Construction method for thin-walled double-steel-plate concrete composite shear wall

Abstract

The application discloses a construction method for a thin-wall double-steel-plate concrete composite shear wall, which comprises the following construction steps: S1, prefabricating an inner layer steel plate with an inner reinforcing assembly and prefabricating an outer layer steel plate with an outer reinforcing assembly; S2, inner layer steel plate construction, which comprises limiting the inner layer steel plate at a preset position I; S3, arranging a steel bar mesh in a pouring cavity; S4, outer layer steel plate construction, which comprises limiting the outer layer steel plate at a preset position II; S5, connecting the inner layer steel plate and the outer layer steel plate through a tension screw assembly; S6, pouring concrete in the pouring cavity formed between the inner layer steel plate and the outer layer steel plate; and S7, after the concrete poured in the pouring cavity is solidified, removing the tension screw assembly, the inner reinforcing assembly and the outer reinforcing assembly.

Description

Technical Field

[0001] This invention relates to the field of building construction, and specifically to a construction method for thin-walled double-steel-plate concrete composite shear walls. Background Technology

[0002] Shear walls are the main lateral force resisting components in building structures. Shear wall structures are broadly classified into three categories: reinforced concrete shear walls, reinforced concrete shear walls with built-in steel plates, and reinforced concrete shear walls with external double steel plates. With the increasing height of building structures, traditional reinforced concrete shear walls are increasingly unable to meet design requirements. Reinforced concrete shear walls with built-in steel plates are currently the mainstream construction method, combining the advantages of reinforced concrete and steel reinforcement; however, the cumbersome formwork process affects construction efficiency. Therefore, reinforced concrete shear walls with external double steel plates have become a research direction for new shear wall structures. These composite shear walls with double steel plates fully utilize the advantages of both concrete and steel plates, giving the shear wall excellent seismic performance. Simultaneously, the external steel plates can be used as formwork, facilitating construction, and also constrain the internal concrete, improving the load-bearing capacity and ductility of the shear wall.

[0003] Currently, there is a wealth of theoretical research on double-steel-plate concrete composite shear walls, but research on their construction technology is limited, especially on the construction technology of thin-walled double-steel-plate concrete composite shear walls. This is because the thin-walled steel plates are prone to deformation during fabrication and installation, and the pouring of concrete within the steel plate cavity on-site can also cause the steel plates to bulge and deform outwards, affecting the final verticality and flatness of the shear wall. For high-rise buildings, where the elevator shaft forms the core tube, which must be formed by a shear wall structure, if a thin-walled double-steel-plate concrete composite shear wall is used, reinforcement measures must be taken, along with a reasonable shear wall construction, to ensure the verticality and flatness of the shear wall and avoid affecting the subsequent installation of elevators and other equipment.

[0004] Therefore, to solve the above problems, a construction method for thin-walled double-steel-plate concrete composite shear walls is needed, which can optimize the structure and construction method of thin-walled double-steel-plate concrete composite shear walls, reduce the deformation that occurs when the steel plates are poured with concrete, and improve the verticality and flatness of the shear wall after construction. Summary of the Invention

[0005] In view of this, the purpose of the present invention is to overcome the defects in the prior art and provide a construction method for thin-walled double steel plate concrete composite shear walls, which can optimize the structure and construction method of thin-walled double steel plate concrete composite shear walls, reduce the deformation that occurs when the steel plates are poured with concrete, and improve the verticality and flatness of the shear wall after construction.

[0006] The present invention provides a construction method for a thin-walled double-steel-plate concrete composite shear wall, comprising a thin-walled double-steel-plate concrete composite shear wall, wherein the thin-walled double-steel-plate concrete composite shear wall comprises an inner steel plate and an outer steel plate, wherein a grouting cavity is formed between the inner steel plate and the outer steel plate, and concrete is poured into the grouting cavity to fix the inner steel plate and the outer steel plate together.

[0007] The injection cavity is provided with a steel mesh, which consists of several groups arranged transversely along the injection cavity.

[0008] The thin-walled double steel plate concrete composite shear wall also includes internal reinforcement components and external reinforcement components;

[0009] The inner reinforcing assembly includes transverse stiffening ribs and longitudinal stiffening ribs of the inner steel plate arranged on the outer wall of the inner steel plate. The transverse stiffening ribs of the inner steel plate are at least two ribs respectively arranged at the top and bottom of the outer wall of the inner steel plate. The top and bottom ends of the longitudinal stiffening ribs of the inner steel plate are respectively connected to the two transverse stiffening ribs arranged at the top and bottom of the outer wall of the inner steel plate. The longitudinal stiffening ribs of the inner steel plate are a plurality of ribs arranged at transverse intervals.

[0010] The external reinforcing assembly includes transverse stiffening ribs and longitudinal stiffening ribs of the outer steel plate arranged on the outer wall of the outer steel plate. The transverse stiffening ribs of the outer steel plate are at least two ribs respectively arranged at the top and bottom of the outer wall of the outer steel plate. The top and bottom ends of the longitudinal stiffening ribs of the outer steel plate are respectively connected to the two transverse stiffening ribs arranged at the top and bottom of the outer wall of the outer steel plate. The longitudinal stiffening ribs of the outer steel plate are several ribs arranged at transverse intervals.

[0011] The outer wall surfaces of the transverse stiffening ribs of the inner steel plate and the longitudinal stiffening ribs of the inner steel plate are located on the same support plane I, and the outer wall surfaces of the transverse stiffening ribs of the outer steel plate and the longitudinal stiffening ribs of the outer steel plate are located on the same support plane II.

[0012] The thin-walled double steel plate concrete composite shear wall also includes a tie rod assembly, which includes an inner back rib, an inner locking nut, an outer back rib, an outer locking nut, and a tie rod.

[0013] The tie rod passes through the inner steel plate and the outer steel plate, and the tie rod has an inner tie end located outside the support plane I and an outer tie end located outside the support plane II. At least two inner back ribs limit the inner tie end in a clamping manner. An inner locking nut is threaded to the inner tie end of the tie rod to press the two inner back ribs against the support plane I. At least two outer back ribs limit the outer tie end in a clamping manner. An outer locking nut is threaded to the outer tie end of the tie rod to press the two outer back ribs against the support plane II.

[0014] It also includes the following construction steps:

[0015] S1. Prefabricated inner steel plate with internal reinforcing components and prefabricated outer steel plate with external reinforcing components;

[0016] S2. Inner steel plate construction, wherein the inner steel plate construction includes limiting the inner steel plate at a preset position I;

[0017] S3. Arrange a steel mesh inside the grouting cavity;

[0018] S4. Construction of the outer steel plate, wherein the construction of the outer steel plate includes limiting the outer steel plate at a preset position II;

[0019] S5. Connect the inner steel plate and the outer steel plate using a tie rod assembly;

[0020] S6. Pour concrete into the grouting cavity formed between the inner and outer steel plates;

[0021] S7. After the concrete poured into the grouting cavity has solidified, remove the tie rod assembly, inner reinforcing assembly, and outer reinforcing assembly.

[0022] Furthermore, the height of the injection cavity is increased by stacking the inner steel plate and the outer steel plate; the outer steel plate is arranged on the side of the injection cavity closer to the floor deck of the construction building, and the inner steel plate is arranged on the side of the injection cavity away from the floor deck of the construction building.

[0023] The end of the floor deck near the outer steel plate is pre-embedded in the grouting cavity so that the connection of the outer steel plate in the height direction is blocked by the floor deck. The upper and lower level outer steel plates blocked by the floor deck are respectively fixed to the floor deck. The connection of the inner steel plates in the height direction is continuous. The connection joints between the inner steel plates that are fixed in stages are reserved. The connection joints near the floor deck are at least 200mm higher than the floor level.

[0024] Furthermore, the floor deck is pre-embedded with a pre-embedded steel plate for fixed connection with the outer steel plate;

[0025] The adjacent inner steel plates are fixed in the height direction by a connecting assembly, which includes a positioning plate and a pad. The positioning plate is located in the injection cavity to limit the width of the adjacent inner steel plates, and the pad is located in the injection cavity to seal the joint.

[0026] Furthermore, the positioning plate and pad are prefabricated at the bottom of the inner steel plate, and the height of the connecting seam between adjacent inner steel plates in the height direction is at least 10mm;

[0027] The height of the connecting seam is determined by welding the positioning plate of the lower inner layer steel plate to the top of the upper inner layer steel plate. After the height of the connecting seam between adjacent inner layers steel plates is determined by the positioning plate, the adjacent inner layers steel plates are welded and fixed on the outside of the connecting seam.

[0028] Furthermore, the tie rod assembly also includes an inner washer and an outer washer, the inner washer being positioned between an inner locking nut and an inner back rib, and the outer washer being positioned between an outer locking nut and an outer back rib.

[0029] Furthermore, the tie rod assembly also includes a guide tube pre-embedded in the grouting cavity for guiding the tie rod. The guide tube is pre-embedded in the grouting cavity after the construction in step S3 is completed. The tie rod passes through the guide tube to connect the inner steel plate and the outer steel plate.

[0030] Furthermore, a stud I is fixed to the inner side of the inner steel plate, and the stud I is fixed to the inner steel plate after the inner steel plate is prefabricated. A stud II is fixed to the inner side of the outer steel plate, and the stud II is fixed to the outer steel plate after the outer steel plate is prefabricated.

[0031] Furthermore, the steel mesh includes several vertical steel bars and stirrups for binding the several vertical steel bars, wherein the stirrups are several bars arranged longitudinally.

[0032] Furthermore, the stirrups are arranged inside the grouting cavity after several vertical steel bars are tied together.

[0033] Furthermore, the transverse stiffening ribs of the inner steel plate and the transverse stiffening ribs of the outer steel plate are both parallel to the transverse direction, and the longitudinal stiffening ribs of the inner steel plate and the longitudinal stiffening ribs of the outer steel plate are both parallel to the longitudinal direction.

[0034] Furthermore, the transverse stiffening ribs of the inner steel plate, the transverse stiffening ribs of the outer steel plate, the longitudinal stiffening ribs of the inner steel plate, and the longitudinal stiffening ribs of the outer steel plate are all channel steel.

[0035] The beneficial effects of this invention are as follows: The construction method for a thin-walled double-steel-plate concrete composite shear wall disclosed in this invention increases the strength of the thin-walled inner and outer steel plates by connecting the transverse and longitudinal stiffening ribs of the inner steel plate and the transverse and longitudinal stiffening ribs of the outer steel plate, preventing deformation of the steel plates during installation. It also ensures the structural stability of the concrete during the pouring process, improves the flatness of the thin-walled double steel plates, and meets the requirements for verticality and flatness of the wall after the thin-walled double-steel-plate concrete composite shear wall is formed. The inner reinforcing components are pre-connected on the inner steel plate, and the outer reinforcing components are pre-connected on the outer steel plate, reducing the deformation of the inner and outer steel plates forming the shear wall during welding, thus meeting the requirements for the construction of the thin-walled double-steel-plate concrete composite shear wall. The requirements for verticality and flatness of the wall structure are met; after the construction of the thin-walled double-steel plate concrete composite shear wall is completed, the inner and outer reinforcing components are removed and reused for the next thin-walled double-steel plate concrete composite shear wall fabrication and installation reinforcement, which is economical; fully utilizing the advantages of both concrete and steel plates, while meeting the load-bearing capacity, ductility, and seismic performance of the shear wall, the steel plate thickness is optimized, and thin-walled steel plates and channel steel are used to save on project costs; the on-site concrete pouring and formwork process for the shear wall is simplified, resulting in a higher building assembly rate; the inner and outer steel plates of the thin-walled double-steel plate concrete composite shear wall are uniformly manufactured in the factory, eliminating the need for manual formwork on-site, and the concrete is directly poured into the grouting cavity, realizing industrialized production and prefabricated construction, improving the building assembly rate and construction efficiency. Attached Figure Description

[0036] The present invention will be further described below with reference to the accompanying drawings and embodiments:

[0037] Figure 1 This is a schematic diagram of the cross-sectional structure of the present invention;

[0038] Figure 2 This is a schematic diagram of the longitudinal section structure of the present invention;

[0039] Figure 3 This is a schematic diagram of the structure of the external reinforcing component of the present invention connected to the outer wall of the outer steel plate;

[0040] Figure 4 This is a schematic diagram of the structure of the present invention near the floor decking;

[0041] Figure 5 For the present invention Figure 4 A schematic diagram of the structure at point A in the middle. Detailed Implementation

[0042] Figure 1 This is a schematic diagram of the cross-sectional structure of the present invention; Figure 2 This is a schematic diagram of the longitudinal section structure of the present invention; Figure 3This is a schematic diagram of the structure of the external reinforcing component of the present invention connected to the outer wall of the outer steel plate; Figure 4 This is a schematic diagram of the structure of the present invention near the floor decking; Figure 5 For the present invention Figure 4 A schematic diagram of the structure at point A; as shown in the figure, the horizontal direction is... Figure 3 The extension direction of the transverse stiffening ribs in the middle and outer steel plates, wherein the longitudinal direction is... Figure 3 The extension direction of the longitudinal stiffening ribs in the outer and middle layers of steel plates, where "inner" refers to... Figure 1 The direction along the thickness of the grouting cavity, closer to the center of the grouting cavity, is opposite to the direction of the outside and inside, and will not be repeated here; the construction method for the thin-walled double steel plate concrete composite shear wall in this embodiment includes the thin-walled double steel plate concrete composite shear wall, which includes an inner steel plate 1 and an outer steel plate 2, and a grouting cavity is formed between the inner steel plate 1 and the outer steel plate 2. Concrete 3 is poured into the grouting cavity to fix the inner steel plate 1 and the outer steel plate 2 together.

[0043] A reinforcing mesh is provided inside the grouting cavity. The reinforcing mesh consists of several groups arranged transversely within the grouting cavity. The reinforcing mesh is arranged inside the grouting cavity after the inner steel plate 1 is constructed and before the outer steel plate 2 is constructed. The reinforcing mesh includes several vertical reinforcing bars 20 and stirrups 21 that bind the several vertical reinforcing bars 20. The stirrups 21 consist of several longitudinally arranged bars.

[0044] The thin-walled double steel plate concrete composite shear wall also includes an inner strengthening component and an outer strengthening component. The inner strengthening component includes an inner steel plate transverse stiffening rib 4 and an inner steel plate longitudinal stiffening rib 5 arranged on the outer wall of the inner steel plate. The inner steel plate transverse stiffening rib 4 consists of at least two ribs respectively arranged at the top and bottom of the outer wall of the inner steel plate. The top and bottom ends of the inner steel plate longitudinal stiffening rib 5 are respectively connected to the two inner steel plate transverse stiffening ribs 4 arranged at the top and bottom of the outer wall of the inner steel plate. The inner steel plate longitudinal stiffening rib 5 consists of several ribs arranged at transverse intervals.

[0045] The external reinforcing assembly includes transverse stiffening ribs 6 and longitudinal stiffening ribs 7 arranged on the outer wall of the outer steel plate. The transverse stiffening ribs 6 are at least two arranged at the top and bottom of the outer wall of the outer steel plate, respectively. The top and bottom of the longitudinal stiffening ribs 7 are respectively connected to the two transverse stiffening ribs 6 arranged at the top and bottom of the outer wall of the outer steel plate. The longitudinal stiffening ribs 7 are several arranged at transverse intervals.

[0046] The interconnected inner steel plate transverse stiffening ribs 4 and inner steel plate longitudinal stiffening ribs 5, as well as the interconnected outer steel plate transverse stiffening ribs 6 and outer steel plate longitudinal stiffening ribs 7, correspondingly increase the strength of the thin-walled inner steel plate 1 and outer steel plate 2, preventing deformation of the steel plates during installation. At the same time, they can also ensure the structural stability of concrete 3 during the pouring process in the grouting cavity, improve the flatness of the thin-walled double steel plates, and meet the requirements for verticality and flatness of the wall after the construction and forming of the thin-walled double steel plate concrete composite shear wall.

[0047] The transverse stiffening ribs 4 and 6 of the inner steel plate are parallel to the transverse direction, and the longitudinal stiffening ribs 5 and 7 of the inner steel plate are parallel to the longitudinal direction; thus further improving the structural strength of the inner steel plate 1 and the outer steel plate 2.

[0048] The inner reinforcing components are pre-connected on the inner steel plate 1, and the outer reinforcing components are pre-connected on the outer steel plate 2. This reduces the deformation of the inner steel plate 1 and outer steel plate 2 forming the shear wall during welding, and meets the requirements for verticality and flatness of the wall after the thin-walled double-steel plate concrete composite shear wall is constructed. After the construction of the thin-walled double-steel plate concrete composite shear wall is completed, the inner and outer reinforcing components are removed by cutting and reused for the reinforcement of the next thin-walled double-steel plate concrete composite shear wall. This method is economical.

[0049] The inner steel plate transverse stiffener 4, outer steel plate transverse stiffener 6, inner steel plate longitudinal stiffener 5, and outer steel plate longitudinal stiffener 7 are all channel steel. By fully utilizing the advantages of both concrete 3 and steel plate, and while meeting the requirements for load-bearing capacity, ductility, and seismic performance of the shear wall, the thickness of the steel plate is optimized by using thin-walled steel plates and channel steel, thus saving on project costs.

[0050] The outer wall surfaces of the transverse stiffening rib 4 and the longitudinal stiffening rib 5 of the inner steel plate are located on the same support plane I, and the outer wall surfaces of the transverse stiffening rib 6 and the longitudinal stiffening rib 7 of the outer steel plate are located on the same support plane II; this improves construction efficiency and reduces the damage to the inner steel plate 1 and the outer steel plate 2 caused by the preload during the use of the tie rod assembly.

[0051] The thin-walled double steel plate concrete composite shear wall also includes a tie rod assembly, which includes an inner back rib 9, an inner locking nut 10, an outer back rib 11, an outer locking nut 12, and a tie rod 8.

[0052] The tie rod 8 passes through the inner steel plate 1 and the outer steel plate 2, and the tie rod 8 has an inner tie end 13 located outside the support plane I and an outer tie end 14 located outside the support plane II. At least two inner back ribs 9 limit the inner tie end 13 by clamping. An inner locking nut 10 is threaded to the inner tie end 13 of the tie rod 8 to press the two inner back ribs 9 against the support plane I. At least two outer back ribs 11 limit the outer tie end 14 by clamping. An outer locking nut 12 is threaded to the outer tie end 14 of the tie rod 8 to press the two outer back ribs 11 against the support plane II. On surface II; the reinforcement method of connecting the inner steel plate 1 and the outer steel plate 2 with tie rod assemblies can further strengthen the connection strength between the inner steel plate 1 and the outer steel plate 2, prevent the thin-walled double steel plates from bulging and deforming during the pouring of concrete 3, and ensure the verticality and flatness requirements of the shear wall after the concrete 3 is poured; by setting inner and outer reinforcing components on the corresponding outer sides of the inner steel plate 1 and the outer steel plate 2, and adopting the reinforcement measures of tie rod assemblies, the verticality and flatness of the thin-walled double steel plate concrete composite shear wall are ensured, and the tie rod assemblies, inner and outer reinforcing components can be recycled, which is economical.

[0053] It also includes the following construction steps:

[0054] S1. A prefabricated inner steel plate 1 with internal reinforcing components and a prefabricated outer steel plate 2 with external reinforcing components;

[0055] S2. Construction of inner steel plate 1, wherein the construction of inner steel plate 1 includes limiting inner steel plate 1 at a preset position I;

[0056] S3. Arrange a steel mesh inside the grouting cavity;

[0057] S4. Construction of outer steel plate 2, wherein the construction of outer steel plate 2 includes limiting outer steel plate 2 at a preset position II;

[0058] S5. Connect the inner steel plate 1 and the outer steel plate 2 using the tie rod assembly;

[0059] S6. Concrete 3 is poured into the grouting cavity formed between the inner steel plate 1 and the outer steel plate 2;

[0060] S7. After the concrete 3 poured into the grouting cavity has solidified, remove the tie rod assembly, inner reinforcing assembly and outer reinforcing assembly.

[0061] The structure and construction method of this scheme can simplify the on-site formwork process for pouring concrete 3 for shear walls, resulting in a higher building assembly rate. The inner steel plate 1 and outer steel plate 2 of the thin-walled double steel plate concrete composite shear wall are uniformly manufactured in the factory, eliminating the need for manual formwork on site. Concrete 3 is directly poured into the grouting cavity, realizing industrialized production and assembly construction, improving the building assembly rate and increasing construction efficiency.

[0062] In this embodiment, the height of the injection cavity is increased by stacking the inner steel plate 1 and the outer steel plate 2; the outer steel plate 2 is arranged on the side of the injection cavity close to the floor deck 22 of the construction building, and the inner steel plate 1 is arranged on the side of the injection cavity away from the floor deck 22 of the construction building.

[0063] The end of the floor deck 22 near the outer steel plate 2 is pre-embedded in the grouting cavity and subsequently filled with concrete 3, enhancing the structural stability. This pre-embedding of the end of the floor deck 22 near the outer steel plate 2 prevents the connection of the outer steel plate 2 in the height direction from being blocked by the floor deck 22. The upper and lower levels of the outer steel plate 2, blocked by the floor deck 22, are respectively fixed to the floor deck 22. The upper level outer steel plate 2 is the one installed first at the bottom of the floor deck 22, and the lower level outer steel plate 2 is the one installed at the top of the floor deck 22. The outer steel plate 2, which is constructed later, will not be described in detail here. The height of the outer steel plate 2 is consistent with the spacing between adjacent floor deck 22, or the height of multiple outer steel plates 2 after being stacked and connected is consistent with the spacing between adjacent floor deck 22. This eliminates the need for secondary cutting or heightening of the outer steel plate 2 that is fixedly connected to the floor deck 22, thus improving construction efficiency. The floor deck 22 has a pre-embedded steel plate 23 for fixed connection with the outer steel plate 2. The pre-embedded steel plate 23 is fixedly connected to the outer steel plate 2 by welding. The use of the pre-embedded steel plate 23 can improve the continuity and reliability of the connection of multiple outer steel plates 2.

[0064] In this embodiment, the inner steel plates 1 are continuously connected in the height direction, and a connecting seam 24 is reserved between the progressively fixed inner steel plates 1. The connecting seam 24 near the floor deck 22 is at least 200mm higher than the floor level. The height of the inner steel plates 1 is at least 200mm higher than the distance between adjacent floor decks 22, or the height of multiple inner steel plates 1 stacked together is at least 200mm higher than the distance between adjacent floor decks 22. This ensures that the continuously connected inner steel plates 1 can meet the requirement that the connecting seam 24 is higher than the floor level during construction, while also allowing the connecting seam 24 between the inner steel plates 1 and the floor deck 22 to be misaligned in the height direction, improving the stability of the inner steel plates 1 and outer steel plates 2 during concrete pouring. In this solution, the connecting seam 24 near the floor deck 22 is 200mm higher than the floor level. Adjacent inner steel plates 1 in the height direction are fixed by a connecting assembly, which includes a positioning plate 25 and a pad 26. The positioning plate 25 is located within the pouring cavity, forming a support for the adjacent inner steel plates 1 in the width direction. The positioning plate 25 can be positioned at the top or bottom edge of the inner steel plate 1 in the height direction, and can also be positioned at the edge or center of the inner steel plate 1 in the width direction. The positioning plate 25 can be pre-formed on the inner steel plate 1 or arranged subsequently to position adjacent inner steel plates 1. The positioning plate 25 also controls the height of the connection joint 24 and ensures the flatness of the two overlapping inner steel plates 1, which will not be elaborated further here. The pad 26 is located in the grouting cavity to seal the connection joint 24. The positioning plate 25 and the pad 26 are arranged in the grouting cavity and are poured with post-cast concrete together with the floor deck 22, which can improve the stability of the structure and the reliability of connecting adjacent inner steel plates 1.

[0065] In this embodiment, the positioning plate 25 and the pad 26 are prefabricated at the bottom end of the inner steel plate 1. The height of the connecting seam 24 between adjacent inner steel plates 1 in the height direction is at least 10mm. This solution improves welding reliability by ensuring the continuity of the connection between adjacent inner steel plates 1 and meeting the flatness requirements of the stacked inner steel plates 1. The height of the connecting seam 24 is determined by welding the positioning plate 25 of the next-level inner steel plate 1 to the top of the previous-level inner steel plate 1. The previous-level inner steel plate 1 is the inner steel plate 1 constructed earlier. The first-level inner steel plate 1 is the inner steel plate 1 constructed later, which will not be described in detail here. After the height of the connecting seam 24 between adjacent inner steel plates 1 in the height direction is determined by the positioning plate 25, the adjacent inner steel plates 1 are welded and fixed on the outside of the connecting seam 24. That is, during construction, the adjacent inner steel plates 1 are pre-connected by the positioning plate 25, leaving a 10mm connecting seam 24 between the adjacent inner steel plates 1. Then, the adjacent inner steel plates 1 are welded and fixed on the outside of the connecting seam 24 to ensure the reliability of the connection between the adjacent inner steel plates 1, and at the same time to ensure the flatness requirements of the two overlapping inner steel plates 1.

[0066] like Figure 2 As shown, the inner steel plate 1 and the outer steel plate 2 located on the first floor are fixed to the top surface of the steel plates pre-embedded in the same foundation by welding. The inner steel plate 1 and the outer steel plate 2 constructed in subsequent stages are connected at corresponding locations to form a grouting cavity of a preset height. Of course, the steel plates pre-embedded in the foundation may also have connecting ends that extend out of the foundation for the inner steel plate 1 and the outer steel plate 2 located on the first floor to be connected, thereby improving the structural strength and connection convenience of the connection. This will not be elaborated further here.

[0067] In this embodiment, the tie rod assembly further includes an inner washer 15 and an outer washer 16. The inner washer 15 is positioned between the inner locking nut 10 and the inner back rib 9, and the outer washer 16 is positioned between the outer locking nut 12 and the outer back rib 11. The use of the inner washer 15 and the outer washer 16 can reduce the point stress pressure on the corresponding inner back rib 9 and outer back rib 11 during the use of the tie rod assembly, thereby increasing the service life of the tie rod assembly and facilitating reuse.

[0068] In this embodiment, the tie rod assembly further includes a guide tube 17 pre-embedded in the grouting cavity for guiding the tie rod 8. The guide tube 17 is pre-embedded in the grouting cavity after the completion of step S3. The tie rod 8 passes through the guide tube 17 to connect the inner steel plate 1 and the outer steel plate 2. Before the tie rod 8 is installed on site, the guide tube 17 is installed in the holes reserved at corresponding positions on the inner steel plate 1 and the outer steel plate 2, so that the guide tube 17 is limited between the inner steel plate 1 and the outer steel plate 2, which facilitates the removal of the tie rod 8 after the concrete 3 has reached the required strength.

[0069] In this embodiment, a stud I18 is fixed to the inner side of the inner steel plate 1. The stud I18 is fixed to the inner steel plate 1 after the inner steel plate 1 is prefabricated. A stud II19 is fixed to the inner side of the outer steel plate 2. The stud II19 is fixed to the outer steel plate 2 after the outer steel plate 2 is prefabricated. There are several studs I18 and several studs II19. Studs I18 are pre-fixed to the inner steel plate 1 before installation, and studs II19 are pre-fixed to the outer steel plate 2 before installation. Compared with welding studs I18 and studs II19 after the inner steel plate 1 and outer steel plate 2 are installed, the deformation of the inner steel plate 1 and outer steel plate 2 forming the shear wall during the welding process can be reduced, ensuring the flatness of the shear wall steel plate after large-area stud welding. The use of studs I18 and studs II19 can improve the reliability of the concrete 3 in the grouting cavity to consolidate the inner steel plate 1 and outer steel plate 2, and can also improve the structural strength and shear strength of the wall.

[0070] In this embodiment, the studs I 18, studs II 19, tie rods 8 and stirrups 21 are parallel to each other, further improving the structural strength of the wall; the stirrups 21 are arranged in the grouting cavity after binding several vertical steel bars 20, improving construction efficiency.

[0071] Finally, it should be noted that the above embodiments are only used to illustrate the technical solutions of the present invention and are not intended to limit it. Although the present invention has been described in detail with reference to preferred embodiments, those skilled in the art should understand that modifications or equivalent substitutions can be made to the technical solutions of the present invention without departing from the spirit and scope of the technical solutions of the present invention, and all such modifications or substitutions should be covered within the scope of the claims of the present invention.

Claims

1. A construction method for thin-walled double-steel-plate concrete composite shear walls, characterized in that: The invention includes a thin-walled double-steel-plate concrete composite shear wall, which comprises an inner steel plate and an outer steel plate, with a grouting cavity formed between the inner and outer steel plates, and concrete is poured into the grouting cavity to fix the inner and outer steel plates together. The injection cavity is provided with a steel mesh, which consists of several groups arranged transversely along the injection cavity. The thin-walled double steel plate concrete composite shear wall also includes internal reinforcement components and external reinforcement components; The inner reinforcing assembly includes transverse stiffening ribs and longitudinal stiffening ribs of the inner steel plate arranged on the outer wall of the inner steel plate. The transverse stiffening ribs of the inner steel plate are at least two ribs respectively arranged at the top and bottom of the outer wall of the inner steel plate. The top and bottom ends of the longitudinal stiffening ribs of the inner steel plate are respectively connected to the two transverse stiffening ribs arranged at the top and bottom of the outer wall of the inner steel plate. The longitudinal stiffening ribs of the inner steel plate are a plurality of ribs arranged at transverse intervals. The external reinforcing assembly includes transverse stiffening ribs and longitudinal stiffening ribs of the outer steel plate arranged on the outer wall of the outer steel plate. The transverse stiffening ribs of the outer steel plate are at least two ribs respectively arranged at the top and bottom of the outer wall of the outer steel plate. The top and bottom ends of the longitudinal stiffening ribs of the outer steel plate are respectively connected to the two transverse stiffening ribs arranged at the top and bottom of the outer wall of the outer steel plate. The longitudinal stiffening ribs of the outer steel plate are several ribs arranged at transverse intervals. The outer wall surfaces of the transverse stiffening ribs of the inner steel plate and the longitudinal stiffening ribs of the inner steel plate are located on the same support plane I, and the outer wall surfaces of the transverse stiffening ribs of the outer steel plate and the longitudinal stiffening ribs of the outer steel plate are located on the same support plane II. The thin-walled double steel plate concrete composite shear wall also includes a tie rod assembly, which includes an inner back rib, an inner locking nut, an outer back rib, an outer locking nut, and a tie rod. The tie rod passes through the inner steel plate and the outer steel plate, and the tie rod has an inner tie end located outside the support plane I and an outer tie end located outside the support plane II. At least two inner back ribs limit the inner tie end in a clamping manner. An inner locking nut is threaded to the inner tie end of the tie rod to press the two inner back ribs against the support plane I. At least two outer back ribs limit the outer tie end in a clamping manner. An outer locking nut is threaded to the outer tie end of the tie rod to press the two outer back ribs against the support plane II. It also includes the following construction steps: S1. Prefabricated inner steel plate with internal reinforcing components and prefabricated outer steel plate with external reinforcing components; S2. Inner steel plate construction, wherein the inner steel plate construction includes limiting the inner steel plate at a preset position I; S3. Arrange a steel mesh inside the grouting cavity; S4. Construction of the outer steel plate, wherein the construction of the outer steel plate includes limiting the outer steel plate at a preset position II; S5. Connect the inner steel plate and the outer steel plate using a tie rod assembly; S6. Pour concrete into the grouting cavity formed between the inner and outer steel plates; S7. After the concrete poured into the grouting cavity has solidified, remove the tie rod assembly, inner reinforcing assembly, and outer reinforcing assembly; The height of the injection cavity is increased by stacking the inner steel plate and the outer steel plate; the outer steel plate is arranged on the side of the injection cavity closer to the floor deck of the construction building, and the inner steel plate is arranged on the side of the injection cavity away from the floor deck of the construction building. The end of the floor deck near the outer steel plate is pre-embedded in the grouting cavity so that the connection of the outer steel plate in the height direction is blocked by the floor deck. The upper and lower level outer steel plates blocked by the floor deck are respectively fixed to the floor deck. The connection of the inner steel plates in the height direction is continuous, and the connection joints between the inner steel plates that are fixed in stages are reserved. The connection joints near the floor deck are at least 200mm higher than the floor level. The floor deck has a pre-embedded steel plate for fixed connection with the outer steel plate. The adjacent inner steel plates are fixed in the height direction by a connecting assembly, which includes a positioning plate and a pad. The positioning plate is located in the injection cavity to limit the width of the adjacent inner steel plates, and the pad is located in the injection cavity to seal the connection seam. The pull screw assembly also includes an inner washer and an outer washer, the inner washer being positioned between an inner locking nut and an inner back rib, and the outer washer being positioned between an outer locking nut and an outer back rib.

2. The construction method for thin-walled double-steel-plate concrete composite shear walls according to claim 1, characterized in that: The positioning plate and pad are prefabricated at the bottom of the inner steel plate, and the height of the connecting seam between adjacent inner steel plates in the height direction is at least 10mm. The height of the connecting seam is determined by welding the positioning plate of the lower inner layer steel plate to the top of the upper inner layer steel plate. After the height of the connecting seam between adjacent inner layers steel plates is determined by the positioning plate, the adjacent inner layers steel plates are welded and fixed on the outside of the connecting seam.

3. The construction method for thin-walled double-steel-plate concrete composite shear walls according to claim 1, characterized in that: The tie rod assembly also includes a guide tube embedded in the grouting cavity for guiding the tie rod. The guide tube is embedded in the grouting cavity after the construction in step S3 is completed. The tie rod passes through the guide tube to connect the inner steel plate and the outer steel plate.

4. The construction method for thin-walled double-steel-plate concrete composite shear walls according to claim 1, characterized in that: The inner steel plate is fixed with stud I on its inner side. Stud I is fixed to the inner steel plate after the inner steel plate is prefabricated. The outer steel plate is fixed with stud II on its inner side. Stud II is fixed to the outer steel plate after the outer steel plate is prefabricated.

5. The construction method for thin-walled double-steel-plate concrete composite shear walls according to claim 1, characterized in that: The steel mesh includes several vertical steel bars and stirrups that bind the several vertical steel bars together. The stirrups are several bars arranged longitudinally.

6. The construction method for thin-walled double-steel-plate concrete composite shear walls according to claim 5, characterized in that: The stirrups are arranged inside the grouting cavity after several vertical steel bars are tied together.

7. The construction method for thin-walled double-steel-plate concrete composite shear walls according to claim 1, characterized in that: The transverse stiffening ribs of the inner steel plate and the transverse stiffening ribs of the outer steel plate are both parallel to the transverse direction, and the longitudinal stiffening ribs of the inner steel plate and the longitudinal stiffening ribs of the outer steel plate are both parallel to the longitudinal direction.

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