Modularized double-sided laminated shear wall structure system and construction method

Abstract

The invention discloses a modular double-sided laminated shear wall structure system and a construction method, and relates to the technical field of constructional engineering.The structural characteristics of a double-sided laminated shear wall are utilized, an inner shear wall connected between adjacent concrete modules is split into two page plates, the two page plates serve as prefabricated side walls of the adjacent concrete modules correspondingly, and meanwhile, the two page plates serve as prefabricated side walls of the adjacent concrete modules correspondingly; a single-face superposed beam is split into a connecting beam side formwork and a connecting beam single-side prefabricated slab, gable walls of end modules are prefabricated and assembled according to a fully-prefabricated shear wall structure, the two ends of the fully-prefabricated shear wall are connected in a centralized mode in a vertical steel bar staggered anchoring connection mode, and adjacent concrete modules can be connected only by pouring concrete in site construction. Meanwhile, the prefabricated side wall of the concrete module serves as an inner shear wall page plate to jointly participate in structural stress, the structural force transmission mechanism is clear, the situation that the usable space of a building is reduced due to a traditional thin shell plate can be avoided, and the overall performance of the building is improved.

Description

Technical Field

[0001] The present invention relates to the technical field of construction engineering, and particularly relates to a modular shear wall. Background Art

[0002] Modular buildings are divided into different three-dimensional module units according to different room usage functions. After various module units are prefabricated in a factory, the module units are transported to the site for module hoisting and connection, and finally the entire building structure is formed. The existing shear wall type modular building uses a thin shell plate as the formwork of the module. The formwork is only used as a casting formwork and does not participate in the structural force, resulting in an increase in the wall thickness, a reduction in the usable space of the building, and a large amount of on-site steel bar binding and in-situ pouring work.

[0003] Chinese Patent Application with Publication No. CN 118601134 A discloses a concrete composite wall modular building system. The edge member in the precast integrated exterior wall adopted by this construction system is provided with perfusion holes, and large-diameter steel bars are used in the holes to achieve the vertical connection of the upper and lower precast integrated exterior walls. The connecting steel bars at the end of the precast integrated exterior wall are connected with the horizontal grooves of the double-sided composite shear wall. The double-sided composite shear wall and the precast integrated exterior wall can carry the exterior finish, and the precast integrated thin partition wall can effectively reduce the partition wall thickness.

[0004] However, the existing modular building system has a complex structure, and the connection efficiency and overall strength performance between concrete modules are poor.

[0005] Therefore, how to effectively reduce the on-site construction workload of the modular building system, improve the construction efficiency, and improve the overall performance and usable space of the concrete module building has become an urgent problem to be solved in this field. Summary of the Invention

[0006] Aiming at the defects of the prior art, the purpose of the present invention is to provide a modular double-sided composite shear wall structure system and a construction method with high construction efficiency and high overall building performance, and capable of increasing the usable space.

[0007] To achieve the above purpose, the modular double-sided composite shear wall structure system provided by the present invention includes a modular shear wall, and the modular shear wall includes a middle module and an end module distributed adjacent to each other.

[0008] The precast side wall of the middle module is composed of a first side plate of a T-shaped shear wall, a side form of a continuous beam, and a first side plate of a straight shear wall.

[0009] The inner precast side wall where the end module cooperates with the middle module is composed of the second side plate of the T-shaped shear wall, the single-sided precast slab of the coupling beam, and the second side plate of the straight-shaped shear wall. The first side plate of the T-shaped shear wall and the second side plate of the T-shaped shear wall are connected and matched to form a T-shaped shear wall. The side form of the coupling beam and the single-sided precast slab of the coupling beam are connected and matched to form a single-sided composite beam. The first side plate of the straight-shaped shear wall and the second side plate of the straight-shaped shear wall are connected and matched to form a straight-shaped shear wall.

[0010] The outer precast side wall of the end module includes a fully precast shear wall. Vertical steel bars extend from both ends of the fully precast shear wall. The end modules in adjacent two-layer module shear walls are connected by staggering and anchoring the vertical steel bars at both ends of the fully precast shear wall.

[0011] Furthermore, double-sided composite coupling beams are respectively arranged at both ends of the middle module and the end module. Precast roof layers are respectively arranged at the tops of the middle module and the end module, and bottom plates are respectively arranged at the bottoms.

[0012] Furthermore, a cast-in-place roof layer is arranged on the top of the precast roof layer. Module horizontal connecting steel bars are distributed in the cast-in-place roof layer. The module horizontal connecting steel bars are arranged perpendicular to the joints of the end module and the middle module along the length direction. A mortar bedding belt is arranged at the bottom of the bottom plate.

[0013] Furthermore, an end coupling beam connection area is formed between one end of the single-sided precast slab of the coupling beam and the precast roof layer of the end module. The other end is connected to the partition wall through a ring beam and an end ring beam connection area is formed between it and the ring beam. Single-sided precast slab connecting steel bars and coupling beam stirrups are arranged in the single-sided precast slab of the coupling beam. The single-sided precast slab connecting steel bars are configured as Z-shaped connecting steel bars and are respectively anchored into the end coupling beam connection area and the end ring beam connection area at both ends. The coupling beam stirrups are configured as top-opening stirrups and extend to the outside of the single-sided precast slab of the coupling beam to cooperate with the side form of the coupling beam of the middle module.

[0014] Furthermore, the side form of the coupling beam is adapted to the single-sided precast slab of the coupling beam. A middle coupling beam connection area is formed between one end of the side form of the coupling beam and the precast roof layer of the middle module. The other end is connected to the partition wall through a ring beam and a middle ring beam connection area is formed between it and the ring beam.

[0015] Furthermore, end restraint member areas, non-edge member areas, and T-shaped restraint member areas are formed along the length direction of the T-shaped shear wall. A T-shaped cast-in-place area is formed between the first side plate of the T-shaped shear wall and the second side plate of the T-shaped shear wall. The T-shaped restraint member areas of the first side plate of the T-shaped shear wall and the second side plate of the T-shaped shear wall are connected by T-shaped member connecting stirrups and post-tied longitudinal bars of the T-shaped member.

[0016] Further, the first side panel of the T-shaped shear wall is distributed in an L shape, including the first side longitudinal bars of the T-shaped restraint member in the corresponding T-shaped restraint member area and the stirrups in the wall limb direction of the first side T-shaped member, the first side vertical distributed steel bars, the first side horizontal distributed steel bars, and the first side truss steel bars in the corresponding non-edge member area. One end of the first side horizontal distributed steel bar extends to the end restraint member area and bends towards the T-shaped cast-in-place area, and the other end extends to the T-shaped restraint member area and bends away from the T-shaped cast-in-place area.

[0017] Further, the second side panel of the T-shaped shear wall is distributed in an L shape symmetrical to the first side panel of the T-shaped shear wall, including the second side longitudinal bars of the T-shaped restraint member, the stirrups in the wall limb direction of the second side T-shaped member, and the stirrups in the wall body direction of the T-shaped member in the corresponding T-shaped restraint member area, the second side vertical distributed steel bars, the second side horizontal distributed steel bars, and the second side truss steel bars in the corresponding non-edge member area, and the longitudinal bars of the end edge member and the stirrups of the end edge member in the corresponding end restraint member area.

[0018] Further, the second side panel of the T-shaped shear wall is configured with equal-thickness panels, and the first side panel of the T-shaped shear wall is configured with unequal-thickness panels. Moreover, the panel thicknesses of the first side panel of the T-shaped shear wall corresponding to the end restraint member area and the T-shaped restraint member area are respectively adapted to the stirrups of the end edge member and the stirrups in the wall body direction of the T-shaped member in the second side panel of the T-shaped shear wall.

[0019] To achieve the above object, a construction method for the modular double-sided composite shear wall structure system provided by the present invention is based on the modular double-sided composite shear wall structure system described in the claims. The construction method includes:

[0020] Prefabricate the end modules and middle modules and transport them to the construction site.

[0021] Install the adjacent two-layer module shear walls. Align and erect the upper middle module and the lower middle module to form the adjacent two-layer middle module components. At the same time, align and erect the upper end module and the lower end module. Moreover, the vertical steel bars at both ends of the fully prefabricated shear wall corresponding to the upper end module and the lower end module are stagger-anchored to form the adjacent two-layer end module components.

[0022] Install the adjacent middle modules and end modules distributed in each layer of the module shear wall. Install the T-shaped member connecting stirrups and tie the longitudinal bars after installing the T-shaped members in the T-shaped restraint member areas of the first side panel and the second side panel of the T-shaped shear wall, and install the module horizontal connecting steel bars in the cast-in-place layer of the roof slab.

[0023] For cast-in-place concrete, concrete is poured into the vertical joints between adjacent two-layer modular shear walls and the horizontal joints between adjacent middle modules and end modules in each layer of block shear walls respectively to connect adjacent two-layer modular shear walls, and T-shaped shear walls, single-sided composite beams and straight shear walls are respectively formed in each layer of modular shear walls.

[0024] The modular double-sided composite shear wall structure system and construction method provided by the present invention utilize the structural characteristics of the double-sided composite shear wall, split the inner shear wall connecting adjacent concrete modules into two page plates, and respectively use them as the precast side walls of adjacent concrete modules. At the same time, the single-sided composite beam is split into a coupling beam side formwork and a single-sided precast slab of the coupling beam. The gable walls of the end modules are precast and assembled according to the fully precast shear wall structure. The two ends of the fully precast shear wall are centrally connected by the method of vertical steel bar staggered anchoring connection. Only concrete pouring is required for on-site construction to connect adjacent concrete modules, reducing the on-site steel bar binding workload and improving the construction efficiency.

[0025] Furthermore, the inner shear wall connecting adjacent concrete modules is split into two page plates and respectively used as the precast side walls of adjacent concrete modules, so that the precast side walls of the concrete modules jointly participate in the structural force, the structural force transmission mechanism is clear, the reduction of the usable space of the building caused by the traditional thin shell slab can be avoided, and the overall performance of the building can be improved. BRIEF DESCRIPTION OF THE DRAWINGS

[0026] The present invention will be further described below in conjunction with the drawings and specific embodiments.

[0027] Figure 1 It is the overall structural schematic diagram of the modular double-sided composite shear wall structure system provided by the present invention;

[0028] Figure 2 It is the structural schematic diagram of the middle module in the present invention;

[0029] Figure 3 It is the structural schematic diagram of the end module in the present invention;

[0030] Figure 4 It is the plan schematic diagram of the modular double-sided composite shear wall structure system in the present invention;

[0031] Figure 5 It is the overall structural schematic diagram of the T-shaped shear wall in the present invention;

[0032] Figure 6 It is the structural schematic diagram of the first side page plate of the T-shaped shear wall in the present invention;

[0033] Figure 7 It is the structural schematic diagram of the second side page plate of the T-shaped shear wall in the present invention;

[0034] Figure 8Schematic diagram of the single-sided precast slab of the coupling beam in the present invention;

[0035] Figure 9 Schematic diagram of the side formwork of the coupling beam in the present invention;

[0036] Figure 10 and Figure 11 Schematic diagram of the connection of adjacent two-layer modular shear walls in the present invention;

[0037] Figure 12 and Figure 13 Schematic diagram of the fully precast shear wall in the present invention.

[0038] Reference numerals:

[0039] 1. Modular shear wall; 11. Middle module; 12. End module;

[0040] 2. T-shaped shear wall; 21. First side plate of the T-shaped shear wall; 211. Longitudinal bars of the first-side T-shaped restraint member; 212. Stirrups in the wall limb direction of the first-side T-shaped member; 213. First-side vertical distribution bars; 214. First-side horizontal distribution bars; 215. First-side truss bars;

[0041] 22. Second side plate of the T-shaped shear wall; 221. Longitudinal bars of the second-side T-shaped restraint member; 222. Stirrups in the wall limb direction of the second-side T-shaped member; 223. Stirrups in the wall body direction of the T-shaped member; 224. Second-side vertical distribution bars; 225. Second-side horizontal distribution bars; 226. Second-side truss bars; 227. Longitudinal bars of the end edge member; 228. Stirrups of the end edge member; 261. Connecting stirrups of the T-shaped member; 262. Post-tied longitudinal bars of the T-shaped member;

[0042] 23. T-shaped cast-in-place area; 24. End restraint member area; 25. Non-edge member area; 26. T-shaped restraint member area;

[0043] 3. Single-sided composite beam; 31. Side formwork of the coupling beam; 311. Middle connection area of the coupling beam; 312. Middle connection area of the ring beam; 32. Single-sided precast slab of the coupling beam; 321. End connection area of the coupling beam; 322. End connection area of the ring beam; 323. Connecting bars of the single-sided precast slab; 324. Stirrups of the coupling beam; 325. Longitudinal bars of the coupling beam;

[0044] 4. One-shaped shear wall; 41. First side plate of the one-shaped shear wall; 42. Second side plate of the one-shaped shear wall;

[0045] 5. Fully precast shear wall; 51. Edge connection area of the fully precast shear wall; 511. Vertical bars; 52. Staggered connection post-cast area;

[0046] 6. Partition wall; 61. Infilled wall; 62. Ring beam; 621. Stirrups of the ring beam;

[0047] 7. Double-sided laminated coupling beam; 8. Opening; 9. Prefabricated layer of roof slab; 91. Cast-in-place layer of roof slab; 92. Truss reinforcement of roof slab; 93. Horizontal connecting reinforcement of module; 94. Bedding strip; 10. Bottom slab. Detailed implementation manners

[0048] In order to make the technical means, creative features, achieved purposes and functions of the present invention easy to understand, the present invention will be further described below with reference to specific drawings.

[0049] See Figures 1 to 4 , which shows an example of the modular double-sided laminated shear wall structure system provided by the present invention.

[0050] As can be seen from the figure, the modular double-sided laminated shear wall structure system of this example includes a module shear wall 1, and the module shear wall 1 includes a middle module 11 and an end module 12 that are adjacent to each other.

[0051] The precast side wall of the middle module 11 is composed of a first side plate 21 of a T-shaped shear wall, a side form 31 of a coupling beam and a first side plate 41 of a straight-shaped shear wall. The inner precast side wall of the end module 12 that cooperates with the middle module 11 is composed of a second side plate 22 of a T-shaped shear wall, a single-sided precast plate 32 of a coupling beam and a second side plate 42 of a straight-shaped shear wall. Moreover, the first side plate 21 of the T-shaped shear wall is connected and cooperated with the second side plate 22 of the T-shaped shear wall to form a T-shaped shear wall 2. The side form 31 of the coupling beam and the single-sided precast plate 32 of the coupling beam are connected and cooperated to form a single-sided laminated beam 3. The first side plate 41 of the straight-shaped shear wall and the second side plate 42 of the straight-shaped shear wall are connected and cooperated to form a straight-shaped shear wall 4. In this way, by using the structural characteristics of the double-sided laminated shear wall, the inner shear wall connecting the adjacent middle module 11 and end module 12 is split into two side plates, and they are respectively used as the precast side walls of the middle module 11 and the end module 12, so that the precast side walls of the middle module 11 and the end module 12 can jointly participate in the structural force, the structural force transmission mechanism is clear, the reduction of the usable space of the building caused by the traditional thin shell plate can be avoided, and the overall performance of the building can be improved.

[0052] Furthermore, the outer precast side wall of the end module 12 includes a fully precast shear wall 5. Vertical steel bars 511 extend from both ends of the fully precast shear wall 5. The end modules 12 in two adjacent layers of the module shear wall 1 are connected by staggered anchoring of the vertical steel bars 511 at both ends of the fully precast shear wall 5.

[0053] Thus, during on-site construction, only concrete needs to be poured to connect the adjacent middle module 11 and end module 12, as well as two adjacent layers of the module shear wall 1, reducing the amount of on-site steel bar binding work and improving the construction efficiency.

[0054] Among them, each layer of the modular shear wall 1 is composed of a number of middle modules 11 and end modules 12 distributed at both ends of the middle module 11.

[0055] Combined with Figure 2 and Figure 4 , the precast side wall of the middle module 11 is composed of the first side plate 21 of the T-shaped shear wall, the side formwork 31 of the continuous beam, and the first side plate 41 of the straight-shaped shear wall. Specifically, the first side plate 21 of the T-shaped shear wall and the first side plate 41 of the straight-shaped shear wall are respectively arranged at both ends of the precast side wall, the side formwork 31 of the continuous beam is arranged between the first side plate 21 of the T-shaped shear wall and the first side plate 41 of the straight-shaped shear wall, and a partition wall 6 is provided below the side formwork 31 of the continuous beam.

[0056] Furthermore, the precast end wall at one end of the middle module 11 is composed of a double-sided composite continuous beam 7, and an opening 8 is formed below the double-sided composite continuous beam 7. The precast end wall at the other end of the middle module 11 is composed of a straight-shaped shear wall 4, and an opening 8 is formed on one side of the precast end wall.

[0057] In addition, a precast layer 9 of the top plate is provided at the top of the middle module 11, and a bottom plate 10 is provided at the bottom.

[0058] The middle module 11 thus formed can be quickly connected to the adjacent end module 12 through the first side plate 21 of the T-shaped shear wall, the side formwork 31 of the continuous beam, and the first side plate 41 of the straight-shaped shear wall.

[0059] Combined with Figure 3 and Figure 4 , correspondingly, the inner precast side wall of the end module 12 cooperating with the middle module 11 is composed of the second side plate 22 of the T-shaped shear wall, the single-sided precast plate 32 of the continuous beam, and the second side plate 42 of the straight-shaped shear wall. Specifically, the second side plate 22 of the T-shaped shear wall and the second side plate 42 of the straight-shaped shear wall are respectively arranged at both ends of the inner precast side wall, the single-sided precast plate 32 of the continuous beam is arranged between the second side plate 22 of the T-shaped shear wall and the second side plate 42 of the straight-shaped shear wall, and a partition wall 6 is provided below the single-sided precast plate 32 of the continuous beam.

[0060] In this way, the second side plate 22 of the T-shaped shear wall, the single-sided precast plate 32 of the continuous beam, and the second side plate 42 of the straight-shaped shear wall of the inner precast side wall of the end module 12 respectively correspond to the first side plate 21 of the T-shaped shear wall, the side formwork 31 of the continuous beam, and the first side plate 41 of the straight-shaped shear wall of the middle module 11, and can be connected and cooperated with each other to respectively form a T-shaped shear wall 2, a single-sided composite beam 3, and a straight-shaped shear wall 4, improving the construction efficiency. At the same time, the precast side walls of the end module 12 and the middle module 11 can participate in the force, increasing the usable space of the building.

[0061] Combined with Figure 3 and Figure 4Further, the precast side walls on the outer side of the end module 12 are composed of full precast shear walls 5 and infill exterior walls 61. The full precast shear walls 5 are distributed at both ends of the outer precast side walls and extend towards both ends of the end module 12, forming full precast shear wall edge connection zones 51 at both ends of the end module 12. At the same time, openings 8 are reserved at both ends of the end module 12.

[0062] At the same time, vertical steel bars 511 extending beyond the ends of the full precast shear wall edge connection zones 51 are preset at both ends of the full precast shear wall edge connection zones 51, and the vertical steel bars 511 at both ends of the full precast shear wall edge connection zones 51 are distributed in a staggered manner.

[0063] In this way, the end modules 12 of the adjacent two-layer modular shear walls 1 can be connected by the vertical steel bars 511 preset and extending out of the full precast shear wall edge connection zones 51 in a staggered manner for anchoring. Pouring concrete at the joints of the full precast shear wall edge connection zones 51 of the adjacent two layers can connect the adjacent two-layer modular shear walls 1, so as to reduce the amount of on-site steel bar binding work and improve the construction efficiency and the overall connection performance.

[0064] Correspondingly, a top plate precast layer 9 is provided at the top of the end module 12, and a bottom plate 10 is provided at the bottom.

[0065] The end module 12 thus formed can be quickly connected to the adjacent middle module 11 through the second side plate 22 of the T-shaped shear wall, the single-sided precast slab 32 of the coupling beam, and the second side plate 42 of the straight-shaped shear wall. At the same time, it can be quickly connected to the adjacent two-layer end modules 12 through the full precast shear wall 5, so as to improve the construction efficiency and ensure the overall performance of the module.

[0066] To illustrate the solution of the present invention, the horizontal connection structure of the modular shear wall 1 will be specifically described below, that is, the connection structure between the adjacent middle module 11 and the end module 12.

[0067] As can be seen from the above, the second side plate 22 of the T-shaped shear wall on the inner side of the end module 12 is correspondingly distributed with the first side plate 21 of the T-shaped shear wall of the middle module 11, and they are connected and matched to form the T-shaped shear wall 2.

[0068] Combined with Figure 5 , specifically, after the middle module 11 and the end module 12 are aligned and spliced, a T-shaped cast-in-place area 23 is formed between the first side plate 21 of the T-shaped shear wall and the second side plate 22 of the T-shaped shear wall. Pouring concrete in the T-shaped cast-in-place area 23 can firmly connect the first side plate 21 of the T-shaped shear wall and the second side plate 22 of the T-shaped shear wall to form the T-shaped shear wall 2, and make the T-shaped shear wall 2 form an end restraint member area 24, a non-edge member area 25, and a T-shaped restraint member area 26 along the joint length direction of the middle module 11 and the end module 12.

[0069] Combined with Figure 6, Further, the first side plate 21 of the T-shaped shear wall is distributed in an L shape. To ensure the strength of the T-shaped shear wall 2 and the overall connection performance between the middle module 11 and the end module 12, connecting steel bars are respectively provided in the end restraint member area 24, the non-edge member area 25, and the T-shaped restraint member area 26 of the T-shaped shear wall 2 corresponding to the first side plate 21 of the T-shaped shear wall.

[0070] Specifically, the first side plate 21 of the T-shaped shear wall is provided with the first side T-shaped restraint member longitudinal bars 211 and the first side T-shaped member wall-direction stirrups 212 in the corresponding T-shaped restraint member area 26. The first side T-shaped restraint member longitudinal bars 211 are built into the first side plate 21 of the T-shaped shear wall, and the first side T-shaped member wall-direction stirrups 212 are tied to the first side T-shaped restraint member longitudinal bars 211 and extend towards the outside of the T-shaped restraint member area 26.

[0071] Further, the first side plate 21 of the T-shaped shear wall further includes the first side vertical distribution steel bars 213, the first side horizontal distribution steel bars 214, and the first side truss steel bars 215 distributed in the corresponding non-edge member area 25. The first side truss steel bars 215 extend towards the T-shaped cast-in-place area 23.

[0072] Among them, one end of the first side horizontal distribution steel bar 214 extends to the end restraint member area 24 and forms a 90° hook bent towards the T-shaped cast-in-place area 23 at the end to be anchored into the T-shaped cast-in-place area 23. The other end of the first side horizontal distribution steel bar 214 extends to the T-shaped restraint member area 26 and forms a 90° hook bent away from the T-shaped cast-in-place area 23 at the end to be anchored into the T-shaped restraint member area 26 and overlaps with the first side T-shaped member wall-direction stirrups 212 distributed in the T-shaped restraint member area 26.

[0073] In this way, the first side plate 21 of the T-shaped shear wall in the middle module 11 and the connecting steel bars respectively distributed in the end restraint member area 24, the non-edge member area 25, and the T-shaped restraint member area 26 of the corresponding T-shaped shear wall 2 are prefabricated into a whole to reduce the amount of steel bar tying work at the construction site.

[0074] Combined Figure 7 , The second side plate 22 of the T-shaped shear wall of the end module 12, which cooperates with the first side plate 21 of the T-shaped shear wall, is distributed in an L shape symmetrical to the first side plate 21 of the T-shaped shear wall, so that the first side plate 21 of the T-shaped shear wall and the second side plate 22 of the T-shaped shear wall are connected and cooperate to form the T-shaped shear wall 2 with a T-shaped distribution.

[0075] Correspondingly, the second side plate 22 of the T-shaped shear wall is also respectively provided with connecting steel bars in the end restraint member area 24, the non-edge member area 25, and the T-shaped restraint member area 26 of the corresponding T-shaped shear wall 2.

[0076] Among them, in the second side plate 22 of the T-shaped shear wall, a second-side T-shaped restraint member longitudinal reinforcement 221 and a second-side T-shaped member wall-direction stirrup 222 are provided in the corresponding T-shaped restraint member area 26. The second-side T-shaped restraint member longitudinal reinforcement 221 is built into the second side plate 22 of the T-shaped shear wall. The second-side T-shaped member wall-direction stirrup 222 is tied to the second-side T-shaped restraint member longitudinal reinforcement 221 and extends towards the outside of the T-shaped restraint member area 26, and is adapted to the first side plate 21 of the T-shaped shear wall.

[0077] Different from the first side plate 21 of the T-shaped shear wall, a T-shaped member wall-body direction stirrup 223 is also provided in the T-shaped restraint member area 26 of the second side plate 22 of the T-shaped shear wall, and the T-shaped member wall-body direction stirrup 223 extends towards the T-shaped cast-in-place area 23.

[0078] Furthermore, the second side plate 22 of the T-shaped shear wall further includes a second-side vertical distribution reinforcement 224, a second-side horizontal distribution reinforcement 225, and a second-side truss reinforcement 226 distributed in the corresponding non-edge member area 25. The second-side truss reinforcement 226 extends towards the T-shaped cast-in-place area 23, and is staggeredly distributed with the first-side truss reinforcement 215. And the spacing from the first-side truss reinforcement 215 is preferably configured to be 600 mm, so that the second-side truss reinforcement 226 and the first-side truss reinforcement 215 are cooperatively distributed to ensure the strength of the T-shaped shear wall 2.

[0079] At the same time, an end-edge member longitudinal reinforcement 227 and an end-edge member stirrup 228 are also provided in the second side plate 22 of the T-shaped shear wall in the corresponding end restraint member area 24, and the end-edge member stirrup 228 extends towards the T-shaped cast-in-place area 23.

[0080] In this way, the second side plate 22 of the T-shaped shear wall of the end module 12 and the connecting reinforcements respectively distributed in the corresponding end restraint member area 24, non-edge member area 25, and T-shaped restraint member area 26 of the T-shaped shear wall 2 are prefabricated as a whole to reduce the amount of steel bar tying work on the construction site.

[0081] Combined Figure 5 With this, the first side plate 21 and the second side plate 22 of the T-shaped shear wall thus formed form a T-shaped cast-in-place area 23 when the middle module 11 and the end module 12 are aligned and spliced. And the first-side T-shaped restraint member longitudinal reinforcement 211 and the first-side T-shaped member wall-direction stirrup 212 distributed in the T-shaped restraint member area 26 of the first side plate 21 of the T-shaped shear wall, and the second-side T-shaped restraint member longitudinal reinforcement 221, the second-side T-shaped member wall-direction stirrup 222, and the T-shaped member wall-body direction stirrup 223 distributed in the T-shaped restraint member area 26 of the second side plate 22 of the T-shaped shear wall cooperate to form the connecting member of the T-shaped shear wall 2 in the T-shaped restraint member area 26.

[0082] Correspondingly, the first-side vertical distribution steel bars 214, the first-side horizontal distribution steel bars 214, and the first-side truss steel bars 215 of the first side plate 21 of the T-shaped shear wall distributed in the non-edge member area 25, and the second-side vertical distribution steel bars 224, the second-side horizontal distribution steel bars 225, and the second-side truss steel bars 226 of the second side plate 22 of the T-shaped shear wall distributed in the non-edge member area 25 cooperate to form the connecting member of the T-shaped shear wall 2 in the non-edge member area 25.

[0083] The longitudinal bars 227 of the end boundary member and the stirrups 228 of the end boundary member of the second side plate 22 of the T-shaped shear wall distributed in the end restraint member area 24 constitute the connecting member of the T-shaped shear wall 2 in the end restraint member area 24.

[0084] Combined Figure 6 and Figure 7 , to ensure that the first side plate 21 and the second side plate 22 of the T-shaped shear wall can be spliced together, the second side plate 22 of the T-shaped shear wall is configured with equal plate thickness, the first side plate 21 of the T-shaped shear wall is configured with unequal plate thickness, and the plate thicknesses of the first side plate 21 of the T-shaped shear wall corresponding to the end restraint member area 24 and the T-shaped restraint member area 26 are respectively adapted to the stirrups 228 of the end boundary member and the stirrups 223 in the wall body direction of the T-shaped member in the second side plate 22 of the T-shaped shear wall.

[0085] As an example, in this embodiment, the thickness of the second side plate 22 of the T-shaped shear wall is configured to be 50 mm, and the plate thicknesses of the first side plate 21 of the T-shaped shear wall corresponding to the end restraint member area 24 and the T-shaped restraint member area 26 are configured to be 30 mm, providing installation space for the stirrups 228 of the end boundary member and the stirrups 223 in the wall body direction of the T-shaped member in the second side plate 22 of the T-shaped shear wall, avoiding interference and collision when the first side plate 21 and the second side plate 22 of the T-shaped shear wall are butted, and the thickness of the remaining area of the first side plate 21 of the T-shaped shear wall is configured to be 50 mm, which can ensure that the first side plate 21 and the second side plate 22 of the T-shaped shear wall cooperate to form a T-shaped shear wall 2 with a flat structure.

[0086] Combined Figure 5, Further, to ensure the connection strength between the first side plate 21 and the second side plate 22 of the T-shaped shear wall, after the first side plate 21 and the second side plate 22 of the T-shaped shear wall are aligned and spliced, the T-shaped component connecting stirrups 261 and the longitudinal bars 262 are installed in the T-shaped constraint member area 26. The T-shaped component connecting stirrups 261 are respectively connected with the first-side T-shaped component wall-direction stirrups 212 and the second-side T-shaped component wall-direction stirrups 222, and the longitudinal bars 262 are tied with the T-shaped component connecting stirrups 261 to stably connect the T-shaped constraint member area 26 of the first side plate 21 and the second side plate 22 of the T-shaped shear wall.

[0087] In this way, it can be ensured that connecting components are distributed in each area of the T-shaped cast-in-place area 23. Concrete is poured in the T-shaped cast-in-place area 23, so that the connecting components in each area cooperate with the concrete to connect the first side plate 21 and the second side plate 22 of the T-shaped shear wall into a stable whole, so as to form a stable T-shaped shear wall 2, and ensure the connection strength of the T-shaped shear wall 2 and the overall performance of the middle module 11 and the end module 12.

[0088] Thus, the T-shaped shear wall 2 connecting the middle module 11 and the end module 12 is split into the first side plate 21 and the second side plate 22 of the T-shaped shear wall. The first side plate 21 and the second side plate 22 of the T-shaped shear wall respectively serve as the precast side walls of the middle module 11 and the end module 12, and are respectively precast with the middle module 11 and the end module 12 to form a whole, so as to reduce the amount of on-site steel bar tying work. The middle module 11 and the end module 12 can be connected by cast-in-place concrete, which can effectively improve the construction efficiency.

[0089] At the same time, the first side plate 21 and the second side plate 22 of the T-shaped shear wall respectively serve as components of the precast side walls of the middle module 11 and the end module 12, jointly participate in the force of the T-shaped shear wall 2, effectively improve the overall performance, and increase the building use space.

[0090] Further, the first side plate 41 of the straight shear wall of the middle module 11 and the second side plate 42 of the straight shear wall inside the end module 12 are correspondingly distributed and connected and matched to form a straight shear wall 4.

[0091] Combined Figures 2 to 4 , wherein, the first side plate 41 and the second side plate 42 of the straight shear wall are respectively distributed in a straight shape, and the specific composition schemes of the first side plate 41 and the second side plate 42 of the straight shear wall are the same as the composition schemes of the corresponding end constraint member areas 24 of the first side plate 21 and the second side plate 22 of the T-shaped shear wall, which will not be elaborated here.

[0092] Similarly, the straight shear wall 4 connecting the middle module 11 and the end module 12 is split into the first side plate 41 of the straight shear wall and the second side plate 42 of the straight shear wall. The first side plate 41 of the straight shear wall and the second side plate 42 of the straight shear wall serve as the precast side walls of the middle module 11 and the end module 12 respectively, and are precast integrally with the middle module 11 and the end module 12 respectively, so as to reduce the amount of on-site steel bar binding work. The middle module 11 and the end module 12 can be connected by cast-in-place concrete, which can effectively improve the construction efficiency.

[0093] At the same time, the first side plate 41 of the straight shear wall and the second side plate 42 of the straight shear wall serve as the components of the precast side walls of the middle module 11 and the end module 12 respectively, and jointly participate in the force-bearing of the straight shear wall 4, effectively improving the overall performance and increasing the building use space.

[0094] Furthermore, the coupling beam side form 31 of the middle module 11 and the single-sided precast slab 32 of the coupling beam inside the end module 12 are correspondingly distributed and connected and matched to form a single-sided composite beam 3.

[0095] Combined Figure 3 and Figure 4 , specifically, the single-sided precast slab 32 of the coupling beam is arranged between the second side plate 22 of the T-shaped shear wall and the second side plate 42 of the straight shear wall. One end of the single-sided precast slab 32 of the coupling beam is connected to the top slab precast layer 9 of the end module 12, and the other end is connected to the partition wall 6 through the ring beam 62.

[0096] Combined Figure 8 , wherein, an end coupling beam connection area 321 is formed between the single-sided precast slab 32 of the coupling beam and the top slab precast layer 9 of the end module 12. Preferably, the width of the end coupling beam connection area 321 is configured to be 300 mm. An end ring beam connection area 322 is formed between the single-sided precast slab 32 of the coupling beam and the ring beam 62. One end of the ring beam stirrup 621 in the ring beam 62 is anchored into the end ring beam connection area 322, and the other end is connected to the partition wall 6.

[0097] Furthermore, the single-sided precast slab 32 of the coupling beam is provided with a single-sided precast slab connecting steel bar 323 and a coupling beam stirrup 324. The single-sided precast slab connecting steel bar 323 is configured as a Z-shaped connecting steel bar, and both ends are respectively anchored into the end coupling beam connection area 321 and the end ring beam connection area 322, so as to stably connect the single-sided precast slab 32 of the coupling beam to the top slab precast layer 9 and the ring beam 62 of the end module 12, so that the single-sided precast slab 32 of the coupling beam is stably connected to the top slab precast layer 9 and the ring beam 62 of the end module 12 respectively through the end coupling beam connection area 321 and the end ring beam connection area 322.

[0098] In addition, the coupling beam stirrups 333 are configured as top-opening stirrups, with the bottom placed above the ring beam 62 and the top extending out of the top slab precast layer 9 of the end module 12, facilitating the placement of the coupling beam longitudinal bars 325 in the coupling beam stirrups 333 at the construction site. At the same time, one side of the coupling beam stirrups 333 is built into the single-sided precast slab 32 of the coupling beam, and the other side extends towards the middle module 11, enabling the coupling beam stirrups 333 to cooperate with the coupling beam side formwork 31 of the middle module 11.

[0099] The single-sided precast slab 32 of the coupling beam, the connecting bars 323 between the single-sided precast slabs, and the coupling beam stirrups 324 are precast on the end module 12, thereby reducing the amount of steel bar binding work at the construction site and improving the construction efficiency.

[0100] Combined with Figure 2 and Figure 4 , correspondingly, the coupling beam side formwork 31 of the middle module 11 is arranged between the first side slab 21 of the T-shaped shear wall and the first side slab 41 of the straight-shaped shear wall. One end of the coupling beam side formwork 31 is connected to the top slab precast layer 9 of the middle module 11, and the other end is connected to the partition wall 6 through the ring beam 62.

[0101] Combined with Figure 9 , similarly, a middle coupling beam connection area 311 is formed between the coupling beam side formwork 31 and the top slab precast layer 9 of the middle module 11, and a middle ring beam connection area 312 is formed between the coupling beam side formwork 31 and the ring beam 62. One end of the ring beam stirrups 621 in the ring beam 62 is anchored into the middle ring beam connection area 312, and the other end is connected to the partition wall 6, enabling the coupling beam side formwork 31 to be firmly connected to the top slab precast layer 9 of the middle module 11 and the ring beam 62 respectively through the middle coupling beam connection area 311 and the middle ring beam connection area 312.

[0102] The formed coupling beam side formwork 31 and the middle module 11 are precast as a whole, thereby reducing the amount of steel bar binding work at the construction site and improving the construction efficiency.

[0103] In this way, the coupling beam side formwork 31 is adapted to the single-sided precast slab 32 of the coupling beam. The thickness of the coupling beam side formwork 31 is preferably configured to be 30 mm. When the middle module 11 and the end module 12 are aligned and spliced, the partition walls 6 in the middle module 11 and the end module 12 are in mutual contact. One side of the coupling beam stirrups 333 in the single-sided precast slab 32 of the coupling beam is built into the single-sided precast slab 32 of the coupling beam, and the other side cooperates with the coupling beam side formwork 31, forming a cast-in-place area of the one-sided composite beam 3 between the single-sided precast slab 32 of the coupling beam and the coupling beam side formwork 31.

[0104] Combined with Figure 8 and Figure 9, at the construction site, the longitudinal reinforcement 325 of the coupling beam is placed in the stirrups 33 of the coupling beam, so that the stirrups 33 and the longitudinal reinforcement 325 of the coupling beam are distributed in the cast-in-place area of the single-sided composite beam 3, which can ensure the connection strength of the single-sided composite beam 3. When pouring concrete into the joint between the middle module 11 and the end module 12, the concrete will flow into the end coupling beam connection area 321 and the end ring beam connection area 322 of the end module 12, the middle coupling beam connection area 311 and the middle ring beam connection area 312 of the middle module 11, and the cast-in-place area of the single-sided composite beam 3 respectively. The side formwork 31 of the coupling beam is firmly connected to the precast layer 9 of the top plate of the middle module 11 and the ring beam 62, and the single-sided precast slab 32 of the coupling beam is firmly connected to the precast layer 9 of the top plate of the end module 12 and the ring beam 62. At the same time, the side formwork 31 of the coupling beam is connected to the single-sided precast slab 32 of the coupling beam as a whole, thereby forming the single-sided composite beam 3 and connecting the middle module 11 and the end module 12.

[0105] Thus, the single-sided composite beam 3 connecting the middle module 11 and the end module 12 is split into the side formwork 31 of the coupling beam and the single-sided precast slab 32 of the coupling beam, and the side formwork 31 of the coupling beam and the single-sided precast slab 32 of the coupling beam are respectively used as the constituent parts of the precast side walls of the middle module 11 and the end module 12, and are respectively precast and integrated with the middle module 11 and the end module 12 to reduce the amount of on-site steel bar binding work. The middle module 11 and the end module 12 can be connected by cast-in-place concrete, which can effectively improve the construction efficiency.

[0106] Therefore, for the adjacent middle module 11 and end module 12, the precast side walls of the middle module 11 respectively include the first side plate 21 of the T-shaped shear wall, the side formwork 31 of the coupling beam, and the first side plate 41 of the straight-shaped shear wall. The inner precast side walls of the end module 12 that cooperate with the middle module 11 respectively include the second side plate 22 of the T-shaped shear wall, the single-sided precast slab 32 of the coupling beam, and the second side plate 42 of the straight-shaped shear wall, which can precast the middle module 11 and the end module 12 in the factory and reduce the amount of on-site steel bar binding work.

[0107] At the construction site, the middle module 11 and the end module 12 are aligned and spliced. After pouring concrete at the joint between the middle module 11 and the end module 12, the first side plate 21 of the T-shaped shear wall and the second side plate 22 of the T-shaped shear wall are connected and matched to form the T-shaped shear wall 2, the side formwork 31 of the coupling beam and the single-sided precast slab 32 of the coupling beam are connected and matched to form the single-sided composite beam 3, and the first side plate 41 of the straight-shaped shear wall and the second side plate 42 of the straight-shaped shear wall are connected and matched to form the straight-shaped shear wall 4, so as to firmly connect the middle module 11 and the end module 12 and form the modular shear wall 1.

[0108] Further, for two adjacent middle modules 11, one precast side wall of the middle module 11 is composed of a first side plate 21 of a T-shaped shear wall, a side form 31 of a continuous beam, and a first side plate 41 of a straight-shaped shear wall, and the other precast side wall is composed of a second side plate 22 of a T-shaped shear wall, a single-sided precast plate 32 of a continuous beam, and a second side plate 42 of a straight-shaped shear wall, so that two adjacent middle modules 11 can also be quickly connected to respectively form a T-shaped shear wall 2, a single-sided composite beam 3, and a straight-shaped shear wall 4, and to ensure the overall connection performance of two adjacent middle modules 11, so that the modular shear wall 1 can distribute a plurality of middle modules 11 according to actual applications, and connect end modules 11 at both ends of the middle module 11 to form a complete modular shear wall 1.

[0109] In this way, by using the structural characteristics of the double-sided composite shear wall, the internal shear wall connecting the middle module 11 and the end module 12 is split into two side plates, which are respectively used as the precast side walls of the middle module 11 and the end module 12, so that the precast side walls of the middle module 11 and the end module 12 can jointly participate in the structural force, the structural force transmission mechanism is clear, the reduction of the usable space of the building caused by the traditional thin shell plate can be avoided, and the overall performance of the building can be improved.

[0110] Further, several layers of modular shear walls 1 are distributed along the height direction. The following specifically describes the vertical connection structure of the modular shear wall 1, that is, the connection structure of two adjacent layers of modular shear walls 1.

[0111] Combined with Figure 1 , specifically, when two adjacent layers of modular shear walls 1 are aligned and spliced in the height direction, two adjacent middle modules 11 and end modules 12 are respectively aligned and distributed, so that two adjacent T-shaped shear walls 2, single-sided composite beams 3, and straight-shaped shear walls 4 are correspondingly distributed, and the cast-in-place layer 9 of the top plate of the lower middle module 11 and the end module 12 is connected and cooperated with the bottom plate 10 of the upper middle module 11 and the end module 12.

[0112] Combined with Figure 10 and Figure 11 , in order to connect two adjacent middle modules 11 and two adjacent end modules 12, a cast-in-place layer 91 is provided on the top of the precast layer 9 of the top plate of the middle module 11 and the end module 12, and top plate truss steel bars 92 are distributed in the precast layer 9 of the top plate. Preferably, in this example, the thickness of the precast layer 9 of the top plate is configured to be 60 mm, the spacing of the top plate truss steel bars 92 is configured to be 500 - 600 mm, the height is configured to be 70 mm, and it extends towards the cast-in-place layer 91 of the top plate to ensure the connection stability between the precast layer 9 of the top plate and the cast-in-place layer 91 of the top plate.

[0113] Furthermore, module horizontal connecting steel bars 93 are also distributed in the cast-in-place top plate layer 91. The module horizontal connecting steel bars 93 are arranged along the length direction perpendicular to the joints between adjacent end modules 12 and middle modules 11 in each layer, and are tied to the top plate truss steel bars 92, so that both ends of the module horizontal connecting steel bars 93 respectively extend and are anchored into the corresponding cast-in-place top plate layer 91 of the end module 12 and the middle module 11, and cooperate with the T-shaped shear wall 2, the single-sided composite beam 3 and the straight-shaped shear wall 4 to stably connect the adjacent end module 12 and middle module 11.

[0114] As an example, in this embodiment, the diameter of the module horizontal connecting steel bars 93 is not less than 10 mm, the spacing is not greater than 200 mm, and the length of the module horizontal connecting steel bars 93 anchored into the cast-in-place top plate layer 91 is not less than 500 mm to ensure the stable connection between the module horizontal connecting steel bars 93 and the cast-in-place top plate layer 91.

[0115] Correspondingly, mortar bedding belts 94 are distributed at intervals at the bottom of the bottom plates 10 of the middle module 11 and the end module 12. Preferably, in this embodiment, the thickness of the bottom plate 10 is 60 mm, the thickness of the mortar bedding belt 94 is 20 mm, the width is 0.5 m, and the spacing is 1 m.

[0116] In this way, the cast-in-place top plate layer 9 of the lower middle module 11 and the lower end module 12 and the bottom plates 10 of the upper middle module 11 and the upper end module 12 are stably connected through the cast-in-place top plate layer 91, the top plate truss steel bars 92, the module horizontal connecting steel bars 93 and the mortar bedding belts 94 respectively, so as to connect the adjacent two-layer module shear walls 1, and at the same time ensure the connection strength between the middle module 11 and the end module 12 in each layer of module shear wall 1.

[0117] Combined with Figure 12 and Figure 13 , furthermore, as can be seen from the above, the outer precast side walls of the end module 12 include full precast shear walls 5. The full precast shear walls 5 are distributed at both ends of the outer precast side walls and extend towards both ends of the end module 12, forming full precast shear wall edge connection areas 51 at both ends of the end module 12.

[0118] At the same time, vertical steel bars 511 extending out of the ends of the full precast shear wall edge connection areas 51 are preset at both ends of the full precast shear wall edge connection areas 51, and the vertical steel bars 511 at both ends of the full precast shear wall edge connection areas 51 are respectively arranged in a staggered manner.

[0119] Furthermore, a staggered connection post-cast area 52 is formed at the bottom end of the full precast shear wall edge connection area 51, so that the vertical steel bars 511 at the bottom end of the full precast shear wall edge connection area 51 can be distributed in the staggered connection post-cast area 52.

[0120] Combined with Figure 12 and Figure 13, in this way, when adjacent two-layer modular shear walls 1 are connected, the full precast shear walls 5 at the upper-end modules 12 and the lower-end modules 12 are correspondingly distributed, and the misaligned connection post-cast area 52 at the bottom of the full precast shear wall edge connection area 51 in the upper-end module 12 cooperates with the top of the full precast shear wall edge connection area 51 in the lower-end module 12, so that the vertical steel bars 511 at the bottom of the full precast shear wall edge connection area 51 in the upper-end module 12 and the vertical steel bars 511 at the top of the full precast shear wall edge connection area 51 in the lower-end module 12 are distributed in the misaligned connection post-cast area 52 and are misaligned.

[0121] Preferably, in this example, the extended length of the vertical steel bar 511 is taken as 10D to 12D, the diameter is not greater than 28 mm, and the misalignment spacing of the vertical steel bars 511 is not greater than 5D and not less than 2D, where D is the diameter of the vertical steel bar 511, so that adjacent two-layer end modules 12 can be misaligned and anchored and connected through the vertical steel bars 511 extending from both ends of the full precast shear wall edge connection area 51.

[0122] Furthermore, the area of the vertical steel bar 511 needs to be equivalent in strength to the flexural-compression bearing capacity of the normal cross-section of the full precast shear wall 5 and the traditional cast-in-place shear wall. The configuration of the area of the vertical steel bar 511 is a conventional technical means in this field and will not be elaborated here.

[0123] Preferably, in this example, the thickness of the misaligned connection post-cast area 52 is 30 mm, the height is L + 150 mm, where L is the extended length of the vertical steel bar 511, and the length of the misaligned connection post-cast area 52 is the same as the length of the full precast shear wall edge connection area 51 to ensure the connection strength between the concrete and the vertical steel bar 511.

[0124] At the construction site, only concrete needs to be poured at the joints of adjacent two-layer end modules 12. The concrete flows into the misaligned connection post-cast area 52 and cooperates with the vertically misaligned and anchored steel bars 511 to connect the adjacent two-layer end modules 12 into a whole, thereby connecting the adjacent two-layer modular shear walls 1 and improving the construction efficiency.

[0125] Here, preferably, high-strength concrete is poured in the misaligned connection post-cast area 52 to improve the overall performance and connection strength of the two-layer modular shear walls 1. As an example, the high-strength concrete can be composed of fiber-reinforced cementitious grout, with a cube compressive strength of 80 - 120 MPa, an expansion degree of 600 - 800 mm, and a slump of 100 - 150 mm, ensuring the connection strength between the adjacent two-layer end modules 12 and the adjacent two-layer modular shear walls 1.

[0126] Thus, the modular double-sided composite shear wall structure system provided by the present invention is formed. For the horizontal connection structure of the modular shear wall 1, the inner shear wall connecting the adjacent middle module 11 and the end module 12 is split into two page plates, and the connecting steel bars in the inner shear wall are embedded into the corresponding page plates, which are pre-produced in the factory and respectively used as the precast side walls of the middle module 11 and the end module 12, reducing the on-site shear wall steel bar binding workload and improving the construction efficiency.

[0127] At the same time, the precast side walls of the middle module 11 and the end module 12 can jointly participate in the structural force, the structural force transmission mechanism is clear, it can avoid the reduction of the usable space of the building caused by the traditional thin shell plate, and improve the overall performance of the building.

[0128] Furthermore, for the split inner shear wall, a cavity for post-cast concrete is reserved inside the precast side walls of the middle module 11 and the end module 12, so that the weight of the modular shear wall 1 is reduced, which is convenient for the transportation and hoisting of the modular shear wall 1.

[0129] The present invention also provides a construction method for the modular double-sided composite shear wall structure system. Based on the modular double-sided composite shear wall structure system formed by the above scheme, this construction method includes:

[0130] S1: First, precast the middle module 11 and the end module 12.

[0131] In the specific application process, first precast the components forming the middle module 11 and the end module 12 in the factory, then set up the concrete module steel pipe support frame, splice the precast components into a hexahedron module, support the formwork of the post-cast connection area between the precast components, and pour the concrete in the connection area to complete the production of the concrete module.

[0132] Combined with Figure 2 and Figure 4 , in this way, the precast side wall of the middle module 11 is composed of the first side page plate 21 of the T-shaped shear wall, the side formwork 31 of the continuous beam, and the first side page plate 41 of the straight-shaped shear wall, with a precast top plate layer 9 at the top and a bottom plate 10 at the bottom.

[0133] Combined with Figure 3 and Figure 4 , correspondingly, the inner precast side wall of the end module 12 cooperating with the middle module 11 is composed of the second side page plate 22 of the T-shaped shear wall, the single-sided precast plate 32 of the continuous beam, and the second side page plate 42 of the straight-shaped shear wall, and the outer precast side wall is composed of the fully precast shear wall 5 and the infill exterior wall 61, with a precast top plate layer 9 at the top and a bottom plate 10 at the bottom.

[0134] S2: Then, install the modular shear walls 1 of adjacent two layers.

[0135] Combined with Figure 10 and Figure 11, transport the middle module 11 and the end module 12 from the factory to the construction site. First, respectively set the cast-in-place roof layer 91 on the top of the precast roof layer 9 of the lower end module 12 and the lower middle module 11. After the cast-in-place roof layer 91 is poured and cured for 3 days, lay the grouting belt 94 on the cast-in-place roof layer 91 of the lower end module 12 and the lower middle module 11.

[0136] At that time, hoist the upper end module 12 and the upper middle module 11, so that the upper end module 12 and the upper middle module 11 are respectively aligned and distributed in cooperation with the lower end module 12 and the lower middle module 11, and correct the plane position and elevation of the module.

[0137] At this time, the upper middle module 11 and the lower middle module 11 are aligned and erected to form adjacent two-layer middle module components.

[0138] At the same time, the misaligned connection post-cast area 52 at the bottom of the fully precast shear wall edge connection area 51 in the upper end module 12 corresponds and cooperates with the top of the fully precast shear wall edge connection area 51 in the lower end module 12, so that the vertical steel bars 511 at the bottom of the fully precast shear wall edge connection area 51 in the upper end module 12 and the vertical steel bars 511 at the top of the fully precast shear wall edge connection area 51 in the lower end module 12 are distributed in the misaligned connection post-cast area 52 and are misaligned and distributed to form adjacent two-layer end module components.

[0139] Furthermore, pre-install the continuous beam longitudinal bars 325 in the continuous beam stirrups 333 of the single-sided precast slab 32 corresponding to the end module 12 on each floor, which is convenient for the subsequent connection of two adjacent middle modules 11 and end modules 12 in the module shear wall 1 on each floor.

[0140] S3: Next, install the adjacent middle module 11 and end module 12 distributed in each floor of the module shear wall 1.

[0141] Horizontally align and splice the adjacent two-layer middle module components and the adjacent two-layer end module components, so that the middle module 11 and the end module 12 in each floor of the module shear wall 1 are respectively adjacent and distributed.

[0142] At this time, in each floor of the module shear wall 1, the middle module 11 and the end module 12 are aligned and spliced, so that a T-shaped cast-in-place area 23 is formed between the first side plate 21 of the T-shaped shear wall and the second side plate 22 of the T-shaped shear wall.

[0143] Next, install the T-shaped member connecting stirrups 261 and the longitudinal bars 262 after installing the T-shaped member in the T-shaped restraint member area 26. The T-shaped member connecting stirrups 261 are respectively connected to the stirrups 212 in the wall limb direction of the first-side T-shaped member and the stirrups 222 in the wall limb direction of the second-side T-shaped member. The longitudinal bars 262 after installing the T-shaped member are tied to the T-shaped member connecting stirrups 261 to stably connect the T-shaped restraint member area 26 of the first-side panel 21 and the second-side panel 22 of the T-shaped shear wall.

[0144] Correspondingly, install the module horizontal connecting bars 93 in the cast-in-place layer 91 of the top plates of the middle module 11 and the end module 12 of each layer of the module shear wall 1. The module horizontal connecting bars 93 are arranged along the length direction perpendicular to the joints between the adjacent end modules 12 and the middle modules 11 distributed in each layer and are tied to the top plate truss bars 92, so that both ends of the module horizontal connecting bars 93 respectively extend and are anchored into the corresponding cast-in-place layers 91 of the end modules 12 and the middle modules 11, and cooperate with the T-shaped shear wall 2, the single-sided composite beam 3 and the straight-shaped shear wall 4 to stably connect the adjacent end modules 12 and the middle modules 11.

[0145] S4: Cast in-situ concrete.

[0146] Before pouring the concrete, seal the vertical joints and horizontal joints of the module shear wall 1. For example, use aluminum formwork to seal the outside of the T-shaped restraint member area 26, and use square timbers to seal the outer side of the misaligned connection post-cast area 52 at the bottom of the edge connection area 51 of the fully precast shear wall.

[0147] Pour concrete into the vertical joints of the adjacent two layers of the module shear wall 1. Pour high-strength concrete, such as fiber-reinforced cement-based grouting material, from the side of the module shear wall 1 into the joints between the adjacent two layers of the end modules 12, so that the high-strength concrete is poured into the misaligned connection post-cast area 52 and cooperates with the vertically misaligned anchored steel bars 511 to connect the adjacent two layers of the end modules 12 into a whole, thereby connecting the adjacent two layers of the module shear wall 1.

[0148] Furthermore, pour concrete into the horizontal joints of each layer of the module shear wall 1. Pour the concrete from the top of the upper-layer module shear wall 1 into the joints between the adjacent middle module 11 and the end module 12, so that the concrete is poured into the T-shaped cast-in-place area 23, the end beam connection area 321 and the end ring beam connection area 322 of the end module 12, the middle beam connection area 311 and the middle ring beam connection area 312 of the middle module 11, the cast-in-place area of the single-sided composite beam 3, and the cast-in-place area of the straight-shaped shear wall 4.

[0149] In this way, the first side plate 21 of the T-shaped shear wall is connected to the second side plate 22 of the T-shaped shear wall to form the T-shaped shear wall 2, the side form 31 of the continuous beam and the single-sided precast slab 32 of the continuous beam are connected to form the single-sided composite beam 3, and the first side plate 41 of the straight-shaped shear wall and the second side plate 42 of the straight-shaped shear wall are connected to form the straight-shaped shear wall 4, thereby connecting the adjacent middle module 11 and end module 12 in each layer of the modular shear wall 1.

[0150] Thus, the vertical connection and horizontal connection of the multi-layer modular shear wall 1 can be completed by simply placing steel bars and pouring concrete at the construction site, reducing the amount of on-site steel bar binding work and improving the construction efficiency.

[0151] Meanwhile, the internal shear wall connecting the middle module 11 and the end module 12 is split into two side plates and used as the precast side walls of the middle module 11 and the end module 12 respectively, enabling the precast side walls of the middle module 11 and the end module 12 to jointly participate in the structural force bearing, with a clear structural force transmission mechanism, avoiding the reduction of the usable space of the building caused by traditional thin shell plates, and improving the overall performance of the building.

[0152] The above shows and describes the basic principles, main features and advantages of the present invention. Those skilled in the art should understand that the present invention is not limited by the above embodiments. What is described in the above embodiments and the specification only illustrates the principles of the present invention. Without departing from the spirit and scope of the present invention, the present invention will have various changes and improvements, and these changes and improvements all fall within the scope of the present invention claimed. The scope of protection claimed by the present invention is defined by the appended claims and their equivalents.

Claims

1. A modular double-sided composite shear wall structure system, characterized in that: The modular shear wall comprises a middle module and an end module which are adjacently distributed. The prefabricated side wall of the middle module is composed of the first side page plate of the T-shaped shear wall, the side form of the connecting beam and the first side page plate of the straight shear wall. The inner prefabricated side wall matched with the end module and the middle module is composed of the second side page plate of the T-shaped shear wall, the single-side prefabricated plate of the connecting beam and the second side page plate of the straight shear wall, and the first side page plate of the T-shaped shear wall is connected and matched with the second side page plate of the T-shaped shear wall to form a T-shaped shear wall, the side form of the connecting beam and the single-side prefabricated plate of the connecting beam are connected and matched to form a single-sided composite beam, and the first side page plate of the straight shear wall and the second side page plate of the straight shear wall are connected and matched to form a straight shear wall. The outer prefabricated side wall of the end module includes a fully prefabricated shear wall, and vertical steel bars extend from both ends of the fully prefabricated shear wall respectively. The end modules in the two adjacent layers of module shear walls are connected by staggered anchoring of the vertical steel bars at both ends of the fully prefabricated shear wall.

2. The modular double-sided composite shear wall structural system according to claim 1 is characterized in that: Double-sided composite connecting beams are respectively provided at both ends of the middle module and the end modules, and a top plate prefabricated layer is respectively provided at the top of the middle module and the end modules, and a bottom plate is respectively provided at the bottom.

3. The modular double-sided composite shear wall structural system according to claim 2 is characterized in that: A cast-in-place layer of the top plate is provided on the top of the prefabricated layer of the top plate, and module horizontal connecting steel bars are distributed in the cast-in-place layer of the top plate. The module horizontal connecting steel bars are arranged along the length direction perpendicular to the joints of the end modules and the middle modules, and a mortar belt is provided at the bottom of the bottom plate.

4. The modular double-sided composite shear wall structural system according to claim 2 is characterized in that: An end connecting beam connection area is formed between one end of the connecting beam single-sided precast panel and the top plate precast layer of the end module, and the other end is connected to the partition wall through a ring beam, and an end ring beam connection area is formed between the ring beam. The connecting beam single-sided precast panel is provided with single-sided precast panel connecting steel bars and connecting beam stirrups. The single-sided precast panel connecting steel bars are configured as Z-shaped connecting steel bars, and the two ends are respectively anchored in the end connecting beam connection area and the end ring beam connection area. The connecting beam stirrups are configured as top open stirrups and extend to the outer side of the connecting beam single-sided precast panel to cooperate with the connecting beam side formwork of the middle module.

5. The modular double-sided composite shear wall structural system according to claim 4 is characterized in that: The connecting beam side form is adapted to the single-sided prefabricated plate of the connecting beam, a middle connecting beam connection area is formed between one end of the connecting beam side form and the top plate prefabricated layer of the middle module, and the other end is connected to the partition wall through a ring beam, and a middle ring beam connection area is formed between the ring beam and the ring beam.

6. The modular double-sided composite shear wall structural system according to claim 1 is characterized in that: The T-shaped shear wall is formed with an end restraint component area, a non-edge component area and a T-shaped restraint component area along the length direction, and a T-shaped cast-in-place area is formed between the first side page plate of the T-shaped shear wall and the second side page plate of the T-shaped shear wall. The T-shaped restraint component areas of the first side page plate of the T-shaped shear wall and the second side page plate of the T-shaped shear wall are connected by T-shaped component connecting stirrups and T-shaped component rear-tied longitudinal reinforcement.

7. The modular double-sided composite shear wall structural system according to claim 6 is characterized in that: The first side leaf plate of the T-shaped shear wall is distributed in an L shape, including the first side T-shaped restraint member longitudinal reinforcement and the first side T-shaped member wall limb direction stirrups distributed in the corresponding T-shaped restraint member area, the first side vertical distribution steel bars, the first side horizontal distribution steel bars and the first side truss steel bars distributed in the corresponding non-edge member area, one end of the first side horizontal distribution steel bar extends to the end restraint member area and is bent facing the T-shaped cast-in-place area, and the other end extends to the T-shaped restraint member area and is bent away from the T-shaped cast-in-place area.

8. The modular double-sided composite shear wall structural system according to claim 7 is characterized in that: The second side page plate of the T-shaped shear wall is distributed in an L-shape symmetrical to the first side page plate of the T-shaped shear wall, including the second side T-shaped restraint member longitudinal reinforcement, the second side T-shaped member wall limb direction stirrups and the T-shaped member wall body direction stirrups distributed in the corresponding T-shaped restraint member area, the second side vertical distribution steel bars, the second side horizontal distribution steel bars and the second side truss steel bars distributed in the corresponding non-edge member area, and the end edge member longitudinal reinforcement and the end edge member stirrups distributed in the corresponding end restraint member area.

9. The modular double-sided composite shear wall structural system according to claim 8, characterized in that: The second side page plate of the T-shaped shear wall is configured with page plates of equal thickness, and the first side page plate of the T-shaped shear wall is configured with page plates of unequal thickness, and the page plate thicknesses of the first side page plate of the T-shaped shear wall corresponding to the end restraint component area and the T-shaped restraint component area are respectively adapted to the end edge component stirrups in the second side page plate of the T-shaped shear wall and the stirrups in the wall direction of the T-shaped component.

10. A construction method for a modular double-sided composite shear wall structure system, characterized in that: Based on the modular double-sided composite shear wall structural system according to any one of claims 1 to 9, the construction method comprises: Prefabricate the end modules and the middle modules and transport them to the construction site. Install the adjacent two-layer modular shear wall, the upper middle module and the lower middle module are aligned to form the adjacent two-layer middle module components, at the same time, the upper end module and the lower end module are aligned to form, and the vertical steel bars at both ends of the fully prefabricated shear wall corresponding to the upper end module and the lower end module are staggered and anchored to form the adjacent two-layer end module components. Install the adjacent middle modules and end modules in each layer of modular shear walls, install T-shaped components in the T-shaped constraint component area of ​​the first side page plate of the T-shaped shear wall and the second side page plate of the T-shaped shear wall, connect the stirrups and the T-shaped components, and tie the longitudinal reinforcement, and install the module horizontal connecting steel bars in the cast-in-place layer of the top slab. Cast-in-place concrete is poured in the vertical joints of the two adjacent layers of modular shear walls and the horizontal joints of the adjacent middle modules and end modules in each layer of block shear walls to connect the two adjacent layers of modular shear walls, and form T-shaped shear walls, single-sided composite beams and I-shaped shear walls in each layer of modular shear walls.

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