Fabricated superimposed shear wall structure wall body and construction method

Abstract

The invention provides an assembly type superimposed shear wall structure wall body and a construction method, and relates to the technical field of building structure construction, the assembly type superimposed shear wall structure wall body is characterized by comprising a prefabricated wall and a supporting assembly for supporting the prefabricated wall, and further comprising reserved anchoring steel bar holes for fixing the bottom of the prefabricated wall, the prefabricated wall is provided with vertical square holes, transverse concave grooves, flow dividing pipes, windows, connecting grooves and corrugated pipes, the supporting assembly comprises vertical reinforcement cages and transverse reinforcement cages, the vertical square holes are formed in the left side and the right side of the prefabricated wall, the vertical reinforcement cages are placed in the vertical square holes, the transverse concave grooves are formed in the upper end of the prefabricated wall, and the transverse reinforcement cages are placed in the transverse concave grooves. The transverse reinforcement cage is placed in the transverse concave groove, the flow dividing pipe is located below the prefabricated wall body, one end of the flow dividing pipe is communicated with the vertical square hole, the other end of the flow dividing pipe is intersected with the communicating groove below the window and the corrugated pipe, and the corrugated pipe is communicated with a port below the windowsill. Therefore, the wall hanging cost is reduced, and construction is convenient.

Description

Technical Field

[0001] The invention relates to the technical field of building structure construction, and in particular to an assembled composite shear wall structure and a construction method. Background Art

[0002] In recent years, prefabricated buildings have developed rapidly in my country, and prefabricated shear wall structures have been widely used in various types of buildings. Traditional prefabricated shear wall vertical steel bars are usually connected using grouting sleeve connection technology. The grouting sleeve steel bar connection technology has the following construction difficulties: 1. The alignment accuracy requirements between the sleeve and the steel bar are extremely high, and the tolerance shall not be greater than 3mm; 2. The deviation of the center position of the reserved steel bar protruding from the top of the shear wall shall not be greater than 3mm, and the deviation of the exposed length shall not be greater than 15mm; 3. The density of the grouting in the sleeve directly affects the quality of the steel bar after connection, and it is difficult to ensure the density of the grouting. Prefabricated shear walls are large in size and heavy in weight, so the traditional shear wall sleeve connection method is difficult to ensure the construction quality during construction. However, the quality of the prefabricated shear wall steel bar sleeve connection and the density of the grouting in the sleeve will directly affect the shear wall construction quality and engineering safety.

[0003] The Chinese invention patent with authorization number CN106836547B provides a construction method for a prefabricated and assembled shear wall structure, including component prefabrication, lower shear wall installation, hoisting of prefabricated sections of composite beams, steel bar binding, casting of cast-in-place sections of composite beams, hoisting of upper shear walls and anchor cable tensioning and anchor sealing. It has the advantages of being environmentally friendly, convenient to construct, and low in cost, and is suitable for the installation and construction of prefabricated and assembled walls.

[0004] However, the construction method of the prefabricated assembled shear wall structure provided by the above patent has the problem of excessive weight of the shear wall during on-site installation and pouring, which increases the cost of hanging the wall and makes the construction inconvenient. Therefore, it is necessary to provide a solution to improve this problem. Summary of the invention

[0005] The purpose of the present invention is to provide a beam-column composite shear wall structure and a construction method, so as to solve the current situation that the quality of steel bar connection of traditional prefabricated shear walls is difficult to control and the construction is difficult, while reducing the cost of hanging walls and facilitating construction.

[0006] The present invention provides an assembled composite shear wall structure and a construction method, comprising a prefabricated wall and a supporting assembly for supporting the prefabricated wall, wherein the prefabricated wall is provided with a vertical square hole, a transverse concave groove, a diverter pipe, a window, a connecting groove, and a corrugated pipe, and the supporting assembly comprises a vertical steel cage and a transverse steel cage, wherein the vertical square hole is located on the left and right sides of the prefabricated wall, and the vertical steel cage is placed in the vertical square hole, the transverse concave groove is located at the upper end of the prefabricated wall, and the transverse steel cage is placed in the transverse concave groove, the diverter pipe is located below the prefabricated wall, one section of the diverter pipe is connected to the vertical square hole, and the other end intersects with the connecting groove below the window and the corrugated pipe, and the corrugated pipe is connected to the port below the window sill.

[0007] By adopting the above technical scheme, the vertical steel cages in the square holes on the left and right sides of the precast wall and the horizontal steel cages in the grooves at the upper end of the wall together constitute beam-column type connecting steel bars, which significantly improves the bearing capacity of the precast shear wall. The diverter pipe, corrugated pipe and connecting groove are symmetrically arranged in the precast wall and the three are intersected. Concrete is poured into the pouring port reserved in the window and the vertical square hole, so that the concrete in the vertical square holes on the left and right sides of the precast wall, the diverter pipe, the corrugated pipe and the connecting groove is poured at the same time and vibrated to make it dense, so that the overall performance of the precast wall is improved, and a strong guarantee is provided for the subsequent concrete pouring and compaction.

[0008] Optionally, the prefabricated wall is pre-embedded with steel meshes close to both sides of the wall surface, and the steel meshes include cross-arranged vertical distribution steel bars and transverse distribution steel bars.

[0009] By adopting the above technical solution, the cross-arranged vertical distribution steel bars and transverse distribution steel bars can enhance the shear resistance of the prefabricated wall.

[0010] Optionally, the vertical steel cage is connected to the transverse steel cage at the intersection node by means of stirrup densification measures.

[0011] By adopting the above technical solution and carrying out stirrup densification treatment on beam-column type connecting steel bar nodes, the bearing capacity of the nodes can be effectively improved, and the ductility and seismic performance of the nodes can be enhanced.

[0012] Optionally, the square specifications of the vertical square holes in the prefabricated wall are consistent with the square specifications of the vertical steel cage.

[0013] By adopting the above technical solution, during construction, the prefabricated wall can be sleeved on the vertical steel cage through the vertical square hole, so that the prefabricated wall can be quickly fixed, thereby reducing the construction time.

[0014] Optionally, the distance between the steel mesh in the prefabricated wall and the wall surface of the prefabricated wall is not less than 15 mm.

[0015] By adopting the above technical solution, the distance from the steel bar surface to the wall surface is limited, so that the buried depth of the distributed steel bars in the prefabricated wall meets the requirements of the minimum protective layer thickness of the steel bars, thereby preventing the steel bars from being corroded or otherwise damaged during subsequent use.

[0016] Optionally, the transverse steel cage and the vertical steel cage are composed of a plurality of steel bars having a length greater than that of the prefabricated wall and a plurality of stirrups surrounding the transverse connecting steel bars.

[0017] By adopting the above technical solution, the stirrups can control the uniform spacing between multiple steel bars, facilitate the smooth connection between the vertical square holes and the vertical steel cage, and enhance the overall strength of the prefabricated wall.

[0018] Optionally, the ground where the prefabricated wall is butted is provided with reserved anchoring steel bar holes, and the specifications of the reserved anchoring steel bar holes are consistent with the specifications of the vertical steel bar cage.

[0019] By adopting the above technical solution, during construction and assembly, the reserved anchoring steel bar holes can quickly fix the vertical steel bar cage on the ground, thereby fixing the prefabricated wall on the ground. BRIEF DESCRIPTION OF THE DRAWINGS

[0020] Figure 1 The present invention provides an overall structural schematic diagram of an assembled composite shear wall structure and a construction method.

[0021] Figure 2 The present invention provides an overall structural side view of an assembled composite shear wall structure and a construction method thereof.

[0022] Figure 3 A schematic diagram of the steel bar combination of an assembled composite shear wall structure and a construction method provided by the present invention.

[0023] Figure 4 A schematic diagram of anchor steel bar holes reserved on the top surface of a foundation of an assembled composite shear wall structure and a construction method provided by the present invention.

[0024] Explanation of the reference numerals in the accompanying drawings: 1. Prefabricated wall; 2. Diverter pipe; 3. Window; 4. Corrugated pipe; 5. Connection groove; 6. Vertical square hole; 7. Vertical steel cage; 8. Horizontal steel cage; 9. Vertical distribution steel bars; 10. Horizontal distribution steel bars; 11. Hoops; 12. Horizontal concave groove; 13. Reserved holes for anchoring steel bars. DETAILED DESCRIPTION

[0025] In order to make the purpose, technical solutions and advantages of the embodiments of the present invention clearer, the technical solutions in the embodiments of the present invention will be clearly and completely described below. Obviously, the described embodiments are part of the embodiments of the present invention, not all of the embodiments. Based on the embodiments of the present invention, all other embodiments obtained by ordinary technicians in this field without creative work are within the scope of protection of the present invention. Unless otherwise defined, the technical terms or scientific terms used herein should be understood by people with general skills in the field to which the present invention belongs. "Including" and similar words used in this article mean that the elements or objects appearing before the word include the elements or objects listed after the word and their equivalents, without excluding other elements or objects.

[0026] The embodiment of the present invention provides a prefabricated composite shear wall structure wall and construction method, including a prefabricated wall 1 and a supporting assembly for supporting the prefabricated wall 1, and also including a reserved anchor steel bar hole 13 for fixing the bottom of the prefabricated wall. The prefabricated wall 1 is provided with a vertical square hole 6, a transverse concave groove 12, a diverter pipe 2, a window 3, a connecting groove 5, and a corrugated pipe 4. The supporting assembly includes a vertical steel bar cage 7 and a transverse steel bar cage 8. The vertical square hole 6 is located on the left and right sides of the prefabricated wall 1 body, and the vertical steel bar cage 7 is placed in the vertical square hole 6. The transverse concave groove 12 is located at the upper end of the prefabricated wall 1, and the transverse steel bar cage 8 is placed in the transverse concave groove 12. The diverter pipe 2 is located below the prefabricated wall 1 body, one end of the diverter pipe 2 is connected to the vertical square hole 6, and the other end intersects with the connecting groove 5 and the corrugated pipe 4 below the window 3, and the corrugated pipe 4 is connected to the port below the window sill.

[0027] See also Figure 1 Figure 2Before hoisting and installing the prefabricated wall 1, it is necessary to manually align the vertical reserved anchor steel bar holes between adjacent layers and extend them into the vertical square holes 6 reserved in the prefabricated wall 1 body, so that the anchor steel bars are directly overlapped with the vertical steel bar cage 7. Therefore, a specially processed magnet is set at the end of the vertical reserved anchor steel bar hole between adjacent layers, and at the same time, an iron that can be attracted by the magnet is set at the end of the vertical steel bar cage 7, so that the alignment is simple and fast. The beam-column type connecting steel bar cage is composed of two vertical steel bar cages 7 symmetrically arranged in the prefabricated wall 1 body and a beam-type connecting steel bar cage arranged horizontally at the groove at the upper end of the prefabricated wall 1 body, so as to improve the shear wall's force-bearing performance. Specifically, the minimum thickness of the prefabricated wall 1 body is 200mm. In this embodiment, the thickness of the prefabricated wall 1 is 240mm. The long side of the vertical opening hole for placing the beam-column type connecting steel bar cage is perpendicular to the thickness direction of the prefabricated wall 1 body, and the width direction of the horizontal concave groove 12 is parallel to the thickness direction of the prefabricated wall 1 body. The dimensions of the vertical square hole 6 and the transverse concave groove 12 are as follows: the long side of the vertical square hole 6 is 500mm, the width is 150mm, the width of the transverse concave groove 12 is 150mm, and the height is 350mm, which meets the requirements of reserved square holes and transverse concave grooves 12 in accordance with the design and meet the requirements of concrete pouring. The vertical square hole 6 can reduce the weight of the prefabricated wall 1, avoiding excessively high costs for hanging walls, or construction difficulties caused by excessive weight.

[0028] In some embodiments, the prefabricated wall 1 is pre-embedded with steel meshes near both sides of the wall surface, and the steel meshes include vertical distribution steel bars 9 and transverse distribution steel bars 10 that are cross-arranged.

[0029] In fact, the steel mesh in the prefabricated wall 1 is composed of cross-arranged transverse distribution steel bars 10 and longitudinal distribution steel bars, and the cross-arranged vertical distribution steel bars 9 and transverse distribution steel bars 10 can enhance the shear resistance of the prefabricated wall 1. The thickness of the protective layer between the transverse distribution steel bars 10 and the vertical distribution steel bars 9 and the wall surface is 15 mm, and the diameter of the distribution steel bars can be 8 mm, 10 mm, 12 mm, or 14 mm. Specifically, the steel bar diameter is 10 mm.

[0030] In some embodiments, the vertical steel cage 7 and the transverse steel cage 8 are connected at the intersection node by means of stirrups 11 for encryption.

[0031] In fact, the density of stirrups 11 in beam-column connection steel bar nodes can effectively improve the bearing capacity of the nodes and enhance the ductility and seismic performance of the nodes.

[0032] In some embodiments, the square specifications of the vertical square holes 6 in the prefabricated wall 1 are consistent with the square specifications of the vertical steel cage 7 .

[0033] In fact, during construction, the prefabricated wall 1 can be sleeved onto the vertical steel cage 7 through the vertical square holes 6, so that the prefabricated wall 1 can be quickly fixed, thereby reducing the construction time.

[0034] In some embodiments, the distance between the steel mesh in the prefabricated wall 1 and the wall surface of the prefabricated wall 1 is not less than 15 mm.

[0035] In fact, the distance from the steel bar surface to the wall surface is limited so that the buried depth of the distributed steel bars in the prefabricated wall 1 meets the requirement of the minimum steel bar protective layer thickness, thereby preventing the steel bars from being corroded or otherwise damaged during subsequent use.

[0036] In some embodiments, the transverse reinforcement cage 8 and the vertical reinforcement cage 7 are composed of a plurality of reinforcement bars having a length greater than that of the prefabricated wall 1 and a plurality of stirrups 11 surrounding the transverse connecting reinforcement bars.

[0037] In fact, when manufacturing the vertical steel cage 7 , the stirrups 11 can control the spacing between multiple steel bars to be uniform, which facilitates the smooth connection between the vertical square hole 6 and the vertical steel cage 7 and enhances the overall strength of the prefabricated wall 1 .

[0038] In some embodiments, the ground to which the prefabricated wall 1 is connected is provided with reserved anchoring steel bar holes, and the specifications of the reserved anchoring steel bar holes are consistent with the specifications of the vertical steel bar cage 7.

[0039] In fact, during construction and assembly, the reserved anchoring steel bar holes can quickly fix the vertical steel bar cage 7 on the ground, and then fix the prefabricated wall 1 on the ground, and magnets are provided in the reserved anchoring steel bar holes to facilitate effective overlap between the vertical steel bar cage 7 and the reserved anchoring steel bar holes.

[0040] The present invention provides a prefabricated composite shear wall structure and a construction method, comprising the following steps:

[0041] S1. According to the size requirements of the vertical square hole 6 and the horizontal concave groove 12 and the angle requirements of the diverter pipe 2, the shear wall is prefabricated in the prefabrication plant, and the volume hollow ratio of the prefabricated wall 1 is not less than 25%. At the same time, a 5mm deep and 55mm wide tongue and groove is reserved at the edge of the prefabricated wall 1.

[0042] S2, hoisting the prefabricated wall 1, hoisting the prefabricated wall 1 to the installation position, putting magnets on the ends of the vertical reserved anchor steel bar holes between adjacent layers, and then aligning them with the vertical square holes 6.

[0043] S3, lowering the beam-column connection steel cage. After the beam-column connection steel cage is tied on site, the vertical steel cage 7 and the transverse steel cage 8 are lowered. The ends of the vertical connection steel bars of the column connection steel cage are covered with iron that can be attracted by a magnet so as to effectively overlap with the vertical reserved anchor steel holes between adjacent layers.

[0044] S4, pouring concrete in the reserved holes of the precast wall 1, after completing the lowering of the column-type steel cage in S3 and the overlapping of the vertical steel bars with the structural floor steel bars, pouring concrete in the vertical square holes 6 and the horizontal concave grooves 12, and pouring concrete in the pouring opening reserved in the window 3 at the same time, so that the concrete in the left and right vertical square holes 6, the diverter pipe 2, the corrugated pipe 4 and the connecting groove of the precast wall 1 is poured at the same time, and vibrated and compacted;

[0045] S5, pouring the post-casting area, supporting the formwork for the overlapping parts of the adjacent precast walls 1, and then pouring concrete;

[0046] S6: Curing: Curing the poured concrete until the concrete is dry and formed. In some embodiments, the vertical square holes 6, the transverse concave grooves 12, the oblique diversion pipes 2, the corrugated pipes 4 and the connecting grooves 5 in the prefabricated wall are cast in situ using high-performance UHPC concrete with enhanced toughness.

[0047] In fact, the raw materials of the toughness-enhanced high-performance UHPC concrete are: ordinary Portland cement, silica fume, quartz sand, steel fiber, polypropylene fiber, high-efficiency water reducer and water. Among them, the mass ratio of ordinary Portland cement, silica fume, 10-70 mesh quartz sand and 400 mesh quartz sand is 1:0.3:1.08:0.09, and the water-binder ratio is 0.18; the volume content of polypropylene fiber is 3.00%, and the steel fiber content is initially selected as 1.00%, 2.00% and 3.00%. The optimal steel fiber content is finally determined through the following experimental verification.

[0048] In some embodiments, the steel fiber is the most commonly used fiber in UHPC due to its high tensile strength.

[0049] In fact, the appropriate steel fiber content has different degrees of improvement on the compressive strength, crack resistance, tensile strength and toughness of UHPC. The steel fiber used in this embodiment is a round straight copper-plated steel fiber produced by Zhenqiang High Performance Materials (Jiangsu) Co., Ltd. The steel fiber length is 13mm and the diameter is 0.20mm. In the experiment described in this embodiment, three steel fiber content of 1.00%, 2.00% and 3.00% were preliminarily designed, and the final steel fiber content was determined through experiments.

[0050] In this example, a total of 27 UHPC specimens were designed for the experiment, with different sizes: 9 cubic specimens (100mm×100mm×100mm) for analyzing the cubic compressive strength of three different steel fiber contents; 9 prism specimens (100mm×100mm×300mm) for analyzing the axial compressive performance of three different steel fiber contents; and 9 prism specimens (100mm×100mm×400mm) for exploring the flexural strength of three different steel fiber contents. The detailed information of all specimens is shown in the following table:

[0051] Table 1 Test piece information

[0052]

[0053] Note: Take "CS-W0.18-SF1-T20" as an example

[0054] The first part "CS", "AS" and "FS" are defined according to the test method. "CS" corresponds to the cubic compression test. "AS" corresponds to the axial compression test. "FS" corresponds to the four-point bending test.

[0055] The second part "W0.18" means that the water-cement ratio of the specimen is 0.18.

[0056] The third part "SF1" indicates that the steel fiber content is 1%.

[0057] In the experiment of this embodiment, three sizes of UHPC specimens with different steel fiber content (1.00%, 2.00%, 3.00%) were subjected to cube compression test, axial compression test and four-point bending test. To ensure the accuracy and scientificity of the results, three specimens of the same specifications were used for repeated experiments in each group of experiments, and the final experimental results were taken as the average of the three. The specific experimental content and loading process are as follows:

[0058] The cubic compression test uses a 100mm×100mm×100mm cubic specimen and is loaded by a 5000KN electro-hydraulic servo pressure testing machine. The surface of the specimen and the upper and lower pressure plates of the press are wiped clean, and the side of the specimen when it is formed is used as the pressure surface. The position is adjusted so that the center of the specimen is aligned with the center of the lower pressure plate of the press before loading. During the test, the load is applied continuously and evenly, and the loading speed is 1.4MPa / s.

[0059] The axial compression test uses a 100mm×100mm×300mm prism specimen and is loaded with a 5000KN electro-hydraulic servo pressure testing machine. Before the test, the surfaces of both sides of the specimen are polished with a grinder to remove the uneven parts. After polishing, use an absorbent cotton ball soaked in ethanol to wipe the surface of the specimen in one direction until there is no stain on the surface of the cotton ball. Then use 502 glue to paste the strain gauge in the middle of both sides of the specimen, cover it with a layer of polytetrafluoroethylene film, and roll it with your fingers 3 to 4 times along the axis of the strain gauge to exhaust the bubbles and squeeze out the remaining glue. After the glue solidifies, slowly lift up the film to complete the strain gauge pasting.

[0060] After cleaning the surface of the test piece and the upper and lower pressure plates, place it upright on the lower pressure plate of the testing machine and align it with the center of the lower pressure plate. Take 0.5MPa as the reference load F0, 1 / 3 axial compressive strength F aTo achieve the upper limit of loading, preload twice to reduce the test error caused by the uneven surface of the specimen and the gap between the loading surface and the pressure surface. After the alignment and preload are completed, formal loading is carried out. The load is maintained for 60 seconds at the reference stress and the deformation reading is recorded. Then the load is applied to F a , hold the load for 60 seconds and record the deformation reading. During the test, the load is applied continuously and evenly, and the loading speed is 1.4MPa / s. During the test, the load and displacement are collected by the testing machine, and the longitudinal strain is collected by the DH3816 static strain acquisition system and stored in the computer.

[0061] The four-point bending test uses a 100mm×100mm×400mm prism specimen and is loaded using a 2000KN electro-hydraulic servo universal testing machine. Before the test, the surface of the specimen is wiped clean, the loading position is marked, and the side of the specimen when it is formed is used as the pressure-bearing surface. It is placed on the four-point bending fixture. During the test, the load is continuously and evenly applied at a loading speed of 1.4MPa / s.

[0062] (2) The experimental results of UHPC concrete with different steel fiber content are as follows

[0063] a. Cube compression tests were carried out on UHPC specimens with different steel fiber content. The test results are listed in Table 2.

[0064] Table 2 Compressive test results of UHPC cubes with different steel fiber content

[0065]

[0066] b. Axial compressive strength tests were carried out on UHPC specimens with different steel fiber content. The test results are listed in Table 3.

[0067] Table 3 Results of axial compression test of UHPC with different steel fiber content

[0068]

[0069] c. Four-point bending tests were carried out on UHPC specimens with different steel fiber content, and the test results are listed in Table 4.

[0070] Table 3-4 Results of four-point bending test of UHPC with different steel fiber content

[0071]

[0072] The following features can be found from the above experimental results:

[0073] In the cube compression test, the cube compressive strength of the UHPC concrete specimen with a steel fiber content of 2.00% increased by 15.00% compared with that of the UHPC concrete specimen with a steel fiber content of 1.00%, and the cube compressive strength of the UHPC concrete specimen with a steel fiber content of 3.00% increased by 30.12% compared with that of the UHPC concrete specimen with a steel fiber content of 1.00%.

[0074] In the axial compression test, the axial compressive strength of the UHPC concrete specimen with a steel fiber content of 2.00% increased by 6.96% compared with the axial compressive strength of the UHPC concrete specimen with a steel fiber content of 1.00%, and the axial compressive strength of the UHPC concrete specimen with a steel fiber content of 3.00% increased by 13.77% compared with the axial compressive strength of the UHPC concrete specimen with a steel fiber content of 1.00%.

[0075] In the four-point bending test, the flexural strength of the UHPC concrete specimens with a steel fiber content of 2.00% increased by 12.76% compared with the flexural strength of the UHPC concrete specimens with a steel fiber content of 1.00%, and the axial flexural strength of the UHPC concrete specimens with a steel fiber content of 3.00% increased by 38.12% compared with the flexural strength of the UHPC concrete specimens with a steel fiber content of 1.00%.

[0076] Based on the above experimental results, it can be seen that when the amount of steel fiber added increases, the compressive strength, axial compressive strength and flexural strength of UHPC are significantly enhanced. Among them, when the flexural strength is increased from 2.00% to 3.00% of steel fiber added, the flexural strength is significantly enhanced, increasing by 25.36%. At the same time, under the premise of ensuring the superior mechanical properties of the prefabricated shear wall, in order to consider factors such as construction cost and green sustainable development, this embodiment finally selects the steel fiber addition amount in UHPC as 2.00%.

[0077] Although the embodiments of the present invention are described in detail above, it is obvious to those skilled in the art that various modifications and variations can be made to these embodiments. However, it should be understood that such modifications and variations are within the scope and spirit of the present invention as described in the claims. Moreover, the present invention described herein may have other embodiments and may be implemented or realized in a variety of ways.

Claims

1. An assembled composite shear wall structure and a construction method, It is characterized in that It includes a prefabricated wall and a supporting component for supporting the prefabricated wall, and also includes a reserved anchor steel bar hole for fixing the bottom of the prefabricated wall. The prefabricated wall is provided with a vertical square hole, a horizontal concave groove, a diverter pipe, a window, a connecting groove, and a corrugated pipe. The supporting component includes a vertical steel bar cage and a horizontal steel bar cage. The vertical square hole is located on the left and right sides of the prefabricated wall, and the vertical steel bar cage is placed in the vertical square hole. The horizontal concave groove is located at the upper end of the prefabricated wall, and the horizontal steel bar cage is placed in the horizontal concave groove. The diverter pipe is located below the prefabricated wall. One end of the diverter pipe is connected to the vertical square hole, and the other end intersects with the connecting groove and the corrugated pipe below the window. The corrugated pipe is connected to the port below the window sill.

2. An assembled composite shear wall structure and construction method according to claim 1, It is characterized in that The prefabricated wall is pre-embedded with steel meshes on both sides close to the wall surface, and the steel meshes include vertical distribution steel bars and transverse distribution steel bars that are cross-arranged.

3. An assembled composite shear wall structure and construction method according to claim 2, It is characterized in that The vertical steel cage is connected to the intersection node of the horizontal steel cage by means of stirrup densification measures.

4. An assembled composite shear wall structure and construction method according to claim 3, It is characterized in that The square specifications of the vertical square holes in the prefabricated wall are consistent with the square specifications of the vertical steel cage.

5. An assembled composite shear wall structure and construction method according to claim 4, It is characterized in that The distance between the steel mesh in the prefabricated wall and the wall surface of the prefabricated wall is not less than 15 mm.

6. An assembled composite shear wall structure and construction method according to claim 5, It is characterized in that The transverse connection steel bar cage is composed of two groups of transverse connection steel bars along the length direction of the prefabricated wall and stirrups surrounding the transverse connection steel bars.

7. An assembled composite shear wall structure and construction method according to claim 6, It is characterized in that The ground where the prefabricated wall butts against is provided with vertical reserved anchor steel bar holes, and the specifications of the reserved anchor steel bar holes are consistent with those of the vertical steel bar cage.

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