Shear wall for concrete modular building and construction method of shear wall

Abstract

The embodiment of the invention discloses a shear wall for a concrete modular building and a construction method of the shear wall. According to one specific implementation mode of the shear wall for the concrete modularized building, an outer wall located on a single module unit is a full-prefabricated shear wall or a double-face overlapped shear wall, and an inner wall located between the module units is composed of wall formworks independently located on different module units, post-pouring cavities and anti-expansion formwork connecting pieces; all assemblies of the anti-expansion mold connecting piece are independently embedded and attached to wall molds on the two sides, after a construction site is installed in place, the corresponding anti-expansion mold assemblies define a semi-closed grouting cavity, the semi-closed grouting cavity is filled with high-strength grouting materials, and after the high-strength grouting materials are solidified, the stable anti-expansion mold connecting piece is formed to resist the side mold pressure of post-pouring concrete. Through assembly optimization and high-strength grouting material combination, the situation that a hole for the opposite-pull screw to penetrate through is reserved in the wall formwork is avoided, a complex mechanical structure is not needed, the construction allowable error is large, and the machining precision requirement of the anti-expansion formwork assembly is greatly lowered.

Description

Technical Field

[0001] The invention belongs to the technical field of construction, and relates to a concrete modular building, in particular to a shear wall for a concrete modular building and a construction method thereof. Background Art

[0002] Modular buildings divide buildings into modular units according to functional rooms. The structure, decoration and integrated manufacturing of equipment pipelines of modular units can be completed in the factory. It has the advantages of small on-site construction workload, short comprehensive construction period, and convenient cross-regional sales of products. It has broad application prospects in the reconstruction of old communities and new residential projects in urban built-up areas. Residential buildings generally use reinforced concrete structures. When modular construction is adopted, concrete modular units are generally used. When the structural shear wall of the building is divided into modular units, the outer wall of the shear wall is often divided into a single modular unit, and the inner wall is located between adjacent modular units. At the same time, the modular unit needs to form a closed box before the interior decoration can be completed in the factory. The outer side of the inner wall is generally divided into independent thin-walled concrete shells and integrated into adjacent modular units as the base of the interior decoration. The thin-walled concrete shells at the construction site are used as the wall molds of the post-cast concrete. The integral inner wall is formed by the post-cast concrete. The post-cast concrete at the construction site will generate a large side mold pressure. The concrete shells on both sides of the inner wall need to be pulled against each other through the anti-expansion mold connection structure to enhance the ability of the concrete shells to resist the side mold pressure. If the concrete formwork is not properly pulled, the expansion will cause deformation of the wall panels and damage to the interior decoration. The anti-expansion connection structure of the concrete formwork is a key technology for shear walls used in various types of concrete modular buildings. The existing technology mostly uses tension screws or tension mechanical structures to achieve effective tensioning of the concrete formwork, but the existing technology has the following technical problems:

[0003] First, the use of tie screws requires holes to be reserved on one or both sides of the concrete formwork for the tie screws to be inserted. In addition, there are many tie screws, and the processing and positioning accuracy of the reserved holes is required to be high. There is a risk that some tie screws cannot be used due to processing or installation errors on site, and there is a risk of mold expansion during the post-pour of concrete.

[0004] Second, the concrete formwork with reserved holes for the tension screws cannot be decorated in advance in the factory, and needs to be decorated on site. The on-site labor demand is large and the quality of interior decoration of different batches is difficult to unify, making it difficult to give full play to the advantages of modular building decoration with high integration and short comprehensive construction period.

[0005] Third, although the tensioning mechanical structure can avoid the shortcomings of the tensioning screw, the concrete formwork may crack when it is deformed by a small millimeter under the pressure of the side formwork. The water seepage in the post-cast concrete will damage the interior decoration. The tensioning mechanical structure needs to be locked without gaps at the construction site, which requires a high degree of precision for the mechanical structure and is difficult to achieve.

[0006] Fourth, in order to ensure the ability to resist mold expansion, when using a tensioning mechanical structure, it is necessary to achieve tensioning of the concrete formwork on both sides at multiple positions on the construction site. This requires extremely high installation accuracy of the module unit and processing accuracy of the tensioning mechanical structure, making large-scale application difficult.

[0007] The above information disclosed in this Background section is only for enhancement of understanding of the background of the inventive concept and therefore it may contain information that does not form the prior art that is already known in this country to a person of ordinary skill in the art. Summary of the invention

[0008] The content of this disclosure is used to introduce concepts in a brief form, which will be described in detail in the detailed implementation section below. The content of this disclosure is not intended to identify the key features or essential features of the technical solution claimed for protection, nor is it intended to limit the scope of the technical solution claimed for protection.

[0009] Some embodiments of the present disclosure provide shear walls for concrete modular buildings and construction methods thereof to solve one or more of the technical problems mentioned in the above background technology section.

[0010] In a first aspect, some embodiments of the present disclosure provide a shear wall for a concrete modular building, wherein the shear wall for a concrete modular building comprises: an exterior wall, wherein the exterior wall is located on a single module unit, and the exterior wall is a fully prefabricated shear wall or a double-sided composite shear wall; an interior wall, wherein the interior wall is located between adjacent module units, and the interior wall comprises a first wall form, a second wall form, and an anti-expansion form connector, wherein the first wall form and the second wall form are respectively located on different module units, and the first wall form and the second wall form are both made of cement-based materials, and the first wall form and the second wall form are spaced apart and enclose a post-casting cavity. The anti-expansion mold connecting piece includes a first anti-expansion mold component and a second anti-expansion mold component. The first anti-expansion mold component is pre-embedded and attached to the first wall mold, and the second anti-expansion mold component is pre-embedded and attached to the second wall mold. The first anti-expansion mold component and the second anti-expansion mold component are grouped one by one. After the adjacent module units are installed in place at the construction site, the first anti-expansion mold component and the corresponding second anti-expansion mold component enclose a semi-enclosed grouting cavity. An opening is provided at the top of the semi-enclosed grouting cavity. The semi-enclosed grouting cavity is filled with high-strength grouting material. After the high-strength grouting material is cured, the first anti-expansion mold component and the second anti-expansion mold component are combined into a whole.

[0011] In some embodiments, the first anti-expansion mold component and the second anti-expansion mold component are both unequal U-shaped steels, the length direction of the unequal U-shaped steels is parallel to the height direction of the inner wall, the unequal U-shaped steels on adjacent module units are symmetrically arranged along the vertical plane where the midline of the inner wall thickness is located, and after the adjacent module units are installed in place at the construction site, the two unequal U-shaped steels in groups enclose a semi-closed grouting cavity, and an installation gap is set between adjacent wall panels of the group of unequal U-shaped steels, and foam rods are pasted along the length direction of the short sides of the unequal U-shaped steels. After the foam rods are squeezed and deformed, they are filled in the installation gap, and the bottom of the unequal U-shaped steel is spread with slurry, which covers the outer periphery of the bottom of the unequal U-shaped steel.

[0012] Specifically, the thickness of the unequal U-shaped steel is 2 to 5 mm, the spacing between adjacent unequal U-shaped steels is 400 to 800 mm, the size of the semi-enclosed grouting cavity enclosed by the unequal U-shaped steel along the width direction of the inner wall is 40 to 100 mm, and the size of the semi-enclosed grouting cavity enclosed by the unequal U-shaped steel along the thickness direction of the inner wall is 50 to 100 mm.

[0013] Particularly, the unequal-sided U-shaped steel is directly inserted into the first wall form and the second wall form for pre-embedded attachment; or a plurality of attached steel bars are pre-embedded in the first wall form and the second wall form, and the unequal-sided U-shaped steel is welded and fixed on the attached steel bars.

[0014] In some embodiments, the first component of the anti-expansion formwork and the second component of the anti-expansion formwork are both concrete ribs, which are pre-embedded and attached to the first wall formwork and the second wall formwork through connecting steel bars. The length direction of the concrete ribs is parallel to the height direction of the inner wall. Adjacent sides of the grouped concrete ribs are provided with notches, and the notches are arranged along the height direction of the inner wall. After the adjacent module units are installed in place at the construction site, the notches of the grouped concrete ribs enclose a semi-closed grouting cavity, and installation gaps are provided between the grouped concrete ribs and between the concrete ribs and another module unit. Foam rods are pasted along the length direction of the concrete ribs, and the foam rods are filled in the installation gaps after being squeezed and deformed, and mortar is spread on the bottom of the concrete ribs.

[0015] Specifically, the spacing between adjacent concrete ribs is 400-800 mm, the cross-sections of the concrete ribs and the notches are both trapezoidal, the size of the semi-enclosed grouting cavity enclosed by the notches along the width direction of the inner wall is 40-100 mm, and the size of the semi-enclosed grouting cavity enclosed by the notches along the thickness direction of the inner wall is 50-100 mm.

[0016] In some embodiments, the first component of the anti-expansion formwork is a steel box, which is pre-embedded and attached to the first wall formwork, and only the top surface is opened, and the remaining surfaces are enclosed and closed with the first wall formwork; the second component of the anti-expansion formwork is an L-shaped steel bar, which is pre-embedded and attached to the second wall formwork, and the diameter of the L-shaped steel bar is 10 to 16 mm. After the adjacent module units are installed in place at the construction site, the L-shaped steel bar extends into the corresponding steel box, and the semi-enclosed grouting cavity formed in the internal space of the steel box is filled with high-strength grouting material.

[0017] Specifically, the spacing between the steel box and the L-shaped steel bar in the horizontal direction and the height direction is 400 to 600 mm, and the length of the hook at the end of the L-shaped steel bar extending into the steel box is 2 to 5 cm.

[0018] In particular, the 4-hour compressive strength of the high-strength grouting material is not less than 20MPa.

[0019] In a second aspect, some embodiments of the present disclosure provide a method for constructing a shear wall for concrete modular buildings, which is applied to the shear wall for concrete modular buildings described in the first aspect, wherein the method comprises: manufacturing a module unit in a factory, attaching a first anti-expansion mold component to a first wall mold, and attaching a second anti-expansion mold component to a second wall mold; transporting the module unit to a construction site, installing the module unit in sequence, and enclosing a semi-enclosed grouting cavity with the first anti-expansion mold component and the corresponding second anti-expansion mold component; completing the binding and connection of the outer wall and inner wall steel bars, and injecting high-strength grouting material into the semi-enclosed grouting cavity; after the high-strength grouting material is cured and the compressive strength is not less than 20MPa, the anti-expansion mold connector forms a stable force-bearing structure, and pouring the post-cast concrete in the connecting section between the outer walls and the post-cast cavity of the inner wall.

[0020] The above-mentioned embodiments of the present disclosure have the following beneficial effects:

[0021] First, the shear wall for concrete modular buildings disclosed in the present invention does not need to reserve holes on the wall formwork, does not affect the interior decoration of the module unit, and can complete the wall decoration of the module unit in advance in the factory, giving full play to the advantages of high integration of modular building decoration and improving product added value.

[0022] Second, the anti-expansion formwork connection structure of the shear wall for concrete modular buildings disclosed in the present invention realizes the effective combination of the anti-expansion formwork components on both sides through high-strength grouting material. The high-strength grouting material has high fluidity and can be naturally filled in the gap. It has a large allowable error, which greatly reduces the processing accuracy requirements of the anti-expansion formwork components and facilitates large-scale application.

[0023] Third, the anti-expansion formwork connection structure of the shear wall for concrete modular buildings disclosed in the present invention does not require a complex and precise mechanical structure, and has low processing difficulty and low cost.

[0024] Fourth, the anti-expansion formwork connection structure of the shear wall for concrete modular buildings disclosed in the present invention can be realized by grouting at the construction site, the on-site construction is simple, and the requirements on the workers' operating skills are low. In addition, the strength of the high-strength grouting material after 4 hours can meet the construction requirements of post-poured concrete, and does not affect the construction progress. BRIEF DESCRIPTION OF THE DRAWINGS

[0025] The above and other features, advantages and aspects of the embodiments of the present disclosure will become more apparent with reference to the following detailed description in conjunction with the accompanying drawings. Throughout the accompanying drawings, the same or similar reference numerals represent the same or similar elements. It should be understood that the drawings are schematic and that components and elements are not necessarily drawn to scale.

[0026] Figure 1 It is a three-dimensional structural schematic diagram of a modular building composed of shear walls for concrete modular buildings according to the present disclosure.

[0027] Figure 2 yes Figure 1 Top view of the .

[0028] Figure 3 yes Figure 2 A partial enlarged view of middle A.

[0029] Figure 4 yes Figure 3 A partial enlarged view of the anti-bulging mold connector.

[0030] Figure 5 yes Figure 4 Schematic diagram of the corresponding three-dimensional structure.

[0031] Figure 6 yes Figure 5 Schematic diagram of the connection structure between the middle wall formwork and the unequal-sided U-shaped steel.

[0032] Figure 7 It is a schematic structural diagram of some embodiments of shear walls for concrete modular buildings according to the present disclosure, wherein the exterior walls are double-sided composite shear walls.

[0033] Figure 8 yes Figure 5 Improved version of the medium anti-bulging die connector.

[0034] Fig. 9 It is a schematic structural diagram of some embodiments of the anti-expansion formwork connector of the shear wall for concrete modular building according to the present disclosure, wherein the anti-expansion formwork connector component is a concrete rib.

[0035] Fig.10 yes Fig. 9 Schematic diagram of the corresponding three-dimensional structure.

[0036] Fig.11 yes Fig.10Schematic diagram of the connection structure between the middle wall formwork and the concrete rib.

[0037] Fig.12 It is a schematic structural diagram of some embodiments of the anti-expansion formwork connector of the shear wall for concrete modular building according to the present disclosure, wherein the anti-expansion formwork connector components are a steel box and L-shaped steel bars.

[0038] Fig.13 yes Fig.12 Schematic diagram of the corresponding three-dimensional structure.

[0039] Fig.14 yes Fig.13 Schematic diagram of the connection structure between the middle wall formwork and the steel box.

[0040] Fig.15 yes Fig.13 Schematic diagram of the connection structure between the middle wall formwork and L-shaped steel bars.

[0041] Fig.16 is a flow chart of some embodiments of a method for constructing a shear wall for a concrete modular building according to the present disclosure. DETAILED DESCRIPTION

[0042] Embodiments of the present disclosure will be described in more detail below with reference to the accompanying drawings. Although certain embodiments of the present disclosure are shown in the accompanying drawings, it should be understood that the present disclosure can be implemented in various forms and should not be construed as being limited to the embodiments set forth herein. On the contrary, these embodiments are provided to provide a more thorough and complete understanding of the present disclosure. It should be understood that the drawings and embodiments of the present disclosure are only for exemplary purposes and are not intended to limit the scope of protection of the present disclosure.

[0043] It should also be noted that, for ease of description, only the parts related to the invention are shown in the drawings. In the absence of conflict, the embodiments and features in the embodiments of the present disclosure can be combined with each other.

[0044] It should be noted that the “bottom”, “top”, “horizontal direction” and “height direction” mentioned in the present disclosure are based on the orientation or position relationship in which the disclosure is usually placed during normal use, and the above terms are limitations on the present disclosure.

[0045] The present disclosure will be described in detail below with reference to the accompanying drawings and in conjunction with embodiments.

[0046] The present invention provides a shear wall for concrete modular buildings, wherein the shear wall for concrete modular buildings comprises an outer wall 2 and an inner wall 3, wherein the outer wall 2 is located on a single module unit 1, and the outer wall 2 is a fully prefabricated shear wall or a double-sided composite shear wall; the inner wall 3 is located between adjacent module units 1, and the inner wall 3 comprises a first wall form 31, a second wall form 32 and an anti-expansion form connector 33, wherein the first wall form 31 and the second wall form 32 are respectively located on different module units 1, and the first wall form 31 and the second wall form 32 are both made of cement-based materials, and the first wall form 31 and the second wall form 32 are spaced apart from each other. The post-casting cavity 34 is set up and enclosed. Generally speaking, the thickness of the inner wall of the shear wall in the building is 180-300 mm. The size of the post-casting cavity 34 along the thickness of the inner wall 3 is generally not less than 100 mm to ensure the vibration and density of the post-casting concrete construction. The thickness of the first wall form 31 and the second wall form 32 is generally 30-60 mm. The thickness of the first wall form 31 and the second wall form 32 is relatively thin and cannot resist the side form pressure of the post-casting concrete by itself; the anti-expansion form connector 33 includes a first anti-expansion form component 331 and a second anti-expansion form component 332. The first anti-expansion form component 33 1 is pre-embedded and attached to the first wall form 31, and the second anti-expansion form component 332 is pre-embedded and attached to the second wall form 32. The first anti-expansion form component 331 and the second anti-expansion form component 332 are grouped one by one. After the adjacent module units 1 are installed in place at the construction site, the first anti-expansion form component 331 and the corresponding second anti-expansion form component 332 enclose a semi-enclosed grouting cavity 333. The top of the semi-enclosed grouting cavity 333 is provided with an opening. The semi-enclosed grouting cavity 333 is filled with high-strength grouting material 334. After the high-strength grouting material 334 is cured, the first anti-expansion form component 331 and the second anti-expansion form component 332 are enclosed to form a semi-enclosed grouting cavity 333. 32 are combined as a whole, that is, the first anti-expansion formwork component 331 and the second anti-expansion formwork component 332 form a structure that can bear external force through the cured high-strength grouting material 334, and can bear the tension generated in the anti-expansion formwork connector 33 by the pressure of the post-cast concrete side formwork. The first wall formwork 31 and the second wall formwork 32 are pulled together as a whole through the anti-expansion formwork connector 33 to bear the pressure of the post-cast concrete side formwork, thereby preventing the first wall formwork 31 and the second wall formwork 32 from being excessively deformed and cracked due to tension under the action of the side formwork pressure, thereby protecting the interior decoration attached to the first wall formwork 31 and the second wall formwork 32.

[0047] The above-mentioned related contents are the invention points of the present disclosure, thereby solving the technical problems 1 to 4 mentioned in the background technology. The reasons for the above-mentioned technical problems are as follows: the prior art adopts tensioning screws or tensioning mechanical structures to realize the tensioning of the wall formworks on both sides. When the tensioning screws are adopted, holes for the tensioning screws need to be reserved on the wall formwork of at least one side of the module unit, so that the tensioning screws can be inserted at the construction site to pull the wall formworks on both sides as a whole to resist the pressure of the side formworks together, resulting in that the wall formworks with holes cannot be completed in the factory for interior decoration. At the same time, there are many tensioning screws and high requirements for reserved positioning processing accuracy. There is a risk that some tensioning screws cannot be used due to processing or installation errors on site, and there is a risk of expansion of the formwork during the post-pouring of concrete; the wall formwork may crack due to small deformation of the millimeter level under the pressure of the side formwork. When the tensioning mechanical structure is adopted, the tensioning mechanical structure needs to be locked without gaps at the construction site, which requires high precision of the mechanical structure, is difficult to implement, and has high processing costs. The present invention pre-buries anti-expansion mold components on the wall molds on both sides, and injects high-strength grouting material to combine the independent anti-expansion mold components on the two sides into a whole, which can avoid reserving holes on the wall molds for passing the tension screws, and does not require a complicated mechanical structure. At the same time, the high-strength grouting material has high fluidity and can be naturally filled in a small space with a large allowable error, which greatly reduces the processing accuracy requirements of the anti-expansion mold connection structure, has low processing difficulty and cost, and is convenient for large-scale application.

[0048] refer to Figure 1-Figure 6 , shows a schematic diagram of the structure of some embodiments of the shear wall for concrete modular buildings according to the present disclosure, wherein the exterior wall 2 is a fully prefabricated shear wall. Figure 1-Figure 3 The shear wall for concrete modular building includes an outer wall 2 and an inner wall 3. When split, the outer wall 2 is split on a single module unit 1, and the inner wall 3 is located between adjacent module units 1. Specifically, the outer wall 2 is a fully prefabricated shear wall, that is, the outer wall 2 is integrally produced and formed in the factory along the wall thickness direction at one time. The vertical steel bars of the edge components of the outer wall 2 can adopt the technical solution of the invention patent "A high-efficiency reinforcement and connection prefabricated shear wall" (publication number CN 109610684B). The vertical steel bars of the upper and lower edge components are connected by inverted semi-grouting sleeves, and vertical holes are reserved along the height direction of the outer wall 2 to fill the bottom horizontal joints with post-cast concrete, avoiding the shortcomings of the existing fully prefabricated shear wall horizontal joint sealing work volume and the difficulty in controlling the quality of pressure grouting.

[0049] Please continue reading Figure 1-Figure 3The inner wall 3 is located between adjacent module units 1. The inner wall 3 includes a first wall form 31, a second wall form 32 and an anti-expansion form connector 33. The first wall form 31 and the second wall form 32 are respectively located on different module units 1. The first wall form 31 and the second wall form 32 are arranged at intervals and enclose a post-cast cavity 34. The post-cast concrete is cast in the post-cast cavity 34 at the construction site. The first wall form 31 and the second wall form 32 serve as templates for the post-cast concrete. The first wall form 31, the second wall form 32 and the post-cast concrete in the post-cast cavity 34 together form the overall inner wall 3. The first wall formwork 31 and the second wall formwork 32 are both made of cement-based materials. Generally speaking, the thickness of the inner wall 3 of the shear wall in the building is 180-300 mm. The size of the post-cast cavity 34 along the thickness of the inner wall 3 is generally not less than 100 mm to ensure the vibration and density of the post-cast concrete construction. The thickness of the first wall formwork 31 and the second wall formwork 32 is generally 30-60 mm. The thickness of the first wall formwork 31 and the second wall formwork 32 themselves is relatively thin. During the post-cast concrete process at the construction site, a large side formwork pressure will be generated. The first wall formwork 31 and the second wall formwork 32 cannot resist the side formwork pressure of the post-cast concrete by themselves. The first wall formwork 31 and the second wall formwork 32 on both sides of the inner wall 3 are pulled as a whole through the anti-expansion formwork connector 33 to enhance the ability of the wall formwork to resist the side formwork pressure.

[0050] Specifically, to avoid the shortcomings of traditional tension bolts that cannot be completely completed in the factory for interior decoration and require a high degree of precision in the tension mechanical structure, please continue to refer to Figure 3-Figure 6The anti-bulging mold connecting member 33 includes a first anti-bulging mold component 331 and a second anti-bulging mold component 332. The first anti-bulging mold component 331 and the second anti-bulging mold component 332 both use unequal U-shaped steel. The unequal U-shaped steels of the first anti-bulging mold component 331 and the second anti-bulging mold component 332 are directly inserted into the first wall mold 31 and the second wall mold 32 for pre-embedded attachment. The unequal U-shaped steels on the first wall mold 31 and the second wall mold 32 are grouped one by one. The length direction of the unequal U-shaped steels is parallel to the height direction of the inner wall. The unequal U-shaped steels on adjacent module units 1 are symmetrical along the vertical plane where the thickness midline of the inner wall 3 is located. Arrangement, after the adjacent module units 1 are installed in place at the construction site, the two unequal U-shaped steels in the group enclose a semi-closed grouting cavity 333, and an installation gap 4 is set between the adjacent wall panels of the group of unequal U-shaped steels to be compatible with the installation error of the module unit 1 at the construction site, and foam rods 5 are pasted along the length direction of the short side of the unequal U-shaped steel. The foam rods 5 are squeezed and deformed and filled in the installation gap 4. The bottom of the unequal U-shaped steel is spread with mortar 6, and the mortar 6 covers the periphery of the bottom of the unequal U-shaped steel. That is to say, under the sealing of the foam rods 5 and the mortar 6, the semi-closed grouting cavity 333 is only open at the top. As an example, the outer dimension of the grouting material 6 on the plane extends outward by 5 to 10 cm compared to the outer edge line of the unequal U-shaped steel, so as to avoid the grouting material 6 being damaged under the action of pressure when the high-strength grouting material 3 is poured into the semi-closed grouting cavity 333 later, causing the high-strength grouting material 334 to flow out; the grouting material 6 has the characteristics of fast hardening and early strength, and does not affect the progress of on-site construction.

[0051] Exemplarily, the thickness of the unequal U-shaped steel is 2 to 5 mm, and the spacing between adjacent unequal U-shaped steels is 400 to 800 mm, that is, the spacing between the anti-expansion mold connectors 33 composed of unequal U-shaped steels is 400 to 800 mm, the size of the semi-enclosed grouting cavity 333 enclosed by the unequal U-shaped steels along the width direction of the inner wall 3 is 40 to 100 mm, and the size of the semi-enclosed grouting cavity 333 enclosed by the unequal U-shaped steels along the thickness direction of the inner wall 3 is 50 to 100 mm. The above dimensions can ensure the ease of construction and density of pouring high-strength grouting material 334 into the semi-enclosed grouting cavity 333 in the later stage.

[0052] refer to Figure 5After the adjacent module units 1 are installed in place at the construction site, the two unequal U-shaped steels in a group enclose a semi-enclosed grouting cavity 333, the grouting material 6 forms a plug at the bottom of the semi-enclosed grouting cavity 333, and the foam rod 5 forms a plug for the installation gap 4 between the unequal U-shaped steels. The high-strength grouting material 334 is injected into the semi-enclosed grouting cavity 333 through the top opening of the semi-enclosed grouting cavity 333. The high-strength grouting material 334 has high fluidity and can naturally fill the semi-enclosed grouting cavity 333. The 4-hour compressive strength of the high-strength grouting material 334 is not less than 20MPa. After the high-strength grouting material 334 is cured, the first component 3 of the anti-expansion mold The first wall form 31 and the second anti-bulging form component 332 are combined as a whole, that is, the first anti-bulging form component 331 and the second anti-bulging form component 332 form a structure that can bear external forces through the cured high-strength grouting material 334, and can bear the tension generated in the anti-bulging form connector 33 by the pressure of the post-cast concrete side form. The first wall form 31 and the second wall form 32 are pulled together as a whole through the anti-bulging form connector 33 to bear the pressure of the post-cast concrete side form, so as to avoid excessive deformation and tensile cracking of the first wall form 31 and the second wall form 32 under the pressure of the side form, thereby protecting the interior decoration attached to the first wall form 31 and the second wall form 32. Specifically, the spacing between adjacent unequal-sided U-shaped steels is 400-800mm, that is, the spacing between the anti-bulging form connectors 33 is 400-800mm, which can ensure that the first wall form 31 and the second wall form 32 will not be greatly deformed or cracked under the pressure of the side form under the normal building height of 3m, and will not affect the interior decoration.

[0053] The above-mentioned related contents are the invention points of the present disclosure, thereby solving the technical problems 1 to 4 mentioned in the background technology. The reasons for the above-mentioned technical problems are as follows: the prior art adopts tensioning screws or tensioning mechanical structures to realize the tensioning of the wall formworks on both sides. When the tensioning screws are adopted, holes for the tensioning screws need to be reserved on the wall formwork of at least one side of the module unit, so that the tensioning screws can be inserted at the construction site to pull the wall formworks on both sides as a whole to resist the pressure of the side formworks together, resulting in that the wall formworks with holes cannot be completed in the factory for interior decoration. At the same time, there are many tensioning screws and high requirements for reserved positioning processing accuracy. There is a risk that some tensioning screws cannot be used due to processing or installation errors on site, and there is a risk of expansion of the formwork during the post-pouring of concrete; the wall formwork may crack due to small deformation of the millimeter level under the pressure of the side formwork. When the tensioning mechanical structure is adopted, the tensioning mechanical structure needs to be locked without gaps at the construction site, which requires high precision of the mechanical structure, is difficult to implement, and has high processing costs. The present invention pre-buries unequal-sided U-shaped steels on both sides of the wall formwork and injects high-strength grouting material to combine the independent unequal-sided U-shaped steels on both sides into a whole, which can avoid reserving holes on the wall formwork for passing the tension screws and does not require a complicated mechanical structure. At the same time, the high-strength grouting material has high fluidity and can be naturally filled in a small space with a large allowable error, which greatly reduces the processing accuracy requirements of the anti-expansion mold connection structure, has low processing difficulty and cost, and is convenient for large-scale application.

[0054] Generally speaking, the 28-day compressive strength of the high-strength grouting material 334 is not less than 60MPa, and the periphery of the high-strength grouting material 334 is constrained by the unequal-sided U-shaped steel. The compressive performance of the anti-expansion mold connector 33 composed of the unequal-sided U-shaped steel and the high-strength grouting material 334 is significantly better than that of the post-cast concrete of the same size. Figure 3 Arranging an anti-expansion mold connector 33 at the end of the inner wall 3 helps to improve the compressive performance of the edge member at the end of the inner wall 3. Under the favorable effect of the end anti-expansion mold connector 33, the edge member stirrups are completely placed in the post-cast cavity 34. The concrete compressive performance of the edge member thus constructed is close to that of the traditional edge member, which facilitates the overall installation of the edge member steel cage 35 in the post-cast cavity 34, simplifying the construction site operation.

[0055] refer to Figure 7 , showing the structural schematic diagrams of some embodiments of the shear wall for concrete modular building according to the present disclosure, compared with Figure 3 The outer wall 2 is a double-sided composite shear wall, and the cavity of the double-sided composite shear wall of the outer wall 2 is connected with the post-cast cavity 34 of the inner wall 3, which is convenient for arranging the connecting steel bars between the module units 1. The outer walls 2 and the inner walls 3 between different module units 1 can be combined into a whole by post-cast concrete, and the shear wall has good overall stress-bearing performance.

[0056] refer to Figure 8 , showing an improved type of the anti-expansion formwork connector for the shear wall of the concrete modular building according to the present disclosure, compared with Figure 5 , Figure 6 The unequal U-shaped steels serving as the first component 331 and the second component 332 of the anti-expansion mold do not directly extend into the first wall mold 31 and the second wall mold 32, but a plurality of attached steel bars 7 are pre-embedded in the first wall mold 31 and the second wall mold 32, and the unequal U-shaped steels are fixed to the attached steel bars 7 by welding. The above improvement facilitates the production of the first wall mold 31 and the second wall mold 32.

[0057] refer to Figure 9-11, shows a schematic structural diagram of some embodiments of the anti-expansion formwork connector for shear walls for concrete modular buildings according to the present disclosure, wherein the first anti-expansion formwork component 331 and the second anti-expansion formwork component 332 are both concrete ribs, and the concrete ribs are pre-embedded and attached to the first wall formwork 31 and the second wall formwork 32 through connecting steel bars 8, and the length direction of the concrete ribs is parallel to the height direction of the inner wall 3, and the adjacent sides of the group of concrete ribs are provided with notches 81, and the notches 81 are arranged along the height direction of the inner wall 3. After the adjacent module units 1 are installed in place at the construction site The notches 81 of the grouped concrete ribs enclose a semi-enclosed grouting cavity 333. Installation gaps 4 are provided between the grouped concrete ribs and between the concrete ribs and another module unit 1 to accommodate the installation error of the module unit 1 at the construction site. Foam rods 5 are pasted along the length direction of the concrete ribs. The foam rods 5 are squeezed and deformed and filled in the installation gaps 4. Sealing mortar 6 is spread at the bottom of the concrete ribs to block the gaps at the bottom of the concrete ribs. That is to say, under the blocking of the foam rods 5 and the seating mortar 6, the semi-enclosed grouting cavity 333 is only open at the top.

[0058] refer to Fig. 9 After the adjacent module units 1 are installed in place at the construction site, the notches 81 of the grouped concrete ribs enclose a semi-enclosed grouting cavity 333, the grouting material 6 forms a plug at the bottom of the semi-enclosed grouting cavity 333, the foam rod 5 forms a plug for the installation gap 4, and the high-strength grouting material 334 is injected into the semi-enclosed grouting cavity 333 through the top opening of the semi-enclosed grouting cavity 333. The high-strength grouting material 334 has high fluidity and can naturally fill the semi-enclosed grouting cavity 333, wherein the 4-hour compressive strength of the high-strength grouting material 334 is not less than 20MPa, and after the high-strength grouting material 334 is cured, the first anti-bulging mold component 331 and the anti-bulging mold component 333 are formed. The second expansion mold component 332 is combined as a whole, that is, the first expansion mold component 331 and the second expansion mold component 332 form a structure that can bear external forces through the cured high-strength grouting material 334, which can bear the tension generated in the expansion mold connector 33 by the pressure of the post-cast concrete side mold. The first wall mold 31 and the second wall mold 32 are pulled together as a whole through the expansion mold connector 33 to bear the pressure of the post-cast concrete side mold, so as to avoid excessive deformation and tensile cracking of the first wall mold 31 and the second wall mold 32 under the pressure of the side mold, thereby protecting the interior decoration attached to the first wall mold 31 and the second wall mold 32. Specifically, the spacing between adjacent concrete ribs is 400-800mm, that is, the spacing between the expansion mold connectors 33 is 400-800mm, which can ensure that the first wall mold 31 and the second wall mold 32 will not be greatly deformed or cracked under the pressure of the side mold under normal building height of 3m, and will not affect the interior decoration.

[0059] As an example, the concrete ribs are integrally produced and formed with the first wall form 31 and the second wall form 32 at one time. The cross-sections of the concrete ribs and the notches 81 are both trapezoidal, which facilitates demolding during production. The size of the semi-enclosed grouting cavity 333 enclosed by the notch 81 along the width direction of the inner wall 3 is 40 to 100 mm, and the size of the semi-enclosed grouting cavity 333 enclosed by the notch 81 along the thickness direction of the inner wall 3 is 50 to 100 mm. The above dimensions can ensure the ease of construction and density of pouring high-strength grouting material 334 into the semi-enclosed grouting cavity 333.

[0060] refer to Figure 12-Figure 15 , shows a structural schematic diagram of some embodiments of the anti-expansion formwork connector for the shear wall for concrete modular buildings according to the present disclosure, wherein the first anti-expansion formwork component 331 is a steel box, which is pre-embedded and attached to the first wall formwork 31, and the steel box is only provided with an opening on the top surface, and the remaining surfaces of the steel box are enclosed and closed with the first wall formwork 31; the second anti-expansion formwork component 332 is an L-shaped steel bar, which is pre-embedded and attached to the second wall formwork 32, and the diameter of the L-shaped steel bar is 10 to 16 mm.

[0061] refer to Fig.13 At the construction site, the module unit 1 with the steel box is first installed, and then the other module unit 1 with the L-shaped steel bar is installed. After the installation is in place, the L-shaped steel bar is extended into the corresponding steel box, and the high-strength grouting material 334 is injected into the semi-enclosed grouting cavity 333 formed by the steel box through the opening above the steel box one by one until the high-strength grouting material 334 fills the steel box. After the high-strength grouting material 334 is solidified, the L-shaped steel bar is anchored in the steel box. That is to say, the steel box as the first component 331 of the anti-expansion mold and the steel box as the anti-expansion mold are The L-shaped steel bars of the second mold component 332 are formed into a structure capable of bearing external forces by solidifying the high-strength grouting material 334, and can bear the tension generated by the pressure of the post-cast concrete side mold in the anti-expansion mold connector 33. The first wall mold 31 and the second wall mold 32 are tied together as a whole through the anti-expansion mold connector 33 to bear the pressure of the post-cast concrete side mold, so as to avoid excessive deformation and tensile cracking of the first wall mold 31 and the second wall mold 32 under the pressure of the side mold, thereby protecting the interior decoration attached to the first wall mold 31 and the second wall mold 32. Specifically, the spacing between the steel box and the L-shaped steel bar in the horizontal direction and the height direction is 400 to 600 mm, and the length of the hook at the end of the L-shaped steel bar extending into the steel box is 2 to 5 cm. Under the normal building height of 3m, it can ensure that the first wall mold 31 and the second wall mold 32 will not be greatly deformed or cracked under the pressure of the side mold, and will not affect the interior decoration.

[0062] Please refer to Fig.16 , shows a process 100 of some embodiments of a method for constructing a shear wall for a concrete modular building according to the present disclosure, comprising the following steps:

[0063] Step 101, manufacturing a module unit in a factory, wherein a first component of an anti-bulging mold is attached to a first wall mold, and a second component of an anti-bulging mold is attached to a second wall mold.

[0064] In some embodiments, while the module unit is being manufactured in the factory, the first anti-expansion formwork component is attached to the first wall formwork, and the second anti-expansion formwork component is attached to the second wall formwork. When the first anti-expansion formwork component and the second anti-expansion formwork component use unequal U-shaped steel or concrete ribs, the foam rod pasting work is completed in the factory.

[0065] Step 102, transport the module units to the construction site, install the module units in sequence, and enclose a semi-enclosed grouting cavity with the first anti-expansion mold component and the corresponding second anti-expansion mold component.

[0066] In some embodiments, the module unit is installed at the construction site according to the installation sequence, and the first anti-expansion mold component and the corresponding second anti-expansion mold component enclose a semi-enclosed grouting cavity. When the first anti-expansion mold component and the second anti-expansion mold component use unequal U-shaped steel or concrete ribs, the grouting material is spread in advance at the corresponding position at the bottom of the anti-expansion mold connector before the module unit is installed, and the grouting material is used to block the bottom of the anti-expansion mold connector to prevent the high-strength grouting material from leaking through the bottom when the high-strength grouting material is poured later; when the anti-expansion mold component uses a steel box and L-shaped steel bars, the steel box is attached to the first wall form to naturally form a semi-enclosed grouting cavity, and no grouting material is needed.

[0067] Step 103, complete the binding and connection of the outer wall and inner wall reinforcements, and inject high-strength grouting material into the semi-enclosed grouting cavity.

[0068] In some embodiments, the connection of the vertical steel bars of the exterior wall edge components and the binding of the exterior wall connecting steel bars between adjacent module units are completed, the binding of the interior wall steel bars is completed in the post-cast cavity of the interior wall, and high-strength grouting material is injected into the semi-enclosed grouting cavity through the top of the semi-enclosed grouting cavity. The high-strength grouting material is naturally filled in the semi-enclosed grouting cavity.

[0069] As an example, when the anti-expansion mold assembly uses a steel box and L-shaped steel bars, the grouting pipe is extended to the upper opening of the steel box, and high-strength grouting materials are injected into the steel box one by one through the upper opening of the steel box until the high-strength grouting materials fill the steel box. Specifically, an endoscope is provided near the outlet of the grouting pipe, and the filling state and filling quality of the high-strength grouting materials are monitored through the endoscope, solving the problem that the operator cannot directly observe the grouting quality, thereby ensuring the grouting quality.

[0070] During the execution of step 103, in some embodiments, visual recognition technology is used to monitor the filling quality of the high-strength grouting material in the steel box in real time. Optionally, a state image of the high-strength grouting material in the steel box is obtained during the injection of the high-strength grouting material. In practice, an endoscope deployed near the grouting pipe outlet can be used to continuously obtain the state image of the high-strength grouting material in the steel box during the injection of the high-strength grouting material.

[0071] Optionally, the above image is input into a trained model for identifying the filling quality of high-strength grouting material in a steel box to obtain an image recognition result of the filling quality of high-strength grouting material in a steel box.

[0072] In some embodiments, the executor of the method for constructing shear walls for concrete modular buildings may input the above-mentioned image into a trained model for identifying the filling quality of high-strength grouting material in a steel box to obtain an image recognition result of the filling quality of high-strength grouting material in a steel box.

[0073] The high-strength grouting filling quality recognition model in the steel box can be a neural network model that takes the state image of the high-strength grouting material in the steel box as input and takes the information characterizing the filling quality of the high-strength grouting material in the steel box as output. For example, the high-strength grouting filling quality recognition model in the steel box can be a trained convolutional neural network model.

[0074] In practice, the above-mentioned high-strength grouting material filling quality recognition model in the steel box is trained through the following steps:

[0075] The first step is to obtain a training sample set, wherein the training samples in the training sample set include: state sample images of high-strength grouting materials in a steel box and sample filling quality information.

[0076] In some embodiments, the execution subject may obtain a training sample set from a terminal device via wireless transmission. The training samples in the training sample set include: a sample image of the state of the high-strength grouting material in the steel box and sample filling quality information. The sample filling quality information may indicate whether the high-strength grouting material fills the steel box. For example, the number 1 indicates not full, and the number 0 indicates full.

[0077] In the second step, based on the above training sample set, the following processing steps are performed:

[0078] In the first sub-step, the state sample images of the high-strength grouting material in the steel box included in at least one training sample in the above-mentioned training sample set are respectively input into the initial high-strength grouting material filling quality recognition model in the steel box to obtain the filling quality information corresponding to each training sample in the at least one training sample.

[0079] In some embodiments, the execution subject may input the state sample images of the high-strength grouting material in the steel box included in at least one training sample in the training sample set into the initial high-strength grouting material filling quality recognition model in the steel box to obtain the filling quality information corresponding to each training sample in the at least one training sample. Here, the initial high-strength grouting material filling quality recognition model in the steel box may be YOLOv5, VGG19 or other image recognition models.

[0080] The second sub-step is to compare the filling quality information corresponding to each training sample in the at least one training sample with the corresponding sample filling quality information.

[0081] In some embodiments, the execution entity may compare the filling quality information corresponding to each training sample in the at least one training sample with the corresponding sample filling quality information. For example, the filling quality information corresponding to each training sample is subtracted from the corresponding sample filling quality information, and then the absolute value of the difference is taken.

[0082] The third sub-step is to determine whether the initial high-strength grouting material filling quality identification model in the steel box has achieved the preset optimization target based on the comparison result.

[0083] In some embodiments, the execution subject can determine whether the initial high-strength grouting material filling quality identification model in the steel box has reached the preset optimization target based on the comparison result. The comparison result refers to the comprehensive comparison result obtained by comparing the filling quality information corresponding to each training sample in at least one training sample with the corresponding sample filling quality information. For example, the filling quality information corresponding to each training sample is subtracted from the corresponding sample filling quality information, and then the absolute value of the difference is taken as the comparison result between the filling quality information corresponding to each training sample and the corresponding sample filling quality information, and then the mean of all comparison results is taken as the comprehensive comparison result. The preset optimization target refers to the comparison result being less than a preset threshold. The preset threshold is a preset fixed value, for example, the preset threshold can be 0.01, 0.001 or other fixed values. In practice, when the comparison result is less than the preset threshold, it indicates that the initial high-strength grouting material filling quality identification model in the steel box has reached the preset optimization target, and when the comparison result is greater than or equal to the preset threshold, it indicates that the initial high-strength grouting material filling quality identification model in the steel box has not reached the preset optimization target.

[0084] In the fourth sub-step, in response to determining that the initial steel box high-strength grouting material filling quality identification model achieves the above-mentioned optimization goal, the initial steel box high-strength grouting material filling quality identification model is used as the trained steel box high-strength grouting material filling quality identification model.

[0085] In some embodiments, the execution subject may respond to determining that the initial steel box high-strength grouting material filling quality identification model has achieved the above-mentioned optimization target, and use the initial steel box high-strength grouting material filling quality identification model as the trained steel box high-strength grouting material filling quality identification model. In practice, when the comparison result in the third sub-step is less than a preset threshold, it indicates that the initial steel box high-strength grouting material filling quality identification model has achieved the preset optimization target, so that the initial steel box high-strength grouting material filling quality identification model training is completed.

[0086] Optionally, in response to determining that the initial high-strength grouting material filling quality identification model in the steel box does not achieve the above-mentioned optimization target, the model parameters of the initial high-strength grouting material filling quality identification model in the steel box are adjusted, and unused training samples are used to form a training sample set, and the adjusted initial high-strength grouting material filling quality identification model in the steel box is used as the initial high-strength grouting material filling quality identification model in the steel box, and the above-mentioned processing steps are performed again.

[0087] In some embodiments, the execution subject may adjust the model parameters of the initial high-strength grouting material filling quality identification model in response to determining that the initial steel box high-strength grouting material filling quality identification model has not achieved the above-mentioned optimization target, and use unused training samples to form a training sample set, and use the adjusted initial steel box high-strength grouting material filling quality identification model as the initial steel box high-strength grouting material filling quality identification model, and perform the above-mentioned processing steps again. In practice, when the comparison result in the third sub-step is greater than or equal to the preset threshold value, indicating that the initial steel box high-strength grouting material filling quality identification model has not achieved the preset optimization target, it is considered that the initial steel box high-strength grouting material filling quality identification model has not been trained. At this time, the back propagation algorithm or the gradient descent method can be used to adjust the model parameters of the initial steel box high-strength grouting material filling quality identification model. Then, the initial high-strength grouting material filling quality identification model in the steel box after adjusting the model parameters is used as the initial high-strength grouting material filling quality identification model in the steel box, and the unused training samples are used to form a training sample set, and the above processing steps are performed again until the initial high-strength grouting material filling quality identification model in the steel box reaches the above optimization goal.

[0088] Optionally, in response to the image recognition result of the filling quality of the high-strength grouting material in the steel box meeting the filling quality requirement of the high-strength grouting material in the steel box, it is determined that the pouring of the high-strength grouting material is completed, and the injection of the high-strength grouting material is stopped. Here, the filling quality requirement of the high-strength grouting material in the steel box is a preset condition, including whether the high-strength grouting material fills the steel box (for example, the high-strength grouting material fills the steel box). If the image recognition result of the filling quality of the high-strength grouting material in the steel box meets the preset filling quality requirement of the high-strength grouting material in the steel box, the execution entity considers that the pouring of the high-strength grouting material is completed, and the injection of the high-strength grouting material is stopped. In practice, the endoscope can be set to continuously capture images of the status of the high-strength grouting material in the steel box at certain time intervals during the grouting process, and the images can be input into the trained high-strength grouting material filling quality recognition model in the steel box for recognition in real time. When the image recognition results of the high-strength grouting material filling quality in the steel box are monitored to meet the high-strength grouting material filling quality requirements in the steel box, the associated grouting equipment can be controlled to stop injecting the high-strength grouting material.

[0089] The above-mentioned related content, as an inventive point of the present disclosure, can significantly improve the filling quality of high-strength grouting materials, realize automatic monitoring and control of grouting, reduce errors and manual requirements of manual judgment, and can achieve continuous real-time monitoring. The monitoring results can be linked with the grouting equipment in real time, and the injection of high-strength grouting materials can be stopped immediately according to the monitoring results.

[0090] Step 104, after the high-strength grouting material is cured and the compressive strength is not less than 20 MPa, the anti-expansion mold connector forms a stable force-bearing structure, and the post-cast concrete in the connecting section between the exterior walls and the post-cast cavity of the interior wall is poured.

[0091] In some embodiments, after the high-strength grouting material is cured and has a compressive strength of not less than 20 MPa, the first anti-expansion formwork component and the second anti-expansion formwork component are combined into a whole through the cured high-strength grouting material, and the anti-expansion formwork connector forms a stable force-bearing structure. During the pouring of the post-cast concrete in the connecting section between the exterior walls and the post-cast concrete in the interior wall post-cast cavity, the anti-expansion formwork connector can bear the tension generated in the anti-expansion formwork connector by the pressure of the post-cast concrete side formwork. The first wall formwork and the second wall formwork are tied together as a whole through the anti-expansion formwork connector to bear the pressure of the post-cast concrete side formwork, thereby avoiding excessive deformation and tensile cracking of the first wall formwork and the second wall formwork under the action of the side formwork pressure, thereby protecting the interior decoration attached to the first wall formwork and the second wall formwork.

[0092] The above-mentioned related content is an invention point of the present disclosure, thereby solving the technical problem 1 and technical problem 4 mentioned in the background technology. The reasons for the above-mentioned technical problems are as follows: the tensioning screws or the tensioning mechanical structures are mechanical connection structures, which need to form tensioning at multiple positions, have high requirements for processing accuracy, and are difficult to control quality during large-scale applications. The present disclosure forms an anti-expansion mold connector by pouring high-strength grouting material and curing it. No mechanical connection structure is required. The high-strength grouting material has high fluidity and can be naturally filled in the gap. The allowable error is large, which greatly reduces the processing accuracy requirements of the anti-expansion mold assembly, has low processing difficulty and cost, and is easy to apply on a large scale.

[0093] In summary, in the present disclosure, by pre-embedding anti-expansion mold components on the wall molds on both sides of adjacent module units, and pouring high-strength grouting material between the anti-expansion mold components and curing to form a stable anti-expansion mold connector, it is avoided to reserve holes in the wall mold for passing the tension screws, and no precise and complex mechanical structure is required; the high-strength grouting material has high fluidity and can be naturally filled in a small space, and has a large allowable error, which greatly reduces the processing accuracy requirements of the anti-expansion mold components, has low processing difficulty and cost, and is easy to apply on a large scale; in the process of pouring high-strength grouting material, the filling quality of the high-strength grouting material is monitored in real time with the help of visual recognition technology, which significantly improves the grouting quality and improves the construction efficiency.

[0094] The above descriptions are only some preferred embodiments of the present disclosure and an explanation of the technical principles used. Those skilled in the art should understand that the scope of the invention involved in the embodiments of the present disclosure is not limited to the technical solutions formed by a specific combination of the above-mentioned technical features, but should also cover other technical solutions formed by any combination of the above-mentioned technical features or their equivalent features without departing from the above-mentioned inventive concept. For example, the above-mentioned features are replaced with the technical features with similar functions disclosed in the embodiments of the present disclosure (but not limited to) and the technical solutions formed.

Claims

1. Shear walls for concrete modular buildings, where: The concrete modular building shear wall comprises: External wall, the external wall is located on a single module unit, and the external wall is a fully prefabricated shear wall or a double-sided composite shear wall; An inner wall, wherein the inner wall is located between adjacent module units, and the inner wall comprises a first wall form, a second wall form and an anti-expansion form connector, wherein the first wall form and the second wall form are respectively located on different module units, and the first wall form and the second wall form are both made of cement-based materials, and the first wall form and the second wall form are arranged at intervals, and enclose a post-casting cavity, and the anti-expansion form connector comprises a first anti-expansion form component and a second anti-expansion form component, wherein the first anti-expansion form component is pre-embedded and attached to the first wall form, and the second anti-expansion form component is pre-embedded and attached to the second wall form, and the first anti-expansion form component and the second anti-expansion form component are grouped in a one-to-one correspondence, and after the adjacent module units are installed in place at the construction site, the first anti-expansion form component and the corresponding second anti-expansion form component enclose a semi-enclosed grouting cavity, and an opening is arranged at the top of the semi-enclosed grouting cavity, and a high-strength grouting material is filled in the semi-enclosed grouting cavity, and after the high-strength grouting material is cured, the first anti-expansion form component and the second anti-expansion form component are combined into a whole.

2. The shear wall for concrete modular construction according to claim 1, wherein: The first component of the anti-expansion mold and the second component of the anti-expansion mold are both unequal U-shaped steels, the length direction of the unequal U-shaped steels is parallel to the height direction of the inner wall, the unequal U-shaped steels on adjacent module units are symmetrically arranged along the vertical plane where the center line of the inner wall thickness is located, and after the adjacent module units are installed in place at the construction site, the two unequal U-shaped steels in groups enclose a semi-closed grouting cavity, and an installation gap is set between adjacent wall panels of the group of unequal U-shaped steels, and foam rods are pasted along the length direction of the short sides of the unequal U-shaped steels, and the foam rods are squeezed and deformed and filled in the installation gap, and the bottom of the unequal U-shaped steel is spread with mortar, and the mortar covers the outer periphery of the bottom of the unequal U-shaped steel.

3. The shear wall for concrete modular construction according to claim 2, wherein: The thickness of the unequal U-shaped steel is 2 to 5 mm, the spacing between adjacent unequal U-shaped steels is 400 to 800 mm, the size of the semi-enclosed grouting cavity enclosed by the unequal U-shaped steel along the width direction of the inner wall is 40 to 100 mm, and the size of the semi-enclosed grouting cavity enclosed by the unequal U-shaped steel along the thickness direction of the inner wall is 50 to 100 mm.

4. The shear wall for concrete modular construction according to claim 2, wherein: The unequal-sided U-shaped steel is directly inserted into the first wall form and the second wall form for pre-embedded attachment; or a plurality of attached steel bars are pre-embedded in the first wall form and the second wall form, and the unequal-sided U-shaped steel is welded and fixed on the attached steel bars.

5. The shear wall for concrete modular construction according to claim 1, wherein: The first component of the anti-expansion formwork and the second component of the anti-expansion formwork are both concrete ribs, which are pre-embedded and attached to the first wall formwork and the second wall formwork through connecting steel bars. The length direction of the concrete ribs is parallel to the height direction of the inner wall. Adjacent sides of the group of concrete ribs are provided with notches, and the notches are arranged along the height direction of the inner wall. After the adjacent module units are installed in place at the construction site, the notches of the group of concrete ribs enclose a semi-closed grouting cavity, and installation gaps are provided between the group of concrete ribs and between the concrete ribs and another module unit. Foam rods are pasted along the length direction of the concrete ribs, and the foam rods are filled in the installation gaps after being squeezed and deformed, and mortar is spread on the bottom of the concrete ribs.

6. The shear wall for concrete modular construction according to claim 5, wherein: The spacing between adjacent concrete ribs is 400-800mm, the cross-sections of the concrete ribs and notches are both trapezoidal, the size of the semi-enclosed grouting cavity enclosed by the notch along the width direction of the inner wall is 40-100mm, and the size of the semi-enclosed grouting cavity enclosed by the notch along the thickness direction of the inner wall is 50-100mm.

7. The concrete modular building shear wall according to claim 1, wherein: The first component of the anti-expansion formwork is a steel box, which is pre-embedded and attached to the first wall formwork, and only the top surface is opened, and the remaining surfaces are enclosed and closed with the first wall formwork; the second component of the anti-expansion formwork is an L-shaped steel bar, which is pre-embedded and attached to the second wall formwork, and the diameter of the L-shaped steel bar is 10 to 16 mm. After the adjacent module units are installed in place at the construction site, the L-shaped steel bar extends into the corresponding steel box, and the semi-enclosed grouting cavity formed in the internal space of the steel box is filled with high-strength grouting material.

8. The shear wall for concrete modular construction according to claim 4, wherein: The spacing between the steel box and the L-shaped steel bar in the horizontal and height directions is 400 to 600 mm, and the length of the hook at the end of the L-shaped steel bar extending into the steel box is 2 to 5 cm.

9. The concrete modular building shear wall according to claim 1, wherein: The 4-hour compressive strength of high-strength grouting material shall not be less than 20MPa.

10. A method for constructing a shear wall for a concrete modular building as claimed in any one of claims 1 to 9, comprising: The module unit is manufactured in a factory, the first component of the anti-bulging mold is attached to the first wall mold, and the second component of the anti-bulging mold is attached to the second wall mold; Transport the module units to the construction site, install the module units in sequence, and enclose the semi-enclosed grouting cavity with the first anti-bulging mold component and the corresponding second anti-bulging mold component; Complete the binding and connection of the external and internal wall reinforcements, and inject high-strength grouting material into the semi-enclosed grouting cavity; After the high-strength grouting material is cured and the compressive strength is not less than 20MPa, the anti-expansion formwork connector forms a stable load-bearing structure, and the post-cast concrete in the connecting section between the exterior walls and the post-cast cavity of the interior wall is poured.

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