Assembled and synthesized superposed shear wall and construction method thereof

Abstract

The embodiment of the invention discloses an assembled and synthesized superposed shear wall and a construction method thereof. According to one specific implementation mode of the assembled and synthesized superposed shear wall, formwork shells on the two sides are in a variable thickness form that the edge component area is thin, and the wall body area is thick, the thickness of the formwork shells in the edge component area is controlled to be 30-40 mm, the thickness of the formwork shells in the wall body area is controlled to be 50-70 mm, the strength grade of formwork shell concrete is not lower than C60, and the strength grade of the formwork shell concrete is not lower than C30. The edge component area vertical load-bearing steel bars and the stirrups are all arranged on the middle post-pouring part. By optimizing the thickness of the formwork and optimizing the strength grade of the formwork and the concrete of the middle post-cast part, it can be guaranteed that the overall compressive property of the edge component area is not lower than that of a traditional cast-in-place edge component, and the deformation capacity of the overall superimposed shear wall is not weakened; the problems that in the prior art, due to the fact that shear wall edge component stirrups are reserved on one side of a formwork, production is complex, collision is prone to occurring, and the standardization degree of the formwork is low can be solved, and the problem that anti-seismic calculation of the formwork is not clear is solved.

Description

Technical Field

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

[0002] Modular construction divides buildings into modular units, completing the overall integration of structure, interior decoration, and pipeline systems in the factory. On-site hoisting then completes the interface connections between modules for structure, interior decoration, and pipelines. This is the most integrated construction method and a crucial technological direction for the current transformation of construction methods towards industrialization and intelligence. When using modular construction for residential buildings, concrete modules are often used. Shear walls between modules typically use the formwork of the two side modules as templates, with concrete poured on-site to form the shear walls. Current technologies often do not include the side formwork in the shear wall calculations, only considering the poured portion as the structural shear wall, or they reserve stirrups for the shear wall edge components on one side of the formwork, including the formwork thickness in the shear wall calculations. However, existing technologies have the following technical problems:

[0003] First, when the formwork on both sides is not included in the shear wall and only the post-cast part is used as the structural shear wall, the post-cast part must meet the thickness requirements of the structural shear wall separately. The thickness of the formwork on both sides is generally not less than 30mm, which results in a significant increase in wall thickness compared to the traditional cast-in-place construction method, which is not conducive to the effective use of indoor space.

[0004] Second, when the formwork on both sides is not included in the shear wall, in order to avoid the wall thickness being too thick, the formwork thickness is relatively thin. When pouring the concrete in the middle and later stages, the formwork is prone to cracking under the pressure of the side formwork, which affects the construction quality.

[0005] Third, when the shear wall edge member stirrups are reserved on one side of the formwork and the formwork thickness is included in the shear wall thickness, the formwork thickness is generally no more than 50mm. When the edge member stirrups are reserved on the formwork, the stirrup binding and positioning are relatively complicated. The formwork has a low degree of standardization and is difficult to organize production. The formwork can only be produced using flat molds. During transportation and installation, the edge member stirrups are prone to collision with other modules, affecting the bond performance of the stirrups in the formwork concrete.

[0006] Fourth, when the shear wall edge member stirrups are reserved on one side of the formwork and the formwork thickness is included in the shear wall thickness, the edge member stirrups cannot extend into the other side of the formwork. The area of ​​the concrete confined by the stirrups in the edge member area is smaller than that of a traditional cast-in-place shear wall, which may weaken the deformation capacity of the shear wall.

[0007] Fifth, the thickness of the shear wall is not included in the calculation of the formwork on both sides or one side, but the formwork inevitably participates in the seismic stress of the structure. The actual stress form of the structure does not match the seismic calculation and analysis model, which poses a safety hazard.

[0008] 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

[0009] 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.

[0010] Some embodiments of this disclosure propose an assembly-based composite shear wall and a method for constructing the same, in order to solve one or more of the technical problems mentioned in the background section above.

[0011] In a first aspect, some embodiments of this disclosure provide an assembled composite shear wall, comprising a first formwork, a second formwork, and an intermediate post-cast section forming the edge member region and the wall body region of the composite shear wall. The first formwork and the second formwork are located on adjacent modular units, and both the first and second formworks are made of reinforced concrete. The thickness of the first and second formworks varies along the width direction of the composite shear wall, with a thickness of 30-40 mm in the edge member region and 50-70 mm in the wall body region. Vertical and horizontal reinforcing bars for the shear wall are disposed within the first and second formworks. The concrete strength grade of the intermediate post-cast section is the same as the design concrete strength grade of the shear wall, and the first and second formworks use concrete with a strength grade of not less than C60. The vertical reinforcing bars and stirrups in the edge member region are all located in the intermediate post-cast section.

[0012] Specifically, the stirrups in the edge component area are spiral stirrups or continuous stirrups, and the distance between the outer skin of the spiral stirrup or continuous stirrup and the inner wall of the first mold shell and the second mold shell is 5 to 10 mm.

[0013] Specifically, the vertical reinforcing bars in the edge member areas far from the wall are the main vertical reinforcing bars, using large-diameter bars with a diameter of not less than 16mm; the vertical reinforcing bars in the edge member areas close to the wall are the secondary vertical reinforcing bars, using bars with a diameter of 8mm or 10mm; the total area of ​​the main and secondary vertical reinforcing bars meets the stress requirements of the shear wall as a whole; the secondary vertical reinforcing bars are assembled with stirrups to form an integral reinforcing cage; the secondary vertical reinforcing bars of the upper and lower shear walls are lapped together; and the main vertical reinforcing bars of the upper and lower shear walls are connected by straight threaded joints.

[0014] In some embodiments, vertical stiffening ribs are provided on the side of the wall area of ​​the first formwork and the second formwork near the middle post-cast portion. The vertical stiffening ribs are concrete ribs or steel trusses. The vertical stiffening ribs of the first formwork and the second formwork are staggered along the width direction of the composite shear wall. Multiple transverse reinforcing bars are welded between the steel trusses along the height direction of the composite shear wall.

[0015] In some embodiments, the outer side of the horizontally distributed reinforcing bars of the first mold shell and the second mold shell is provided with wire mesh and fiberglass mesh, and the wire mesh hole spacing is 20-50mm.

[0016] In some embodiments, the horizontally distributed reinforcing bars of the first and second mold shells are bent at 90° at the ends of the edge member areas and extend into the middle post-cast portion, or planar reinforcing bar trusses are provided at the ends of the first and second mold shells and extend into the middle post-cast portion.

[0017] In particular, the concrete strength grade of the first and second formwork shells is more than 10 MPa higher than that of the concrete in the intermediate post-cast section.

[0018] Secondly, some embodiments of this disclosure provide a method for constructing an assembled composite shear wall, applied to the assembled composite shear wall described in the first aspect. The method includes: prefabricating a first formwork and a second formwork; transporting the first and second formworks to the construction site; first installing one side formwork of the composite shear wall; binding the vertical reinforcing bars and stirrups in the edge member area to complete the vertical reinforcing bar connection; installing the other side formwork of the composite shear wall; and pouring post-cast concrete for the intermediate post-cast portion between the first and second formworks to complete the construction of the composite shear wall.

[0019] Specifically, the manufacturing of the first and second mold shells in the factory includes: reserving vertical stiffening ribs on the first and second mold shells, and pre-fabricating concrete ribs and embedding them in the first or second mold shell.

[0020] Specifically, the vertical reinforcing bars and stirrups in the binding edge member area complete the connection of the vertical reinforcing bars, including: pre-assembling the secondary vertical reinforcing bars and spiral stirrups or continuous stirrups into an integral reinforcing cage, completing the lap connection of the secondary vertical reinforcing bars after installing the integral reinforcing cage, and passing the main vertical reinforcing bars through the integral reinforcing cage to complete the straight thread joint connection of the main vertical reinforcing bars.

[0021] The above-described embodiments of this disclosure have the following beneficial effects:

[0022] First, the formwork of the assembled composite shear wall disclosed herein adopts a variable thickness along the width direction of the shear wall. The thicker thickness in the wall body area can ensure that quality problems such as bulging and cracking do not occur when the concrete is poured later. The thinner thickness in the edge member area can avoid weakening the range of concrete confinement by the stirrups in the edge member area. This provides favorable conditions for setting the vertical reinforcing bars and stirrups of the edge members in the middle post-poured part between the formwork.

[0023] Secondly, in the assembled composite shear wall disclosed herein, the two side formworks are engaged with the middle post-cast part in the wall area through vertical stiffening ribs, and are connected to the middle post-cast part in the edge member area through extended horizontally distributed steel bars and planar steel trusses. Both side formworks are effectively connected to the middle post-cast part, and both side formworks can be included in the shear wall thickness. The overall thickness of the assembled composite shear wall only needs to meet the thickness of the structural shear wall, which can avoid increasing the thickness of the building wall and increase the effective indoor space.

[0024] Third, the edge member stirrups of the assembled composite shear wall disclosed herein are all set in the middle post-cast part between the mold shells, eliminating the need to reserve the edge member stirrups of the shear wall during the fabrication of one side of the mold shell. The mold shells are highly standardized, greatly simplifying the mold shell fabrication process and providing conditions for the one-time molding of the mold shells. At the same time, it avoids the edge member stirrups from colliding with other modules during transportation and installation.

[0025] Fourth, the assembled composite shear wall disclosed herein uses a variety of technical means, such as reducing the thickness of the edge member area of ​​the formwork, increasing the strength of the formwork concrete, and using spiral stirrups or continuous stirrups, to ensure that the overall compressive performance of the edge member area is no less than that of the edge member of a traditional cast-in-place shear wall, without weakening the deformation capacity of the shear wall, by placing all the stirrups of the edge member in the middle post-cast part between the formworks.

[0026] Fifth, the assembled composite shear wall disclosed herein incorporates the shear wall thickness on both sides, and the actual stress condition of the assembled composite shear wall is consistent with the seismic calculation and analysis model. The seismic calculation and analysis can accurately characterize the actual stress state of the assembled composite shear wall, eliminating the safety hazards caused by the discrepancy between the actual stress form of the structure and the seismic calculation and analysis model. Attached Figure Description

[0027] 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.

[0028] Figure 1 This is a structural schematic diagram of an embodiment of the assembled composite shear wall according to the present disclosure, wherein the vertical stiffening ribs of the formwork are made of concrete ribs and the stirrups in the edge member area are made of spiral stirrups.

[0029] Figure 2 This is a three-dimensional structural schematic diagram of the steel reinforcement cage in the edge component area of ​​Embodiment 1.

[0030] Figure 3 This is a structural schematic diagram of Embodiment 2 of the assembled composite shear wall according to the present disclosure, wherein the vertical stiffening ribs of the formwork are steel trusses and the stirrups in the edge member area are continuous stirrups.

[0031] Figure 4 This is a three-dimensional structural schematic diagram of the steel reinforcement cage in the edge component area of ​​Example 2.

[0032] Figure 5 This is a schematic diagram of the structure of the edge component region in Embodiment 1.

[0033] Figure 6 yes Figure 5 The first comparative example of the edge member region shown is a structural schematic diagram of the edge member region of an existing cast-in-place shear wall.

[0034] Figure 7 yes Figure 5 The second comparative example of the edge member region shown is a structural schematic diagram of the stirrups for the edge member of the existing shear wall on one side of the formwork.

[0035] Figure 8 These are experimental data on axial pressure and axial compressive strain of different edge member regions under axial pressure, where the diameter of the stirrups in the edge members is 8 mm and the spacing along the height of the shear wall is 200 mm.

[0036] Figure 9 These are experimental data on axial pressure and axial compressive strain of different edge member regions under axial pressure, where the diameter of the stirrups in the edge members is 8 mm and the spacing along the height of the shear wall is 100 mm.

[0037] Figure 10 This is a flowchart of some embodiments of the method for constructing composite shear walls according to the present disclosure. Detailed Implementation

[0038] 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.

[0039] 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.

[0040] It should be noted that the terms “width direction,” “height direction,” and “outer side” mentioned in this disclosure are based on the orientation or positional relationship of the object when it is normally placed in use, and the above terms all constitute limitations on this disclosure.

[0041] This disclosure will now be described in detail with reference to the accompanying drawings and embodiments.

[0042] This disclosure provides an assembled composite shear wall, wherein the composite shear wall comprises an edge member region 1 and a wall body region 2, consisting of a first formwork 3, a second formwork 4, and an intermediate post-cast portion 5. The first formwork 3 and the second formwork 4 are located on adjacent modular units, and both the first formwork 3 and the second formwork 4 are made of reinforced concrete. The thickness of the first formwork 3 and the second formwork 4 varies along the width direction of the composite shear wall. Specifically, the thickness of the first formwork 3 and the second formwork 4 in the edge member region 1 is 30-40 mm, and the thickness in the wall body region 2 is... The thickness of area 2 is 50-70mm. The first formwork 3 and the second formwork 4 are equipped with vertically distributed reinforcing bars 21 and horizontally distributed reinforcing bars 22 for shear walls. The concrete strength grade of the intermediate post-cast part 5 is the same as the design concrete strength grade of the shear wall. The first formwork 3 and the second formwork 4 use concrete with a strength grade of not less than C60. The vertical reinforcing bars and stirrups 11 of the edge member area 1 are all located in the intermediate post-cast part 5 and are tied and connected on the construction site. They are not reserved on the first formwork 3 or the second formwork 4.

[0043] The aforementioned content constitutes the inventive point of this disclosure, thereby solving the technical problems one to four mentioned in the background art. The reasons for the above technical problems are as follows: In the prior art, the formwork on both sides is either not included in the shear wall or is included in the shear wall. When the formwork on both sides is not included in the shear wall, the overall thickness of the formwork needs to be controlled at 30-40mm to avoid excessive occupation of indoor space. The thinner the formwork, the easier it is to crack under the pressure of the side formwork of the post-poured concrete. When the formwork is included in the shear wall, it is necessary to reserve the stirrups of the shear wall edge members on one side of the formwork to avoid the stirrups in the edge member area confining the concrete too small. When reserving the stirrups of the edge members on the formwork, the tying and positioning of the stirrups is relatively complicated. During transportation and installation, the stirrups of the edge members are easy to collide with external objects. The formwork on both sides or one side is not included in the thickness of the shear wall, but the formwork is well bonded to the post-poured concrete. The formwork inevitably participates in the seismic stress of the structure. The actual stress form of the structure does not match the seismic calculation and analysis model, which makes the seismic calculation and analysis model unable to accurately represent the stress form and seismic failure mode of the actual structure, resulting in structural safety hazards. This disclosure adopts a variable thickness form for the formwork, with thinner edges and thicker walls, to avoid cracking in the wall area, which occupies a large area of ​​the formwork, due to its thinness. At the same time, the thickness of the formwork in the edge area is controlled at 30-40mm, which can maximize the range of the middle post-cast part in the edge area. Combined with the use of high-strength concrete of C60 or higher for the formwork, it can ensure that the overall compressive performance of the formwork on both sides of the edge area and the middle post-cast part is not lower than that of traditional cast-in-place edge members, and does not weaken the deformation capacity of the overall composite shear wall. This avoids the technical problems caused by reserving stirrups for the edge members of the shear wall on one side of the formwork in traditional technology.

[0044] refer to Figures 1-2 The diagram shows a structural schematic of an embodiment of an assembled composite shear wall according to this disclosure, wherein the vertical stiffening ribs of the formwork are concrete ribs and the stirrups in the edge member areas are spiral stirrups. Figures 1-2 The assembled composite shear wall consists of a first formwork 3, a second formwork 4, and an intermediate post-cast section 5. The first formwork 3 and the second formwork 4 are located in adjacent module units and are made of reinforced concrete. The first formwork 3 and the second formwork 4 are equipped with vertically distributed reinforcing bars 21 and horizontally distributed reinforcing bars 22 for the shear wall. After the first formwork 3 and the second formwork 4 are installed in place on the construction site, they serve as the formwork for pouring the post-cast concrete of the intermediate post-cast section 5, achieving formwork-free construction. According to the current building codes and the seismic stress requirements of shear walls, the assembled composite shear wall has edge member areas 1 at both ends and wall body area 2 in the middle. The edge member areas 1 need to be equipped with stirrups to form a stirrup constraint on the concrete, improve the compressive performance of the concrete in the edge member areas 1, and thus enhance the elastic-plastic deformation capacity of the shear wall.

[0045] The thickness of the first formwork 3 and the second formwork 4 varies along the width of the composite shear wall. Specifically, the thickness of the first formwork 3 and the second formwork 4 in the edge member area 1 is 30-40 mm, and the thickness in the wall body area 2 is 50-70 mm. The concrete strength grade of the intermediate post-cast part 5 is the same as the design concrete strength grade of the shear wall. The first formwork 3 and the second formwork 4 use concrete with a strength grade of not less than C60. The vertical reinforcing bars and stirrups 11 in the edge member area 1 are all located in the intermediate post-cast part 5 and are tied and connected on the construction site. They are not reserved on the first formwork 3 or the second formwork 4.

[0046] The aforementioned content constitutes the inventive point of this disclosure, thereby solving the technical problems one to four mentioned in the background art. By adopting a variable thickness form of "thin edge member area and thick wall area" in the formwork, cracking of the wall area, which occupies a large area of ​​the formwork, due to its thinness is avoided. At the same time, the thickness of the formwork in the edge member area is controlled at 30-40mm, which can maximize the range of the middle post-cast part in the edge member area. Combined with the use of high-strength concrete of C60 or higher for the formwork, it can be ensured that the overall compressive performance of the formwork on both sides of the edge member area and the middle post-cast part is not lower than that of traditional cast-in-place edge members, and the deformation capacity of the overall composite shear wall is not weakened. This avoids the technical problems caused by reserving stirrups for the edge members of the shear wall on one side of the formwork in the traditional technology.

[0047] refer to Figure 1 , Figure 2Spiral stirrups 11 are used in the edge component area 1, with tie bars in the middle as needed. The distance between the outer skin of the spiral stirrups and the inner walls of the first formwork 3 and the second formwork 4 is 5-10 mm. While ensuring sufficient working space, the area of ​​concrete enclosed by the stirrups 11 is maximized. Combined with the control of the thickness of the edge component areas of the first formwork 3 and the second formwork 4, the area of ​​concrete confined by the stirrups in the middle post-cast part 5 of the edge component area 1 is maximized. The vertical reinforcing bars and stirrups of the edge component area 1 are installed on-site using pre-formed steel cages to improve on-site construction efficiency and reduce labor requirements. The connection of the vertical reinforcing bars in the precast steel cage of the upper and lower edge member areas 1 is a challenge in on-site construction. Considering economy, load-bearing performance, and ease of on-site operation, the vertical reinforcing bars in the edge member areas 1 closest to the wall 2 are configured as secondary vertical reinforcing bars 13, using 8mm or 10mm diameter bars. These secondary vertical reinforcing bars 13 and stirrups 11 are pre-assembled into a precast steel cage. After the precast steel cage is installed on-site, the secondary vertical reinforcing bars 13 of the upper and lower shear walls are lapped together. The vertical reinforcing bars in the edge member areas 1 furthest from the wall 2 are configured as primary vertical reinforcing bars 12, using large-diameter bars with a diameter of not less than 16mm. These are then threaded into the precast steel cage on-site. At this point, the primary vertical reinforcing bars 12 are in a freely rotatable state. The primary vertical reinforcing bars 12 of the upper and lower shear walls can be connected using straight threaded joints, which have the advantages of low cost and reliable load-bearing performance. The total area of ​​the main vertical reinforcing bars 12 and the secondary vertical reinforcing bars 13 meets the shear wall's load-bearing requirements, and the specific area can be determined by structural calculations. The above-mentioned content is the inventive point of this disclosure. The vertical reinforcing bars of the edge members adopt the form of "large-diameter main vertical reinforcing bars on the outer side and small-diameter secondary vertical reinforcing bars on the inner side." The small-diameter secondary vertical reinforcing bars are easy to connect using lap splices, solving the problem of pre-formed reinforcing cages and on-site connections. The large-diameter main vertical reinforcing bars are threaded on-site, reducing on-site construction work, facilitating connections, and allowing for the use of straight threaded joints, greatly reducing connection costs and improving connection reliability. Furthermore, the small-diameter secondary vertical reinforcing bars use standard diameter bars of 8mm or 10mm, resulting in a high degree of standardization in the formed reinforcing cage. By adjusting the diameter of the large-diameter main vertical reinforcing bars to meet the shear wall's load-bearing requirements, a series of problems such as standardization of formed reinforcing cages and on-site connections are solved.

[0048] refer to Figure 1Vertical stiffening ribs 6 are provided on the side of the wall area 2 of the first formwork shell 3 and the second formwork shell 4 near the middle post-cast section. These vertical stiffening ribs are made of concrete ribs 61, which are prefabricated and embedded in the first formwork shell 3 or the second formwork shell 4. The concrete ribs 61 improve the rigidity of the formwork shell, preventing excessive deformation under the side pressure of the post-cast concrete. The concrete ribs 61 of the first formwork shell 3 and the second formwork shell 4 are staggered at a certain distance along the width of the composite shear wall to facilitate the flow of the post-cast concrete in the middle post-cast section 5 and to prevent the vertical stiffening ribs from affecting the pouring and vibration of the post-cast concrete in the middle post-cast section 5. Wire mesh and fiberglass mesh are arranged outside the horizontally distributed reinforcing bars 22 of the first formwork shell 3 and the second formwork shell 4 to further improve the crack resistance of the formwork shell under the side pressure of the post-cast concrete. Specifically, the mesh spacing of the wire mesh is 20–50 mm.

[0049] refer to Figure 1 The horizontally distributed reinforcing bars 22 of the first formwork shell 3 and the second formwork shell 4 are bent at 90° at the end of the edge member area 1 and extend into the intermediate post-cast portion 5, increasing the overall integrity of the connection between the post-cast concrete in the first formwork shell 3, the second formwork shell 4, and the intermediate post-cast portion 5. Simultaneously, the concrete strength grade of the first formwork shell 3 and the second formwork shell 4 is more than 10 MPa higher than that of the intermediate post-cast portion 5. This increased concrete strength grade compensates for the adverse effect of the reduced confinement area of ​​the stirrups within the edge member area 1, and also improves the crack resistance and production efficiency of the formwork.

[0050] refer to Figures 3-4 The diagram shows a structural schematic of Embodiment 2 of the assembled composite shear wall according to this disclosure, wherein the vertical stiffening ribs of the formwork are steel trusses and the stirrups in the edge member areas are continuous single-strand stirrups. (Reference) Figure 3 Vertical stiffening ribs 6 are provided on the side of the wall area 2 of the first formwork shell 3 and the second formwork shell 4 near the middle post-cast section. The vertical stiffening ribs are steel trusses 62. The steel trusses 62 can improve the rigidity of the formwork shell and prevent the formwork shell from deforming excessively under the pressure of the post-cast concrete side formwork. At the same time, multiple transverse reinforcing bars 63 are welded between the steel trusses 62 on the same side of the formwork shell along the height direction of the composite shear wall. The transverse reinforcing bars 63 connect multiple sets of steel trusses 62 into a whole, which can improve the rigidity of the first formwork shell 3 or the second formwork shell 4 along the width direction of the composite shear wall and prevent the formwork shell from deforming excessively under the pressure of the post-cast concrete side formwork.

[0051] refer to Figure 3 A planar steel truss 23 is provided at the ends of the first mold shell 3 and the second mold shell 4 and extends into the intermediate post-cast part 5. The planar steel truss 23 improves the overall connection of the post-cast concrete in the first mold shell 3, the second mold shell 4 and the intermediate post-cast part 5.

[0052] refer to Figure 3 , Figure 4 The stirrups 11 in the edge member area 1 are continuous stirrups. The distance between the outer edge of the continuous stirrup and the inner wall of the first formwork 3 and the second formwork 4 is 5-10mm. While ensuring the construction operation space, the area of ​​concrete surrounded by the stirrups 11 is maximized. Combined with the control of the thickness of the edge member area of ​​the first formwork 3 and the second formwork 4, the area of ​​concrete confined by the stirrups in the middle post-cast part 5 of the edge member area 1 is maximized. Taking into account economy, load-bearing performance and on-site operation convenience, the vertical reinforcing bars of the edge member area 1 near the wall area 2 are configured as secondary vertical reinforcing bars 13, using steel bars with a diameter of 8mm or 10mm. The secondary vertical reinforcing bars 13 and the continuous stirrups are pre-assembled into an integral reinforcing cage. After the integral reinforcing cage is installed on the construction site, the secondary vertical reinforcing bars 13 of the upper and lower shear walls are lapped together. The vertical reinforcing bars of the edge member area 1 away from the wall area 2 are configured as main vertical reinforcing bars 12, which are large-diameter steel bars with a diameter of not less than 16mm. They are then threaded into the integrally formed steel cage on the construction site. At this time, the main vertical reinforcing bars 12 are in a state of free rotation. The main vertical reinforcing bars 12 of the upper and lower shear walls can be connected by straight threaded joints.

[0053] refer to Figure 5 The diagram shows a structural schematic of the edge member region in Embodiment 1 of this disclosure. (See reference...) Figure 6 This illustrates a structural schematic diagram of the edge member region of an existing cast-in-place shear wall, namely Comparative Example 1 of this disclosure. (Reference) Figure 7 The diagram shows a structural schematic of an existing assembled composite shear wall, in which one side of the formwork is reserved with stirrups 11 for the edge components of the shear wall and a post-cast portion 5 extending out of the middle. Figure 6 The outer dimensions of the stirrup 11 in Comparative Example 1 are generally 40mm smaller than the wall thickness along the wall thickness direction. Figure 7 The thickness of the mold shell in Comparative Example 2 is generally 35-40mm, and the outer dimensions of the stirrup 11 along the wall thickness direction are generally 60mm smaller than the wall thickness. Figure 5 The thickness of the formwork in Embodiment 1 of this disclosure is generally 30-40 mm, and the outer dimensions of the stirrups 11 along the wall thickness direction in Embodiment 1 are generally 70 mm smaller than the wall thickness. That is to say, when the overall wall thickness of the shear wall is the same, the range of concrete confined by the stirrups of the edge members in Comparative Example 1, Comparative Example 2, and Embodiment 1 of this disclosure decreases in that order.

[0054] According to general knowledge in this field, the elastic-plastic deformation capacity of a shear wall is mainly determined by the confinement effect of the stirrups in the edge member region. The confinement effect of the stirrups is affected by the range of the concrete confined by the stirrups, the diameter of the stirrups, and the spacing along the height of the shear wall. The confinement effect of the stirrups can be characterized by the axial pressure-axial compressive stress relationship curve in the edge member region. The greater the axial compressive strain corresponding to the same axial pressure in the descending segment of the axial pressure-axial compressive stress relationship curve in the edge member region, the better the compressive performance of the concrete in the edge member region, that is, the better the confinement effect of the stirrups.

[0055] refer to Figure 8 Experimental curves showing the axial pressure-axial compressive stress relationship for different edge member structures are presented. The diameter of the stirrups in the edge members is 8 mm, and the spacing along the height of the shear wall is 200 mm. Specifically, in Example 1, the formwork thickness is 30 mm, the concrete strength grade of the formwork is C60, and the concrete strength grade of the intermediate post-cast part is C40. In general, the design concrete strength grade of shear walls in actual engineering is C30 to C45. In Comparative Example 1, the concrete strength grade of the edge members of the cast-in-place shear wall is C40. In Comparative Example 2, the formwork thickness is 35 mm, and the concrete strength grade of both the formwork and the intermediate post-cast part is C40. In Comparative Example 3, the edge member area structure is exactly the same as in Example 1, except that the concrete strength grade of the formwork is not higher than that of the intermediate post-cast part 5; that is, the concrete strength grade of both the formwork and the intermediate post-cast part is C40. Figure 8 It can be seen that the axial compressive pressure-axial compressive stress relationship curve of Example 1 is higher than that of Comparative Example 1, Comparative Example 2, and Comparative Example 3. In other words, the stirrup restraint effect of the edge member region in Example 1 is better than that of Comparative Example 1, Comparative Example 2, and Comparative Example 3. By controlling the thickness of the formwork in the edge member region, using high-strength concrete of C60 or higher for the formwork, and increasing the concrete strength grade of the formwork by more than 10 MPa compared to the design concrete strength grade of the shear wall, this disclosure can ensure that the stirrup restraint effect of the edge member region is no less than that of the cast-in-place shear wall within the minimum range of stirrup restraint concrete in the edge member region. This ensures that the elastic-plastic deformation capacity of the composite shear wall assembled by this disclosure is no less than that of the cast-in-place shear wall, while avoiding a series of technical problems caused by reserving stirrups for the edge member of the shear wall on one side of the formwork in the prior art, such as complex production, easy collision, and low standardization of the formwork.

[0056] refer to Figure 9 Experimental curves showing the axial compressive stress-axial compressive force relationship for different edge member structures are presented. The diameter of the stirrups in the edge members is 8 mm, and the spacing along the height of the shear wall is 100 mm. The concrete strength grades of each part in Example 1, Comparative Example 1, Comparative Example 2, and Comparative Example 3 are compared with... Figure 8 Same as above. (By) Figure 9It can be seen that when the diameter of the stirrups in the edge members is 8mm and the spacing along the height of the shear wall is 100mm, the axial pressure-axial compressive stress relationship curve of Example 1 is also higher than that of Comparative Example 1, Comparative Example 2 and Comparative Example 3. In other words, the stirrup restraint effect in the edge member area of ​​Example 1 is better than that of Comparative Example 1, Comparative Example 2 and Comparative Example 3. Example 1 can ensure that the stirrup restraint effect in the edge member area is not lower than that of the cast-in-place shear wall, and can ensure that the elastic-plastic deformation capacity of the composite shear wall assembled in this disclosure is not lower than that of the cast-in-place shear wall.

[0057] Please refer to Figure 10 The diagram illustrates a process 100 of some embodiments of a method for constructing a composite shear wall according to the present disclosure, including the following steps:

[0058] Step 101: Pre-fabricate the first mold shell and the second mold shell.

[0059] In some embodiments, vertical stiffening ribs are reserved during the fabrication of the first mold shell and the second mold shell. When the vertical stiffening ribs are made of concrete, the concrete ribs are prefabricated and embedded in the first mold shell or the second mold shell.

[0060] Step 102: Transport the first and second formwork shells to the construction site, and first install one side of the composite shear wall formwork shell.

[0061] In some embodiments, after the concrete strength of the first formwork and the second formwork reaches the required level, the first formwork and the second formwork are transported to the construction site along with their respective module units. The module unit containing the first formwork or the second formwork is installed first, and the first formwork or the second formwork serves as one side formwork of the composite shear wall.

[0062] Step 103: Tie the vertical reinforcing bars and stirrups in the edge component area to complete the connection of the vertical reinforcing bars.

[0063] In some embodiments, based on one side of the formwork, the vertical reinforcing bars and stirrups in the edge member area are tied to complete the vertical reinforcing bar connection. Specifically, the secondary vertical reinforcing bars and spiral stirrups or continuous stirrups are pre-assembled into an integral reinforcing cage. On the construction site, the integral reinforcing cage only needs to be directly installed at the corresponding position in the edge member area. After the integral reinforcing cage is installed, the lap connection of the secondary vertical reinforcing bars is completed. The main vertical reinforcing bars are then threaded through the integral reinforcing cage to complete the straight thread joint connection of the main vertical reinforcing bars. The above method can avoid the need for in-situ stirrup tying on the construction site, greatly improve on-site construction efficiency, reduce labor requirements, and avoid affecting the module unit hoisting speed due to stirrup tying.

[0064] Step 104: Install the other side formwork of the composite shear wall.

[0065] In some embodiments, after the reinforcement binding of the intermediate post-cast section is completed, the module unit containing the first or second formwork is installed, and the first or second formwork serves as the formwork on the other side of the composite shear wall.

[0066] Step 105: Pour the post-cast concrete for the intermediate post-cast section between the first and second formwork shells to complete the construction of the composite shear wall.

[0067] In some embodiments, after the two side formworks are installed, they serve as templates for the post-cast concrete in the middle post-cast section. The post-cast concrete in the middle post-cast section between the first formwork and the second formwork is poured to complete the construction of the composite shear wall. After the post-cast concrete reaches the design strength, the post-cast concrete and the two side formworks form an integral composite shear wall.

[0068] During step 105, in some embodiments, before pouring the post-cast concrete for the intermediate post-cast section, visual recognition technology is used to monitor the real-time monitoring of the intermediate section's reinforcing steel binding and the installation position of the module unit where the formwork is located. In practice, the status images of the module units can be continuously obtained through a drone platform deployed on the construction surface.

[0069] Optionally, the above image can be input into a pre-trained installation location recognition model to obtain the installation location image recognition result.

[0070] In some embodiments, the entity executing the construction method of assembling composite shear walls can input the above-mentioned images into a pre-trained installation location recognition model to obtain installation location image recognition results.

[0071] The installation location recognition model can be a neural network model that takes an image of the installation location as input and outputs information representing the installation location. For example, the installation location recognition model can be a pre-trained convolutional neural network model.

[0072] In practice, the above installation location recognition model is trained through the following steps:

[0073] The first step is to obtain a training sample set, which includes: state sample images of the installation location and sample installation location accuracy information.

[0074] In some embodiments, the executing 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 installation location and sample installation location accuracy information. The sample installation location accuracy information can characterize whether the installation location meets the specification requirements. For example, a number 1 indicates that the specification requirements are not met, and a number 0 indicates that the specification requirements are met.

[0075] The second step, based on the above training sample set, is to perform the following processing steps:

[0076] The first sub-step involves inputting the state sample images of the installation locations included in at least one training sample from the above training sample set into the initial installation location recognition model to obtain the filling quality information corresponding to each training sample in at least one training sample.

[0077] In some embodiments, the execution entity may input the state sample images of the installation locations included in at least one training sample from the training sample set into the initial installation location recognition model to obtain the filling quality information corresponding to each training sample in the at least one training sample. Here, the initial installation location recognition model may be YOLOv11 or other image recognition models.

[0078] The second sub-step involves comparing the installation position accuracy information corresponding to each training sample in at least one of the above training samples with the corresponding sample installation position accuracy information.

[0079] In some embodiments, the execution entity may compare the installation position accuracy information corresponding to each training sample in the at least one training sample with the corresponding sample installation position accuracy information. For example, the difference between the installation position accuracy information corresponding to each training sample and the corresponding sample installation position accuracy information may be calculated, and then the absolute value of the difference may be taken.

[0080] The third sub-step is to determine whether the initial installation location identification model has achieved the preset optimization target based on the comparison results.

[0081] In some embodiments, the execution entity can determine whether the initial installation location identification model has reached a preset optimization objective based on the comparison result. The comparison result refers to the comprehensive comparison result obtained by comparing the installation location accuracy information corresponding to each training sample with the corresponding installation location accuracy information in at least one training sample. For example, the difference between the installation location accuracy information corresponding to each training sample and the corresponding installation location accuracy information is calculated, and the absolute value of the difference is taken as the comparison result between the installation location accuracy information corresponding to each training sample and the corresponding sample installation location accuracy information. The average of all comparison results is then taken as the comprehensive comparison result. The preset optimization objective refers to the 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 installation location identification model has reached the preset optimization objective; when the comparison result is greater than or equal to the preset threshold, it indicates that the initial installation location identification model has not reached the preset optimization objective.

[0082] The fourth sub-step is to use the initial installation location recognition model as the trained installation location recognition model in response to the determination that the initial installation location recognition model has achieved the above optimization objective.

[0083] In some embodiments, the execution entity may, in response to determining that the initial installation location identification model has reached the aforementioned optimization objective, use the initial installation location identification model as the trained installation location identification model. In practice, when the comparison result in the third sub-step is less than a preset threshold, it indicates that the initial installation location identification model has reached the preset optimization objective, and thus the initial installation location identification model can be considered to have been trained successfully.

[0084] Optionally, in response to the determination that the initial installation location identification model has not achieved the above optimization objective, the model parameters of the initial installation location identification model are adjusted, and a training sample set is formed using unused training samples. The adjusted initial installation location identification model is then used as the initial installation location identification model, and the above processing steps are performed again.

[0085] In some embodiments, the execution entity may, in response to determining that the initial installation location identification model has not reached the aforementioned optimization objective, adjust the model parameters of the initial installation location identification model, and use unused training samples to form a training sample set. The adjusted initial installation location identification model is then used as the initial installation location identification 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 installation location identification model has not reached the preset optimization objective, and the initial installation location identification model is considered not to have completed training. At this time, gradient descent can be used to adjust the model parameters of the initial installation location identification model. Then, the initial installation location identification model with adjusted model parameters is used as the initial installation location identification 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 installation location identification model reaches the aforementioned optimization objective.

[0086] Optionally, if the installation position identification result meets the installation position accuracy requirements, the installation is deemed qualified and post-concrete pouring can proceed.

[0087] The aforementioned content, as an inventive point of this disclosure, can significantly improve the detection efficiency of the installation position of the modular unit and the accuracy of the intermediate steel reinforcement binding at the construction site, reduce the error of manual judgment and the need for manual labor, achieve continuous real-time monitoring, provide real-time feedback of monitoring results, and make construction task decisions based on the monitoring results.

[0088] In summary, this disclosure adopts a variable thickness form for the formwork, with thinner thickness in the edge component area and thicker thickness in the wall body area, to avoid cracking in the wall body area, which occupies a large area of ​​the formwork, due to its thinness. At the same time, the thickness of the formwork in the edge component area is controlled at 30-40mm, which can maximize the range of the middle post-cast part in the edge component area. Combined with the use of high-strength concrete of C60 or higher for the formwork, it can be ensured that the overall compressive performance of the formwork on both sides of the edge component area and the middle post-cast part is not lower than that of traditional cast-in-place edge components, and the deformation capacity of the overall composite shear wall is not weakened.

[0089] 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. Assemble a composite shear wall, which consists of a first formwork, a second formwork, and an intermediate cast-in-place section, forming the edge component area and wall body area of ​​the composite shear wall. The first and second formworks are located on adjacent module units, and both the first and second formworks are made of reinforced concrete. The thickness of the first and second formwork shells varies along the width of the composite shear wall. The thickness of the first and second formwork shells is 30-40 mm in the edge member area and 50-70 mm in the wall body area. The first and second formwork shells are equipped with vertical and horizontal distributed reinforcing bars for the shear wall. The concrete strength grade of the intermediate post-cast part is the same as the design concrete strength grade of the shear wall. The first and second formwork shells use concrete with a strength grade of not less than C60. The vertical reinforcing bars and stirrups in the edge member area are all located in the intermediate post-cast part.

2. The assembled composite shear wall according to claim 1, wherein, The stirrups in the edge component area are spiral stirrups or continuous stirrups. The distance between the outer skin of the spiral stirrup or continuous stirrup and the inner wall of the first and second mold shells is 5 to 10 mm.

3. The assembled composite shear wall according to claim 1, wherein, The vertical reinforcing bars in the edge components far from the wall are the main vertical reinforcing bars, using large-diameter bars with a diameter of not less than 16mm; the vertical reinforcing bars in the edge components close to the wall are the secondary vertical reinforcing bars, using bars with a diameter of 8mm or 10mm; the total area of ​​the main and secondary vertical reinforcing bars meets the stress requirements of the shear wall; the secondary vertical reinforcing bars are assembled with stirrups to form an integral reinforcing cage; the secondary vertical reinforcing bars of the upper and lower shear walls are lapped together; and the main vertical reinforcing bars of the upper and lower shear walls are connected using straight threaded joints.

4. The assembled composite shear wall according to claim 1, wherein, Vertical stiffening ribs are provided on the side of the wall area of ​​the first and second formwork shells near the middle post-cast part. The vertical stiffening ribs are concrete ribs or steel trusses. The vertical stiffening ribs of the first and second formwork shells are staggered along the width direction of the composite shear wall. Multiple transverse reinforcing bars are welded between the steel trusses along the height direction of the composite shear wall.

5. The assembled composite shear wall according to claim 1, wherein, The horizontally distributed reinforcing bars of the first and second mold shells are equipped with wire mesh and fiberglass mesh, with the wire mesh having a hole spacing of 20-50mm.

6. The assembled composite shear wall according to claim 1, wherein, The horizontally distributed reinforcing bars of the first and second formwork shells are bent at 90° at the ends of the edge member areas and extend into the middle post-cast part, or planar reinforcing trusses are set at the ends of the first and second formwork shells and extend into the middle post-cast part.

7. The assembled composite shear wall according to claim 1, wherein, The concrete strength grade of the first and second formwork shells is more than 10 MPa higher than that of the concrete in the intermediate post-cast section.

8. A method for constructing an assembled composite shear wall as described in any one of claims 1-7, comprising: Pre-fabricate the first and second mold shells; The first and second formwork shells were transported to the construction site, and the formwork shells on one side of the composite shear wall were installed first. Tie the vertical reinforcing bars and stirrups in the edge component area to complete the vertical reinforcing bar connection; Install the other side formwork of the composite shear wall; The post-cast concrete is poured in the middle section between the first and second formwork shells to complete the construction of the composite shear wall.

9. The method for constructing an assembled composite shear wall according to claim 8, wherein, The manufacture of the first mold shell and the second mold shell in the factory includes: Vertical stiffening ribs are reserved on the first and second mold shells, and the concrete ribs are prefabricated and embedded in the first or second mold shell.

10. The method for constructing an assembled composite shear wall according to claim 8, wherein, The vertical reinforcing bars and stirrups in the bound edge member area complete the vertical reinforcing bar connection, including: Secondary vertical reinforcing bars are pre-assembled with spiral stirrups or continuous stirrups into an integral reinforcing cage. After the integral reinforcing cage is installed, the secondary vertical reinforcing bars are lapped together. The main vertical reinforcing bars are then threaded through the integral reinforcing cage to complete the straight threaded joint connection of the main vertical reinforcing bars.

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