A double-sided unequal-thickness concrete confined steel plate shear wall and a construction method thereof

Abstract

The application discloses a kind of double-side unequal-thickness concrete confined steel plate shear wall and its construction method, including steel plate, formwork located at the two sides of steel plate, steel plate buckling correction device for correcting the bending position of steel plate, formwork reinforcing mechanism for fixing formwork, three-way pipe shunt pouring device for adjusting the concrete flow rate of the two sides of steel plate;Formwork reinforcing mechanism includes vertical square steel pipe, double-channel steel joist located outside vertical square steel pipe, gap through the middle of double-channel steel joist and formwork and steel plate upper opening hole screw rod assembly;Three-way pipe shunt pouring device includes three-way pipe fixed on the top of steel plate shear wall, soft pipe connected with two branch pipes of three-way pipe, adjusting valve installed on two branch pipes.The application can guarantee the flatness and perpendicularity requirements of steel plate installation, while the structure of the device is simple, easy to operate, and can be repeated, effectively avoiding the deformation problem of steel plate caused by the inconsistent lateral pressure of left and right sides of steel plate.

Description

Technical Field

[0001] The present invention relates to the technical field of building construction, and in particular to a double-sided unequal-thickness concrete-constrained steel plate shear wall and a construction method thereof. Background Art

[0002] Concrete-confined steel plate shear wall assemblies utilize thin steel plates embedded within concrete shear walls, compensating for the limited ductility of conventional concrete shear walls. The thickness of the steel plates can be varied based on load calculation requirements. This type of wall boasts high bearing capacity, light weight, and excellent shear resistance, making it particularly suitable for high-rise and super-high-rise buildings in high-intensity zones and is experiencing increasing adoption.

[0003] The overall construction process of a steel plate shear wall consists of four stages: steel plate hoisting and splicing, reinforcement arrangement and steel plate-rebar welding, formwork reinforcement, and concrete pouring. The key challenges of steel plate shear wall construction are the establishment of the reinforcement system, deformation control during steel plate hoisting and splicing, and control of the formwork concrete pouring process. Summary of the Invention

[0004] Based on the above-mentioned deficiencies in the existing technology, the technical problem to be solved by the present invention is to provide a double-sided unequal thickness concrete-constrained steel plate shear wall and a construction method thereof, which can ensure the flatness and verticality requirements of the steel plate installation. At the same time, the device has a simple structure, simple operation, and repeatable turnover. During the concrete pouring process, the concrete liquid level on both sides is always maintained at the same horizontal elevation, effectively avoiding the steel plate deformation problem caused by inconsistent lateral pressure on the left and right sides of the steel plate.

[0005] In order to achieve the above-mentioned purpose, the present invention adopts the following technical measures:

[0006] The double-sided unequal thickness concrete-constrained steel plate shear wall of the present invention includes a steel plate, a formwork located on both sides of the steel plate, a steel plate buckling correction device for correcting the bending position of the steel plate, a formwork reinforcement mechanism for fixing the formwork, and a three-way conduit diversion casting device for adjusting the concrete flow rate on both sides of the steel plate; the formwork reinforcement mechanism includes a vertical square steel pipe fixed to the outside of the steel plate, a double-slot steel support beam located on the outside of the vertical square steel pipe, and a screw rod assembly passing through the gap in the middle of the double-slot steel support beam and the openings on the formwork and the steel plate; the three-way conduit diversion casting device includes a three-way conduit fixed to the top upper mouth of the steel plate shear wall through a bracket, a soft conduit connected to the two branches of the three-way conduit, and a regulating valve installed on the two branches of the three-way conduit, and the outlets of the two soft conduits extend into the gap between the steel plate and the formwork.

[0007] Preferably, the screw assembly includes a screw, a convex screw plug threadedly connected to the end of the screw, a screw nut threadedly connected to the convex screw plug, and a nut positioning ring threadedly connected to the screw and located on both sides of the steel plate. The convex screw plug clamps the two side flanges of the double-slot steel support beam, and then is tightened with a screw nut.

[0008] Furthermore, each screw rod is provided with four nut positioning rings, the two nut positioning rings in the middle are used to fix the screw rod on the steel plate, and the two nut positioning rings on both sides are used to limit the installation of the template so that the concrete on the left and right sides of the steel plate have different thicknesses.

[0009] As shown above, each screw rod is equipped with 4 nut positioning rings, and the screw rod is fixed to the steel plate through the 2 middle nut positioning rings. According to the thickness of the concrete on the left and right sides, the position of the nut positioning rings on both sides is adjusted to constrain the movement of the formwork, replacing the traditional cement support sticks to achieve the effect of formwork support.

[0010] Furthermore, the steel plate buckling correction device includes bolts distributed in a matrix on both sides of the steel plate and an open-hole square steel tube with bolt clamping holes. The bolts are clamped into the convex bolt clamping holes in a whole row or column, and steel wedges are inserted at intervals in the gap formed by the steel plate and the open-hole square steel tube. With the open-hole square steel tube as the reference plane, the steel wedges are hammered to uniformly correct the bending position of the steel plate.

[0011] Preferably, the vertical square steel tubes are fixed on the template with angle brackets and self-tapping screws as vertical ribs, and the horizontal spacing of the vertical square steel tubes is 300 mm; the double-slot steel joists are used as horizontal cross ribs, and the vertical spacing of the horizontal double-slot steel joists is 900 mm.

[0012] Furthermore, both sides of the steel plate are welded to the steel column for restraint, and the upper and lower sides of the steel plate are positioned and fixed using C-shaped edge beams.

[0013] Accordingly, the present invention also provides a method for constructing a double-sided unequal thickness concrete-constrained steel plate shear wall, the steps of which are:

[0014] Step 1: The steel plates are processed and transported to the site for assembly and welding to form the steel plate assembly welds. The two sides of the steel plates are welded to the steel column for restraint. The upper and lower sides of the steel plates are positioned and fixed with C-shaped edge beams.

[0015] Step 2: Cut convex bolt holes on the perforated square steel tube. The bolt holes are spaced at the same distance as the bolts on the side of the steel plate. In the area of ​​the steel plate where deformation needs to be corrected, insert the bolts into the convex bolt holes in a row or column. Insert steel wedges at intervals into the gap between the steel plate and the perforated square steel tube. Using the perforated square steel tube as a reference plane, hammer the steel wedges to uniformly correct the bent position of the steel plate. After the correction is completed, the above devices can be removed one by one.

[0016] Step 3: The vertical and horizontal spacing of the screw rod assembly is 900mm*900mm. The screw rod assembly is positioned away from the position of the bolts on the steel plate. A unified layout is formed into a detailed drawing. During the factory production process, the screw rod holes are directly reserved on the steel plate according to the detailed drawing.

[0017] Step 4: After the steel plate is installed, the steel plate shear wall is reinforced;

[0018] Step 5. First, pass the screw of the screw assembly through the screw hole through the steel plate, then set a nut positioning ring on both sides of the steel plate and tighten it to fix the screw on the steel plate. Then, according to the thickness of the concrete on the left and right sides of the steel plate, install another nut positioning ring to limit the installation of the template. Finally, according to the detailed drawing of the screw hole layout in step 3, drill the template according to the same module and align it directly with the screw hole to assemble the template as a whole.

[0019] Step 6. Use angle brackets and self-tapping screws to fix the vertical square steel pipes on the template as vertical ribs. The horizontal spacing of the vertical square steel pipes is 300mm. After all the vertical square steel pipes on one side are installed, the entire template is uniformly calibrated to ensure verticality and flatness.

[0020] Step 7: Set horizontal cross bracing on the outside of the vertical square steel tube. The horizontal cross bracing adopts No. 8 double-slot steel joist. The screw rod passes through the gap in the middle of the double-slot steel joist. The vertical spacing of the horizontal double-slot steel joist is 900mm, which is the same as the spacing of the screw rod.

[0021] Step 8: After the horizontal double-slot steel joist is installed, use a convex screw plug at the end of the screw to clamp the two side flanges of the double-slot steel joist, and then use a screw nut to tighten the force;

[0022] Step 9. Repeat steps 6, 7, and 8 to reinforce the template on the other side.

[0023] Step 10: Use C50 high-performance self-compacting concrete for the steel plate shear wall;

[0024] Step 11: Before pouring concrete, fix the three-way conduit to the upper opening of the top of the steel plate shear wall through a bracket, place the two branches of the three-way conduit on both sides of the steel plate, insert the soft conduit connected to the branch into the gap between the steel plate and the formwork, and use a concrete placing boom, tower crane, or concrete pumping truck to guide the concrete into the funnel on the top of the three-way conduit. According to the different thicknesses of the outer concrete on both sides, adjust the size of the regulating valves installed on the two branches to ensure that the concrete liquid level on both sides of the steel plate is always maintained at the same level during the concrete pouring process. Use a small hammer to hit the formwork during the concrete pouring process to ensure that the concrete is filled;

[0025] Step 12: After the concrete strength reaches the requirements for demolding, the formwork is removed and the steel plate shear wall is formed.

[0026] From the above, the beneficial effects of the double-sided unequal thickness concrete-confined steel plate shear wall and its construction method of the present invention are as follows:

[0027] 1. The steel plate buckling correction device of the present invention can achieve non-destructive correction without the need for drilling holes and can be used repeatedly.

[0028] 2. After optimization, the screw rod of the present invention is reinforced with a large diameter screw rod of 20, which increases the vertical and horizontal spacing of the screw rod. Through the unified layout deepening, the influence of the screw rod opening on the integrity of the steel plate structure is minimized. At the same time, compared with the traditional steel plate wall screw rod, it avoids the influence of steel plate deformation caused by welding and shortens the on-site operation time.

[0029] 3. Compared with the traditional cement support rods, which have the disadvantages of being dense and affecting the concrete pouring and easy to fall off during vibration, the screw rod of the present invention is equipped with 4 nut positioning rings, and the screw rod is fixed to the steel plate through the two middle nut positioning rings. The position of the nut positioning rings on both sides is adjusted according to the concrete thickness on the left and right sides to constrain the movement of the formwork, thereby replacing the traditional cement support rods to achieve the effect of formwork support.

[0030] 4. The formwork reinforcement mechanism of the present invention adopts a combination of vertical square steel pipes and double-slot steel joists. The formwork reinforcement mechanism has high rigidity and small deformation, effectively solves common quality problems such as formwork running, and has a good concrete forming effect.

[0031] 5. The concrete pouring of the present invention adopts a three-way conduit diversion pouring device with adjustable flow. By adjusting the valve sizes of the left and right branches respectively, the concrete flow rate of the left and right branches can be adjusted at will, so that the rising rate of concrete of different thicknesses on both sides of the steel plate remains consistent, thereby avoiding the deformation of the steel plate and the expansion and explosion of the mold caused by the uneven side pressure of the concrete on both sides of the steel plate.

[0032] 6. The present invention is simple to operate and has a short construction period. The present invention conducts an in-depth analysis of the key points and difficulties in the construction process of the steel plate shear wall at each stage, and formulates technically reasonable and economically feasible measures in stages based on the actual situation of the construction site. By designing a detachable and revolving steel plate buckling correction device, the flatness and verticality requirements of the steel plate installation are guaranteed. At the same time, the device is simple in structure, easy to operate, and can be repeatedly turned over. By increasing the diameter of the screw rod and reducing the spacing between the screw rods, screw rod holes are directly reserved on the steel plate during the factory production process, reducing the number of steel plate openings by 50%, and avoiding welding between the screw rod and the steel plate, thus ensuring the performance requirements of the steel plate. At the same time, in order to address the uneven stress during the concrete pouring process on both sides of the steel plate, a "human" shaped three-way conduit diversion pouring device is set up. During the concrete pouring process, the concrete liquid levels on both sides are always kept at the same horizontal elevation, effectively avoiding the steel plate deformation problem caused by inconsistent lateral pressure on the left and right sides of the steel plate. BRIEF DESCRIPTION OF THE DRAWINGS

[0033] The drawings described herein are used to provide further understanding of the present application and constitute a part of the present application. The illustrative embodiments of the present application and their descriptions are used to explain the present application and do not constitute improper limitations on the present application.

[0034] Figure 1 It is a schematic diagram of steel plate positioning of the present invention;

[0035] Figure 2 This is a schematic diagram of the connection between the perforated square steel pipe and the bolts of the present invention;

[0036] Figure 3 is a plan view of the steel plate buckling correction device of the present invention;

[0037] Figure 4 Schematic diagram of the arrangement of the screw rod assembly and the template reinforcement mechanism of the present invention;

[0038] Figure 5 It is a layout and layout deepening drawing of the screw rod assembly of the present invention;

[0039] Figure 6 is a cross-sectional view of a steel plate shear wall according to the present invention;

[0040] Figure 7 It is a structural schematic diagram of the template reinforcement mechanism of the present invention;

[0041] Figure 8 This is a schematic structural diagram of the angle bracket connecting the steel plate and the vertical square steel pipe of the present invention;

[0042] Figure 9 This is a schematic diagram of the connection of the convex screw plug of the present invention;

[0043] Figure 10It is a structural schematic diagram of the three-way conduit diversion casting device of the present invention.

[0044] In the figure: 1-steel plate; 2-steel column; 3-edge beam; 4-steel plate assembly welding seam; 5-perforated square steel pipe; 6-steel wedge; 7-bolt; 8-bolt clamping hole; 9-vertical square steel pipe; 10-double-slot steel support beam; 11-screw assembly; 12-template; 13-nut locating ring; 14-convex screw plug; 15-screw nut; 16-tee conduit; 17-regulating valve; 18-soft conduit; 19-bracket; 20-angle code; 21-self-tapping screw. DETAILED DESCRIPTION

[0045] Next, combine Figures 1 to 10 The double-sided unequal thickness concrete-confined steel plate shear wall and its construction method provided by the present invention are introduced in detail.

[0046] like Figure 1-10 As shown, the double-sided unequal-thickness concrete-constrained steel plate shear wall of the present invention includes a steel plate 1, formwork 12 located on either side of the steel plate 1, a steel plate buckling correction device for correcting the bending position of the steel plate 1, a formwork reinforcement mechanism for securing the formwork 12, and a three-way conduit diversion pouring device for regulating the concrete flow rate on both sides of the steel plate 1. The two sides of the steel plate 1 are welded to the steel frame columns 2 for restraint, and the upper and lower sides of the steel plate 1 are positioned and fixed using C-shaped edge beams 3.

[0047] The formwork reinforcement mechanism includes vertical square steel tubes 9 fixed to the outside of the steel plate 1, double-slot steel joists 10 located outside the vertical square steel tubes 9, and a screw assembly 11 that passes through the gap between the double-slot steel joists 10 and the openings in the formwork 12 and the steel plate 1. The vertical square steel tubes 9 are fixed to the formwork 12 using angle brackets 20 and self-tapping screws 21 as vertical ribs, with a horizontal spacing of 300mm. The double-slot steel joists 10 serve as horizontal ribs, with a vertical spacing of 900mm.

[0048] The three-way conduit diversion pouring device of the present invention includes a three-way conduit 16 fixed to the top upper end of the steel plate shear wall by a bracket 19, a soft conduit 18 connected to the two branches of the three-way conduit 16, and a regulating valve 17 installed on the two branches of the three-way conduit 16. The outlets of the two soft conduits 18 extend into the gap between the steel plate 1 and the template 12.

[0049] The screw rod assembly 11 of the present application comprises a screw rod, a male screw rod plug 14 threaded with the end of the screw rod, a screw rod nut 15 threaded with the male screw rod plug 14, and nut positioning rings 13 threaded with the screw rod and respectively located at both sides of the steel plate 1. The male screw rod plug 14 clamps the two side flanges of the double-groove steel joist 10, and the screw rod nut 15 is tightened afterwards. Four nut positioning rings 13 are provided on each screw rod. The two nut positioning rings 13 in the middle are used to fix the screw rod on the steel plate 1, and the two nut positioning rings 13 at the two sides are used to limit the installation of the formwork 12 so that the concrete on the left and right sides of the steel plate 1 has different thicknesses.

[0050] The steel plate buckling correction device of the present application comprises studs 7 distributed on the two side surfaces of the steel plate 1, and a perforated square steel tube 5 with stud clamping holes 8. The studs 7 are clamped in the whole row or whole column of the convex stud clamping holes 8. Steel wedges 6 are inserted in the gap formed between the steel plate 1 and the perforated square steel tube 5. The perforated square steel tube 5 is used as a reference surface. The position of the bent steel plate 1 is uniformly corrected by hammering the steel wedges 6.

[0051] Correspondingly, the present application also provides a construction method of the double-side unequal-thickness concrete confined steel plate shear wall as described above, comprising the following steps:

[0052] Step 1: The steel plate is processed in the factory, transported to the site for installation, and installed in sections. Considering that the overall size of the steel plate is large and the thickness of the steel plate is thin, the steel plate is segmented in the factory and spliced on site in the form of a cut-through fusion welding. Figure 1 The steel plate 1 is processed in the factory, transported to the site for splicing and welding, forming a steel plate splicing and welding seam 4. The two sides of the steel plate 1 are welded and constrained with the steel column 2. The upper and lower sides of the steel plate 1 are positioned and fixed with the C-shaped edge beam 3.

[0053] Step 2: As shown in Figure 2 , Figure 3 , the convex stud clamping hole 8 is formed by cutting the perforated square steel tube 5 (100*50*3mm). The stud clamping hole 8 and the stud 7 on the side surface of the steel plate 1 have the same interval. The studs 7 are clamped in the whole row or whole column of the convex stud clamping hole 8 in the area of the steel plate that needs to be corrected. The steel wedges 6 are inserted in the gap formed between the steel plate 1 and the perforated square steel tube 5. The perforated square steel tube 5 is used as a reference surface. The position of the bent steel plate 1 is uniformly corrected by hammering the steel wedges 6. After the correction is completed, the above device can be removed one by one.

[0054] Step 3: As shown in Figure 4 and Figure 5As shown, the traditional φ14 screw rod is enlarged and replaced with a φ20 screw rod assembly 11. The vertical and horizontal spacing of the screw rod assembly 11 is 900mm*900mm. The positioning of the screw rod assembly 11 avoids the position of the bolt 7 on the steel plate 1. The layout is unified to form a detailed drawing. During the factory production process, the screw rod hole is directly reserved on the steel plate 1 according to the detailed drawing.

[0055] Step 4: After the steel plate 1 is installed, the steel plate shear wall is reinforced. Refer to the structural design drawings for detailed reinforcement specifications and spacing. The steel plate shear wall ends are densely reinforced, with a high number of stirrups and tie bars. When encountering the steel plate wall, these bars must be inserted through the reinforcement holes. Some stirrups must be cut and welded to ensure closed stirrups. The requirements are the same as for steel frame joints. Tie bars on the inside of the wall are tied to the structural reinforcement on the inside of the steel plate wall to ensure the integrity of the reinforcement skeleton.

[0056] Step 5: Figure 6 As shown, the screw of the screw assembly 11 is first passed through the steel plate 1 through the screw hole, and then a nut positioning ring 13 is set on both sides of the steel plate 1 and tightened to fix the screw on the steel plate 1. Subsequently, a nut positioning ring 13 is installed according to the thickness of the concrete on the left and right sides of the steel plate 1 to limit the installation of the template 12. Finally, according to the detailed drawing of the screw hole layout in step 3, the template 12 is opened according to the same module, and the template 12 is directly aligned with the screw hole for overall assembly.

[0057] Step 6: Figure 7 ,like Figure 8 As shown, the vertical square steel pipes 9 are fixed on the template 12 as vertical ribs using angle codes 20 and self-tapping screws 21. The vertical square steel pipes 9 are arranged at a horizontal spacing of 300 mm. After all the vertical square steel pipes on one side are installed, the entire template 12 is uniformly corrected to ensure verticality and flatness.

[0058] Step 7: Set horizontal cross ribs on the outside of the vertical square steel tube 9. The horizontal cross ribs use No. 8 double-slot steel joists 10. The screw rods pass through the gap in the middle of the double-slot steel joists 10. The vertical spacing of the horizontal double-slot steel joists 10 is 900mm, which is the same as the spacing of the screw rods.

[0059] Step 8: Figure 9 As shown, after the horizontal double-slot steel joist 10 is installed, the end of the screw uses a convex screw plug 14 to clamp the two side flanges of the double-slot steel joist 10, and then uses a screw nut 15 to tighten it to apply force.

[0060] Step 9. Repeat steps 6, 7, and 8 to reinforce the template on the other side.

[0061] Step 10: The steel plate shear wall adopts C50 high-performance self-compacting concrete. The water-cement ratio is determined according to calculation. The coarse aggregate adopts continuous grading. The maximum nominal particle size should not be greater than 16mm. The slump expansion is 760-850mm.

[0062] Step 11: Figure 10 As shown, before pouring concrete, the three-way conduit 16 is fixed to the upper opening of the top of the steel plate shear wall through the bracket 19, and the two branches of the three-way conduit 16 are placed on both sides of the steel plate 1. The soft conduit 18 connected to the branch is inserted into the gap between the steel plate 1 and the template 12. The concrete is introduced into the funnel on the top of the three-way conduit 16 by a placing machine, a tower crane, and a concrete pumping truck. According to the different thicknesses of the outer concrete on both sides, the size of the regulating valve 17 installed on the two branches is adjusted so that the concrete liquid level on both sides of the steel plate 1 is always maintained at the same horizontal elevation during the concrete pouring process. During the concrete pouring process, a small hammer is used to knock on the template 12 to ensure that the concrete is filled. The hammering force should not be too strong to prevent segregation of the self-compacting concrete.

[0063] Step 12: After the concrete strength reaches the requirements for demolding, the formwork 12 is removed and the steel plate shear wall is formed.

[0064] The above description is only a specific embodiment of the present invention, but the scope of protection of the present invention is not limited thereto. Any changes or substitutions that can be understood by anyone familiar with the technology within the technical scope disclosed by the present invention should be included in the scope of the present invention.

Claims

1. A double-sided unequal thickness concrete-confined steel plate shear wall, characterized in that: It comprises a steel plate (1), templates (12) located on both sides of the steel plate (1), a steel plate buckling correction device for correcting the bending position of the steel plate (1), a template reinforcement mechanism for fixing the template (12), and a three-way conduit diversion pouring device for adjusting the concrete flow rate on both sides of the steel plate (1); The template reinforcement mechanism comprises a vertical square steel tube (9) fixed to the outside of the steel plate (1), a double-slot steel joist (10) located outside the vertical square steel tube (9), and a screw assembly (11) passing through the gap in the middle of the double-slot steel joist (10) and the openings on the template (12) and the steel plate (1); The three-way conduit diversion pouring device comprises a three-way conduit (16) fixed to the top of the steel plate shear wall via a bracket (19), a soft conduit (18) connected to the two branches of the three-way conduit (16), and a regulating valve (17) installed on the two branches of the three-way conduit (16), wherein the outlets of the two soft conduits (18) extend into the gap between the steel plate (1) and the template (12); The screw assembly (11) includes a screw, a convex screw plug (14) threadedly connected to the end of the screw, a screw nut (15) threadedly connected to the convex screw plug (14), and a nut positioning ring (13) threadedly connected to the screw and located on both sides of the steel plate (1), wherein the convex screw plug (14) clamps the two side flanges of the double-slot steel support beam (10) and is then tightened using the screw nut (15); Each screw rod is provided with four nut positioning rings (13), the two nut positioning rings (13) located in the middle are used to fix the screw rod on the steel plate (1), and the two nut positioning rings (13) located on both sides are used to limit the installation of the template (12) so that the concrete on the left and right sides of the steel plate (1) have different thicknesses; The steel plate buckling correction device comprises bolts (7) distributed in a matrix on both sides of the steel plate (1) and an open-hole square steel tube (5) having bolt clamping holes (8), wherein the bolts (7) are clamped into the convex bolt clamping holes (8) in a row or a column, and steel wedges (6) are inserted at intervals into the gap formed between the steel plate (1) and the open-hole square steel tube (5). With the open-hole square steel tube (5) as a reference plane, the steel wedges (6) are hammered to uniformly correct the bending position of the steel plate (1).

2. The double-sided unequal thickness concrete-confined steel plate shear wall according to claim 1 is characterized in that: The vertical square steel tubes (9) are fixed to the template (12) as vertical ribs using angle brackets (20) and self-tapping screws (21), and the horizontal spacing of the vertical square steel tubes (9) is 300 mm; The double-groove steel joists (10) serve as horizontal cross ribs, and the vertical spacing of the horizontal double-groove steel joists (10) is 900 mm.

3. The double-sided unequal thickness concrete-confined steel plate shear wall according to claim 2, characterized in that: Both sides of the steel plate (1) are welded to the steel column (2) for restraint, and the upper and lower sides of the steel plate (1) are positioned and fixed using C-shaped edge beams (3).

4. The method for constructing a double-sided unequal thickness concrete-confined steel plate shear wall according to claim 3, characterized in that: The steps are: Step 1: The steel plate (1) is processed and manufactured in the factory and transported to the site for assembly and welding to form a steel plate assembly welding seam (4). Both sides of the steel plate (1) are welded to the steel column (2) for constraint. The upper and lower sides of the steel plate (1) are positioned and fixed using C-shaped edge beams (3); Step 2: Cut and form convex bolt holes (8) on the perforated square steel tube (5), with the bolt holes (8) and the bolts (7) on the side of the steel plate (1) at the same spacing. In the area of ​​the steel plate where the deformation needs to be corrected, insert the bolts (7) into the convex bolt holes (8) in a row or column, insert steel wedges (6) at intervals into the gap formed between the steel plate (1) and the perforated square steel tube (5), and use the perforated square steel tube (5) as a reference surface to hammer the steel wedges (6) to uniformly correct the bent position of the steel plate (1); Step 3: The vertical and horizontal spacing of the screw rod assembly (11) is 900mm*900mm, and the screw rod assembly (11) is positioned away from the position of the bolt (7) on the steel plate (1). A unified layout is formed to form a detailed drawing, and screw rod holes are directly reserved on the steel plate (1) according to the detailed drawing during the factory production process; Step 4: After the steel plate (1) is installed, the steel plate shear wall is reinforced; Step 5: First, the screw of the screw assembly (11) is passed through the screw hole through the steel plate (1), and then a nut positioning ring (13) is set on both sides of the steel plate (1) and tightened to fix the screw on the steel plate (1). Then, according to the thickness of the concrete on the left and right sides of the steel plate (1), another nut positioning ring (13) is installed to limit the installation of the template (12). Finally, according to the detailed drawing of the screw hole layout in step 3, the template (12) is opened according to the same module and directly aligned with the screw hole to assemble the template (12) as a whole; Step 6: Use angle codes (20) and self-tapping screws (21) to fix the vertical square steel pipes (9) on the template (12) as vertical ribs. The horizontal spacing of the vertical square steel pipes (9) is 300 mm. After all the vertical square steel pipes on one side are installed, the entire template (12) is uniformly calibrated to ensure verticality and flatness. Step 7, set horizontal cross bracing on the outside of the vertical square steel tube (9), the horizontal cross bracing adopts No. 8 double groove steel joist (10), the screw rod passes through the gap in the middle of the double groove steel joist (10), and the vertical spacing of the horizontal double groove steel joist (10) is 900mm with the spacing of the screw rod; Step 8: After the horizontal double-slot steel joist (10) is installed, the ends of the screws are clamped with convex screw plugs (14) to clamp the two side flanges of the double-slot steel joist (10), and then tightened with screw nuts (15) to bear the force; Step 9. Repeat steps 6, 7, and 8 to reinforce the template on the other side. Step 10: Use C50 high-performance self-compacting concrete for the steel plate shear wall; Step 11, before pouring concrete, fix the three-way conduit (16) to the upper opening of the top of the steel plate shear wall through the bracket (19), place the two branches of the three-way conduit (16) on both sides of the steel plate (1), insert the soft conduit (18) connected to the branch into the gap between the steel plate (1) and the template (12), and guide the concrete into the funnel on the top of the three-way conduit (16) through a concrete placing machine, a tower crane, and a concrete pumping truck. According to the different thicknesses of the outer concrete on both sides, the size of the regulating valve (17) installed on the two branches is adjusted so that the concrete liquid level on both sides of the steel plate (1) is always maintained at the same horizontal elevation during the concrete pouring process. During the concrete pouring process, a small hammer is used to knock the template (12) to ensure that the concrete is filled; Step 12: After the concrete strength reaches the requirements for demoulding, the formwork (12) is removed and the steel plate shear wall is formed.

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