform freely and return to their original shape. After the concrete in the cavity 5 is poured, the flexible connectors 41 can effectively connect the second formwork 4 with the post-poured concrete of the cavity 5, and also avoid collisions between the second formwork 4 and the edge member stirrups 11 during the installation of the modular unit. After installation, they can return to their original shape, thus solving the contradiction between the effective connection between the formwork and the post-poured concrete of the cavity and the installation collision.

[0036] Please continue reading. Figure 1 , Figure 3 The flexible connector 41 uses a steel wire rope with a diameter of 4-10 mm. The steel wire rope passes around the structural vertical reinforcement 411 and is tied and fixed to the structural vertical reinforcement 411. Specifically, the steel wire rope is V-shaped, with both sides of the V-shape extending into the cavity 5 for anchoring. In Embodiment 1, the horizontally distributed reinforcing bars 42 inside the second formwork 4 do not extend into the cavity 5. The dimension of the edge member area 1 along the width direction of the wall is generally not less than 400 mm. To ensure effective connection between the second formwork 4 and the post-poured concrete in the cavity 5, two rows of flexible connectors 41 are set in the edge member area 1 of the second formwork 4 along the height direction of the shear wall. (Reference) Figure 3 The spacing of the flexible connectors 41 along the height of the shear wall is 200~400 mm, and the thickness of the second formwork 4 is generally 30~40 mm. The ratio of the spacing of the flexible connectors 41 along the height of the shear wall to the thickness of the second formwork 4 is 5~13.3, which can achieve effective connection between the second formwork 4 and the post-poured concrete of the cavity 5, avoid overall compression failure and outward bulging of the second formwork 4 under pressure, ensure the compression performance of the shear wall edge member area 1, and thus improve the seismic performance of the shear wall. The length of the flexible connectors 41 extending into the cavity 5 is not less than 100 mm, which can ensure the anchorage performance of the flexible connectors 41 in the post-poured concrete of the cavity 5.

[0037] refer to Figure 1 , Figure 2The edge member stirrups 11 are pre-embedded in the first formwork 3. That is, one side of the edge member stirrups 11 is embedded in the first formwork 3, and the other side extends into the cavity 5. According to current specifications, the spacing of the edge member stirrups 11 along the height direction of the shear wall should not exceed 200 mm. After the concrete in the cavity 5 is poured, the first formwork 3 and the subsequent concrete in the cavity 5 are effectively connected through the edge member stirrups 11. This prevents the first formwork 3 from undergoing overall compression failure and bulging outwards under pressure, ensuring the compressive performance of the shear wall edge member area 1, thereby improving the seismic performance of the shear wall. (Reference) Figure 1 The edge member stirrup 11 adopts a continuous stirrup. Compared with ordinary stirrups composed of outer stirrups and separate tie bars, the fixation of the continuous stirrup is simpler and the production efficiency is higher during the prefabrication of the first mold shell 3.

[0038] refer to Figures 1-3 In Example 1, the concrete thickness of the first formwork 3 and the second formwork 4 varies in the edge member region 1 and the wall region 2. The thickness of the edge member region 1 is no greater than the thickness of the wall region 2. This helps to increase the size of the edge member stirrups 11, improve the stirrup restraint effect in the edge member region 1, and ensure the elastic-plastic deformation capacity of the modular building formwork shear wall, while ensuring that the edge member stirrups 11 do not collide with the inner wall of the second formwork 4. Taking a common shear wall with an overall thickness of 200 mm as an example, the thickness of the wall region 2 of the first formwork 3 and the second formwork 4 is generally designed to be 50~60 mm. The thickness of the edge member region 1 of the first formwork 3, which has pre-embedded edge member stirrups 11, is generally designed to be 45~55 mm, and the thickness of the edge member region 1 of the second formwork 4 is generally designed to be 35~45 mm.

[0039] refer to Figure 1 , Figure 2In edge member region 1, the end furthest from wall region 2 is provided with main load-bearing vertical reinforcement 12, the diameter of which is not less than 14 mm, and mechanical joints are used for connection. In edge member region 1, the inner side closest to wall region 2 is provided with secondary load-bearing vertical reinforcement 13, the diameter of which is 8 mm or 10 mm, and lap joints are used for connection. That is, the vertical reinforcement in edge member region 1 is not uniformly arranged with the same diameter using traditional techniques. Instead, the end furthest from wall region 2 is provided with larger diameter main load-bearing vertical reinforcement 12, and the inner side is provided with smaller diameter secondary load-bearing vertical reinforcement 13. The overall reinforcement area of ​​the main and secondary load-bearing vertical reinforcement 12 and 13 meets the shear wall's load-bearing requirements. The above-mentioned content, as an inventive point of this disclosure, can avoid the problem of connecting the upper and lower layers of the vertical reinforcement of the edge member embedded in the first mold shell 3. The main load-bearing vertical reinforcement 12 of the edge member is arranged in the cavity 5. Mechanical connection methods such as straight thread joints commonly used in traditional cast-in-place concrete structures can be adopted, which have reliable connection performance and low cost. The secondary load-bearing vertical reinforcement 13 of the edge member has a smaller diameter and can be arranged partly in the first mold shell 3 and partly in the cavity 5. It adopts lap connection. The lap connection of thin steel bars is also relatively reliable in terms of stress. At the same time, the secondary load-bearing vertical reinforcement 13 of the edge member can form a steel reinforcement skeleton with the edge member stirrup 11, avoiding the need to set up vertical reinforcement separately and form a steel reinforcement skeleton with the edge member stirrup 11, thus reducing the amount of steel reinforcement used.

[0040] refer to Figure 4 , Figure 5 The diagram shows a structural schematic of a second embodiment of a modular building formwork shear wall according to this disclosure, wherein horizontally distributed reinforcing bars within the second formwork are bent and extended into the cavity, and a row of flexible connectors is provided along the height direction of the shear wall on the side of the edge member region of the second formwork near the wall region. Figure 1 As shown, the modular building formwork shear wall is located between adjacent modular units, including a first formwork 3, a second formwork 4, and an intermediate cast-in-place cavity 5. The first formwork 3 and the second formwork 4 are precast reinforced concrete thin slabs. The shear wall edge member stirrups 11 are not directly connected to the second formwork 4. The horizontally distributed reinforcing bars 42 within the second formwork 4 are bent at their ends away from the wall area 2 and extend into the cavity 5. The edge member stirrups 11 are pre-embedded in the first formwork 3. The ends of the edge member stirrups 11 away from the wall area 2 are staggered by a certain distance from the horizontally distributed reinforcing bars 42 extending into the cavity 5 of the second formwork 4, to avoid collisions between the edge member stirrups 11 and the horizontally distributed reinforcing bars 42 extending into the cavity 5 during modular unit installation. (Continue reading...) Figure 4 , Figure 5A row of flexible connectors 41 is installed along the height of the shear wall on the side of the edge member area 1 of the second formwork 4 near the wall area 2. During the installation of the module unit, the flexible connectors 41 can deform freely when they encounter the edge member stirrups 11. The horizontally distributed steel bars 42 extending into the cavity 5 of the second formwork 4 avoid each other in space with the edge member stirrups 11. After the concrete in the cavity 5 is poured, the second formwork 4 and the post-poured concrete in the cavity 5 are effectively connected through the flexible connectors 41 and the horizontally distributed steel bars 42 extending into the cavity 5, which solves the contradiction between the effective connection of the formwork and the post-poured concrete in the cavity and the installation collision. The length of the horizontally distributed steel bars 42 extending into the cavity 5 in the second formwork 4 is not less than 100 mm, which can ensure the anchorage performance of the horizontally distributed steel bars 42 in the post-poured concrete in the cavity 5. The above is an inventive point of this disclosure. By combining horizontally distributed steel bars and flexible connectors, a reliable connection between the second formwork and the post-cast concrete of the cavity is achieved. At the same time, the number of flexible connectors required for the second formwork during factory prefabrication is reduced, improving processing efficiency. Low-cost steel bars are used to replace some of the flexible connectors to achieve overall cost control.

[0041] Continue reading Figure 4 , Figure 5 In Embodiment 2, the arrangement of the vertical reinforcement bars of the edge components, the connection method of the vertical reinforcement bars of the edge components, and the thickness of the formwork are consistent with those in Embodiment 1. The vertical reinforcement bars in the edge component region 1 are not uniformly arranged with the same diameter as in traditional technology. Instead, larger diameter main load-bearing vertical reinforcement bars 12 are set at the ends furthest from the wall region 2, and smaller diameter secondary load-bearing vertical reinforcement bars 13 are set on the inner side. The overall reinforcement area of ​​the main load-bearing vertical reinforcement bars 12 and the secondary load-bearing vertical reinforcement bars 13 meets the stress requirements of the shear wall. The thickness of the edge component region 1 is not greater than the thickness of the wall region 2. While ensuring that the edge component stirrups 11 do not collide with the inner wall of the second formwork 4, this helps to increase the size of the edge component stirrups 11, improve the stirrup restraint effect of the edge component region 1, and ensure the elastic-plastic deformation capacity of the modular building formwork shear wall.

[0042] refer to Figure 6 , Figure 7 The diagram shows a structural schematic of Embodiment 3 of the modular building shell shear wall according to this disclosure, wherein a series of keyways are provided on the inner wall of the second shell near the cavity. Figure 6 , Figure 7As shown, based on Embodiment 1, a series of keyways 43 are provided on the inner wall of the second mold shell 4 near the cavity 5. The depth of the keyways 43 is 10~15 mm, the dimension along the height direction of the shear wall is 60~150 mm, and the center-to-center distance between adjacent keyways 43 along the height direction of the shear wall is 200~600 mm. The keyways 43 are arranged to avoid the structural vertical ribs 411 and flexible connectors 41 in the second mold shell 4. The keyways 43 are formed by using a dedicated spacer mold during the manufacturing process of the second mold shell 4. After the installation of the module units containing the first formwork shell 3 and the second formwork shell 4 is completed at the construction site, the post-cast concrete in the cavity 5 is poured. The post-cast concrete naturally occupies the space of the keyway 43, forming a series of concrete shear keys between the second formwork shell 4 and the post-cast concrete in the cavity 5. The second formwork shell 4 and the post-cast concrete in the cavity 5 are interlocked as a whole by the concrete shear keys. The concrete shear keys work together with the second formwork shell 4 and the post-cast concrete in the cavity 5 to bear the force as a whole. Under compression, the second formwork shell 4 bears the force more evenly. The above is an inventive point of this disclosure, which can avoid the second formwork shell from local damage due to uneven force, prevent the second formwork shell from prematurely failing and causing the formwork shell shear wall to withdraw from work prematurely, and work together with the flexible connector to maximize the seismic performance of the formwork shell shear wall.

[0043] Please refer to Figure 8 The flowchart 100 illustrates some embodiments of a method for constructing a modular building formwork shear wall according to the present disclosure, including the following steps: Step 101: The module unit is manufactured in the factory. The first mold shell and the second mold shell are respectively on the adjacent module unit. Flexible connectors are pre-embedded on the second mold shell.

[0044] In some embodiments, when fabricating the first formwork, edge member stirrups are pre-embedded in the first formwork. When fabricating the second formwork, flexible connectors are pre-embedded in the edge member region of the second formwork. When the horizontally distributed reinforcing bars in the second formwork do not protrude from the concrete of the second formwork, two rows of flexible connectors are arranged along the height direction of the shear wall in the edge member region of the second formwork; when the horizontally distributed reinforcing bars in the second formwork are bent and protrude from the concrete of the second formwork, one row of flexible connectors is arranged along the height direction of the shear wall on the side of the edge member region of the second formwork near the wall area. Specifically, the flexible connectors bypass the structural vertical reinforcing bars in the edge member region of the second formwork and are tied and fixed to the structural vertical reinforcing bars. When a keyway is provided on the second formwork, after pouring the concrete of the second formwork, a positioning mold is used to occupy a space on the surface of the second formwork to form the keyway.

[0045] Flexible connectors and keyways are crucial for ensuring the seismic performance of the formwork shear wall. During step 101, in some embodiments, visual intelligent detection technology is used to quickly detect the quantity and location of the flexible connectors and keyways. In practice, a dedicated camera can be used to obtain images of the second formwork's state.

[0046] Optionally, the above images can be input into a pre-trained shell recognition model to obtain the image recognition results of the number and position of flexible connectors and keyways.

[0047] In some embodiments, the entity executing the construction method of the modular building shell shear wall can input the above images into a pre-trained shell recognition model to obtain image recognition results of the number and location of flexible connectors and keyways.

[0048] The shell recognition model can be a neural network model that takes a second shell state image as input and outputs information representing the number and position of the flexible connector and keyway. For example, the shell recognition model can be a trained convolutional neural network model.

[0049] In practice, the above-mentioned shell recognition model is trained through the following steps: The first step is to obtain a training sample set, wherein the training samples in the training sample set include: state sample images of the second mold shell and the number and position information of the sample flexible connectors and keyways.

[0050] In some embodiments, the aforementioned execution entity can acquire a training sample set from a terminal device via wireless transmission. The training samples in the training sample set include: state sample images of the second mold shell and information on the number and location of sample flexible connectors and keyways. The information on the number and location of the sample flexible connectors and keyways can characterize whether the number and location of the flexible connectors and keyways meet design requirements. For example, a number 1 indicates that the design requirements are not met, and a number 0 indicates that the design requirements are met.

[0051] The second step, based on the above training sample set, is to perform the following processing steps: The first sub-step involves inputting the state sample images of the second mold shell included in at least one training sample in the above training sample set into the initial mold shell recognition model to obtain the number and position information of the flexible connector and keyway corresponding to each training sample in at least one training sample.

[0052] In some embodiments, the execution entity may input the state sample images of the second shell included in at least one training sample in the training sample set into the initial shell recognition model to obtain the number and position information of the flexible connector and keyway corresponding to each training sample in the at least one training sample. Here, the initial shell recognition model may be YOLOv11 or other image recognition models.

[0053] The second sub-step involves comparing the number and location information of flexible connectors and keyways corresponding to each training sample in at least one of the above training samples with the number and location information of flexible connectors and keyways in the corresponding sample.

[0054] In some embodiments, the execution entity may compare the number and position information of flexible connectors and keyways corresponding to each training sample in the at least one training sample with the number and position information of flexible connectors and keyways in the corresponding sample. For example, the difference between the number and position information of flexible connectors and keyways corresponding to each training sample and the number and position information of flexible connectors and keyways in the corresponding sample is calculated, and then the absolute value of the difference is taken.

[0055] The third sub-step is to determine whether the initial shell recognition model has achieved the preset optimization target based on the comparison results.

[0056] In some embodiments, the execution entity can determine whether the initial shell recognition model has achieved a preset optimization objective based on the comparison results. The comparison results refer to the comprehensive comparison results obtained by comparing the number and position information of flexible connectors and keyways corresponding to each training sample in at least one training sample with the corresponding number and position information of flexible connectors and keyways. For example, the difference between the number and position information of flexible connectors and keyways corresponding to each training sample and the corresponding number and position information of flexible connectors and keyways is calculated, and the absolute value of the difference is taken as the comparison result between the number and position information of flexible connectors and keyways corresponding to each training sample and the corresponding sample's number and position information of flexible connectors and keyways. The average of all comparison results is then taken as the comprehensive comparison result. The preset optimization objective refers to a comparison result being less than a preset threshold. The preset threshold is a pre-set fixed value; for example, the preset threshold can be 0.02, 0.002, or other fixed values. In practice, when the comparison result is less than the preset threshold, it indicates that the initial shell recognition model has achieved the preset optimization objective; when the comparison result is greater than or equal to the preset threshold, it indicates that the initial shell recognition model has not achieved the preset optimization objective.

[0057] The fourth sub-step is to use the initial shell recognition model as the trained shell recognition model in response to the determination that the initial shell recognition model has achieved the above optimization objective.

[0058] In some embodiments, the execution entity may, in response to determining that the initial shell recognition model has reached the aforementioned optimization objective, designate the initial shell recognition model as a trained shell recognition model. In practice, when the comparison result in the third sub-step is less than a preset threshold, it indicates that the initial shell recognition model has reached the preset optimization objective, and thus the initial shell recognition model can be considered to have been trained successfully.

[0059] Optionally, in response to determining that the initial shell recognition model has not achieved the above optimization objective, the model parameters of the initial shell recognition model are adjusted, and a training sample set is formed using unused training samples. The adjusted initial shell recognition model is then used as the initial shell recognition model, and the above processing steps are performed again.

[0060] In some embodiments, the execution entity may, in response to determining that the initial shell recognition model has not reached the aforementioned optimization objective, adjust the model parameters of the initial shell recognition model, and use unused training samples to form a training sample set. The adjusted initial shell recognition model is then used as the initial shell recognition model, and the aforementioned processing steps are executed again. In practice, when the comparison result in the third sub-step is greater than or equal to a preset threshold, it indicates that the initial shell recognition model has not reached the preset optimization objective, and the initial shell recognition model is considered not to have completed training. At this time, gradient descent can be used to adjust the model parameters of the initial shell recognition model. Then, the initial shell recognition model with adjusted model parameters is used as the initial shell recognition model, and an unused training sample set is used to form a training sample set. The aforementioned processing steps are executed again until the initial shell recognition model reaches the aforementioned optimization objective.

[0061] Optionally, if the identification results of the number and position of the above-mentioned flexible connectors and keyways meet the design requirements, the product is deemed qualified and subsequent manufacturing processes can proceed.

[0062] The above-mentioned content, as an inventive point of this disclosure, can significantly improve the detection efficiency of the number and position of flexible connectors and keyways on the second mold shell, reduce the error of manual judgment and the need for manual labor, and at the same time, it can carry out full-process inspection before concrete pouring, avoid processing errors, improve yield, and reduce costs.

[0063] Step 102: Transport the module unit to the construction site, install the module unit containing the first mold shell in sequence, and complete the binding and splicing of the main load-bearing vertical bars of the edge components and the secondary load-bearing vertical bars of the edge components in the cavity.

[0064] In some embodiments, the module units containing the first and second mold shells are transported to the construction site respectively. The module unit containing the first mold shell is installed in sequence. After the first mold shell is installed in place, the main load-bearing vertical bars and the secondary load-bearing vertical bars of the edge members are inserted into the stirrups of the edge members of the first mold shell. The secondary load-bearing vertical bars of the edge members are connected by lap splices, and the main load-bearing vertical bars of the edge members are connected by mechanical joints. Preferably, the mechanical joints can be straight thread joints.

[0065] Step 103: Hoist the module unit where the second mold shell is located. The flexible connector on the second mold shell can deform freely when it touches the edge member stirrup. After installation, it can return to its original shape.

[0066] In some embodiments, after the main load-bearing vertical ribs of the first mold shell and the secondary load-bearing vertical ribs of the edge members of the cavity are installed, the module unit where the second mold shell is located is hoisted. During the hoisting process, when the flexible connector on the second mold shell touches the hoop of the edge member extending from the first mold shell, it can deform freely without affecting the installation of the module unit where the second mold shell is located. After installation, the flexible connector can return to its original shape and extend into the cavity between the first mold shell and the second mold shell.

[0067] Step 104: Pour concrete into the cavity, and anchor the flexible connector in the cast-in-place concrete of the cavity to achieve the connection between the second formwork and the cast-in-place concrete of the cavity. The first formwork, the second formwork, and the cast-in-place concrete of the cavity together form an integral modular building formwork shear wall.

[0068] In some embodiments, after the first and second formwork shells are installed, they serve as templates for the post-cast concrete in the cavity. The post-cast concrete in the cavity is then poured. After the post-cast concrete reaches its strength, the flexible connectors on the second formwork shell are naturally anchored in the cavity concrete, thus achieving the connection between the second formwork shell and the cavity cast-in-place concrete. This prevents the second formwork shell from undergoing overall compression failure or bulging outwards when under pressure, ensuring the compressive performance of the modular building formwork shear wall edge component area, and thereby improving the seismic performance of the modular building formwork shear wall formed by the first formwork shell, the second formwork shell, and the cavity cast-in-place concrete.

[0069] In summary, this disclosure pre-embeds flexible connectors into the cavity on the formwork shell, achieving an effective connection between the formwork shell and the post-poured concrete in the cavity. This also avoids collisions between the second formwork shell module unit and the edge member stirrups during installation, resolving the contradiction between the effective connection between the formwork shell and the post-poured concrete in the cavity and installation collisions. It also prevents the formwork shell from undergoing overall compression failure when the edge member is under pressure, and avoids the technical problems of existing technologies, such as poor stress performance, large overall thickness of the formwork shell shear wall, encroachment on indoor space, and unclear calculations, caused by the inability of at least one side of the formwork shell to be directly connected to the edge member stirrups or to the hollow post-poured concrete via steel reinforcement.

[0070] The above description is merely a selection of preferred embodiments of this disclosure and an explanation of the technical principles employed. Those skilled in the art should understand that the scope of the invention involved in the embodiments of this disclosure is not limited to technical solutions formed by specific combinations of the above-described technical features, but should also cover other technical solutions formed by arbitrary combinations of the above-described technical features or their equivalents without departing from the above-described inventive concept. For example, technical solutions formed by substituting the above-described features with (but not limited to) technical features with similar functions disclosed in the embodiments of this disclosure.

Claims

1. A modular building formwork shear wall, located between adjacent modular units, includes a first formwork, a second formwork, and an intermediate cast-in-place cavity. The first and second formworks are precast reinforced concrete thin slabs. The stirrups of the edge members of the shear wall are not directly connected to the second formwork. Multiple flexible connectors are provided in the edge member area of ​​the second formwork. The flexible connectors are embedded in the concrete of the second formwork and extend into the cavity. When the flexible connectors come into contact with the stirrups of the edge members, they can deform freely and return to their original shape.

2. The modular building formwork shear wall according to claim 1, wherein, The flexible connector uses a steel wire rope with a diameter of 4 to 10 mm. The steel wire rope is wrapped around the structural vertical reinforcement and tied to the structural vertical reinforcement for fixation.

3. The modular building formwork shear wall according to claim 1, wherein, When the horizontally distributed reinforcing bars inside the second formwork do not extend into the cavity, two rows of flexible connectors are provided along the height of the shear wall in the edge component area of ​​the second formwork; when the horizontally distributed reinforcing bars inside the second formwork are bent and extend into the cavity, a row of flexible connectors is provided along the height of the shear wall on the side of the edge component area of ​​the second formwork near the wall area.

4. The modular building formwork shear wall according to claim 3, wherein, The spacing of the flexible connectors along the height of the shear wall is 200~400 mm, and the length of the flexible connectors extending into the cavity is not less than 100 mm.

5. The modular building formwork shear wall according to claim 1, wherein, The edge member stirrups are pre-embedded in the first mold shell.

6. The modular building formwork shear wall according to claim 1, wherein, The second mold shell has a series of keyways on its inner wall near the cavity.

7. The modular building formwork shear wall according to claim 6, wherein, The keyway has a depth of 10-15 mm, a dimension of 60-150 mm along the height of the shear wall, and a center-to-center distance of 200-600 mm between adjacent keyways along the height of the shear wall.

8. The modular building formwork shear wall according to claim 1, wherein, The concrete thickness of the first and second formwork shells is different in the edge component area and the wall area, and the thickness of the edge component area is no greater than the thickness of the wall area.

9. The modular building formwork shear wall according to claim 1, wherein, The edge member area away from the wall area is provided with the main load-bearing vertical reinforcement, the diameter of which is not less than 14 mm, and is connected by mechanical joints; the edge member area is provided with the secondary load-bearing vertical reinforcement on the inner side of the edge member area close to the wall area, the diameter of which is 8 mm or 10 mm, and is connected by lap joints.

10. A method for constructing a modular building formwork shear wall as described in any one of claims 1-9, comprising: In the factory, modular units are manufactured. The first mold shell and the second mold shell are respectively placed on adjacent modular units, and flexible connectors are pre-embedded in the second mold shell. The modular units are transported to the construction site, and the modular units containing the first mold shell are installed in sequence. The binding and splicing of the main load-bearing vertical bars of the edge components and the secondary load-bearing vertical bars of the edge components are completed. The module unit where the second formwork is located is hoisted. The flexible connector on the second formwork can deform freely when it touches the edge member stirrup, and can return to its original shape after installation. Concrete is poured into the cavity, and flexible connectors are anchored in the cast-in-place concrete of the cavity to achieve the connection between the second formwork and the cast-in-place concrete of the cavity. The first formwork, the second formwork, and the cast-in-place concrete of the cavity together form an integral modular building formwork shear wall.

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