Single-steel-plate concrete shear wall steel bar construction method

Abstract

The application discloses a single-steel-plate concrete shear wall steel bar construction method, and aims at the single-steel-plate concrete shear wall. The professional design of the shear wall steel bar distribution, the deepening design of the vertical steel bars, the stirrups and the horizontal steel bars at the corners, the reasonable segmentation and construction of the stirrup structure form, the cooperation of the steel skeleton profile steel only occupying one half of the thickness of the shear wall, the realization of the seismic requirements of the restrained edge member and the structural edge member, the great reduction of the cross section of the steel skeleton profile steel, the reduction of the building dead weight, the compliance with the requirements of light weight and rapid construction, the great reduction of the hoisting difficulty in the construction process, the reduction of the hoisting period, the great saving of the hoisting cost, the pioneering of the application of the small cross section steel skeleton profile steel on the single-steel-plate concrete shear wall and the good popularization value.

Description

Technical Field

[0001] This invention belongs to the field of single steel plate shear wall construction, and specifically relates to a method for reinforcing steel reinforcement construction of single steel plate concrete shear walls. Background Technology

[0002] Shear walls, also known as wind-resistant walls or earthquake-resistant walls, are walls in buildings or structures that primarily bear horizontal loads caused by wind or earthquakes, preventing structural damage from horizontal loads. During the construction of shear walls, various edge members are required depending on the structural characteristics of the building, such as L-shaped, T-shaped, or cross-shaped edge members. Currently, when casting edge members, concrete is typically poured onto connected stirrups, where the connection strength of the stirrups plays a crucial role in the stiffness and strength of the edge member.

[0003] Currently, the method for constructing steel reinforcement stirrups in shear walls can be referenced in patent CN105064547A, which discloses a steel plate shear wall with a connecting plate and a composite stirrup structure. This includes a shear wall and an end column connected as a single unit. The shear wall contains an internal steel plate, and the end column contains an I-beam. The internal steel plate and the I-beam are connected by welding. Several longitudinal reinforcement bars are distributed around the end column and on both sides of the web of the I-beam. The longitudinal reinforcement bars around the end column are connected and shaped by large stirrups, and the longitudinal reinforcement bars on both sides of the web of the I-beam are connected and shaped by small stirrups, forming a composite stirrup structure. Connecting strips are provided on both sides of the internal steel plate. The large stirrups are open-type structures, and their beginning and end ends are welded to the connecting strips to form closed stirrups. The small stirrups are closed-type structures, forming a composite stirrup structure without perforations.

[0004] While the aforementioned shear wall reinforcement scheme possesses certain seismic resistance, it still suffers from the following drawbacks: the combination of the steel frame and stirrups requires a large-section steel frame, resulting in a high building self-weight and foundation load. For confined edge members with higher seismic resistance requirements, the seismic performance of this structure still cannot meet the requirements. Furthermore, the construction process is difficult, with long hoisting cycles and high costs. With the increasing demands for lightweight and rapid construction, the steel frame columns need to use small-section steel members. However, if conventional steel reinforcement tying structures are used for small-section steel members, the seismic performance is difficult to meet the requirements. Therefore, reinforcement design is needed for the steel frame of small-section steel members to meet seismic requirements. Summary of the Invention

[0005] This invention provides a method for constructing reinforced concrete shear walls with single steel plates, which addresses the technical problem that the seismic performance of small-section steel members is difficult to meet requirements when using conventional steel reinforcement tying structures. Therefore, it is necessary to design the reinforcement of the steel frame of small-section steel members to meet seismic requirements.

[0006] To achieve the above objectives, the present invention adopts the following technical solution: a method for constructing reinforced concrete shear walls with single steel plates, including node detailing and construction process. The node detailing includes stirrup nodes for confined edge members, stirrup nodes for structural edge members, and horizontal distribution reinforcement nodes. The steel frame has a cross-shaped web with flanges on all four sides, and there are gaps between adjacent flanges. The width of the steel frame is half the thickness of the shear wall. The steel frame is located in the center of the corner, and the single steel plate is welded to the middle of the flange. The confined edge members at the corners have high seismic resistance requirements and employ fully enclosed stirrups. The stirrup joints of the confined edge members include shaded and unshaded areas. The structure in the shaded area includes confined steel columns, confined single plates, confined vertical reinforcement, large confined steel column stirrups, small confined steel column stirrups, and small confined unenclosed steel column stirrups. The four sides of the confined steel columns each have confined flanges, and confined single plates are welded to the middle of adjacent confined flanges to form an L-shaped corner. The constrained vertical reinforcement includes constrained large enclosed steel column vertical reinforcement, constrained small enclosed steel column vertical reinforcement, and constrained small enclosed unenclosed steel column vertical reinforcement. The constrained large enclosed steel column vertical reinforcement consists of six bars arranged at the inner corner of the L-shaped corner and four bars at the corner of the rectangle where the constrained steel column is located, with two bars overlapping. Therefore, there are a total of eight constrained large enclosed steel column vertical reinforcements. The constrained small enclosed steel column vertical reinforcement is arranged at the intersection of the outer side of the constrained flange and the line connecting the six constrained large enclosed steel column vertical reinforcements. There are eight constrained small enclosed steel column vertical reinforcements. The constrained small enclosed unenclosed steel column vertical reinforcements are arranged on the two sides of the L-shaped corner and form their own rectangles on the line connecting the six constrained large enclosed steel column vertical reinforcements located at the inner corner of the L-shaped corner. There are a total of two groups of eight constrained small enclosed unenclosed steel column vertical reinforcements. The large-enclosed steel column has two sets of stirrups, each wrapped around one of the two rectangles formed by eight vertical reinforcing bars of the large-enclosed steel column. The small-enclosed steel column has two sets of stirrups, each wrapped around one of the two rectangles formed by eight vertical reinforcing bars of the small-enclosed steel column. The small-enclosed unenclosed steel column has two stirrups, each wrapped around one of the two rectangles formed by eight vertical reinforcing bars of the small-enclosed unenclosed steel column. The steel column stirrups of the large and small closed enclosures are arranged in an alternating pattern of odd and even layers using rectangular closed combination B. The steel column stirrups of the small closed enclosures are arranged in an alternating pattern of odd and even layers using rectangular closed combination A. Combination B consists of two C-shaped lap welds with two broken long sides, and the two sides of the two C-shaped lap welds are of different lengths. The welding positions of the odd and even layers of Combination B are staggered vertically. In Combination A, a part of one of the short sides of the odd layer is missing, forming a gap, and is lap welded to form a rectangular enclosure by a short L-shaped sealing member. The long side of the short L-shaped sealing member is lap welded to the short side of the missing part, and the short side of the short L-shaped sealing member is lap welded to the long side of the gap. In Combination A, a part of one of the long sides is missing, forming a gap, and is lap welded to form a enclosure by a long L-shaped sealing member. The long side of the long L-shaped sealing member is lap welded to the long side of the missing part, and the short side of the long L-shaped sealing member is lap welded to the short side of the gap. The structure of the non-shaded area includes a non-shaded slab, vertical reinforcement outside the non-shaded area, stirrups inside the non-shaded area, large closed stirrups outside the non-shaded area, and non-shaded tie bars. The vertical reinforcement outside the non-shaded area is located on the line connecting the vertical reinforcement of the large closed steel column. The stirrups inside the non-shaded area are located between the non-shaded slab and the vertical reinforcement of the small closed steel column. The large closed stirrups outside the non-shaded area are wrapped around the rectangle formed by the vertical reinforcement of the small closed steel column and the vertical reinforcement outside the non-shaded area. The large closed stirrups outside the non-shaded area are arranged in an alternating pattern of odd and even layers using rectangular closed combination A. There are non-shaded tie bars with 135° hooks at both ends between the vertical reinforcement outside the non-shaded area and the stirrups inside the non-shaded area. The structural edge member stirrup joint includes structural steel column, structural single plate, structural vertical reinforcement, structural large closed steel column stirrup, structural column side tie bar, structural side tie bar, structural L-shaped tie bar and structural middle outer tie bar; the four sides of the structural steel column have structural flanges, and the middle of two adjacent structural flanges are welded with structural single plates to form an L-shaped corner; The structural vertical rebars include large enclosed structural vertical rebars, structural vertical rebars not enclosing the steel column, structural column-side vertical rebars, structural middle tie erection rebars, structural steel column inner-side erection rebars, structural L-shaped through zigzag vertical rebars, and structural middle vertical rebars. The large enclosed structural vertical rebars are arranged as six rebars at the inner corner of the L-shaped corner and four rebars at the rectangular corner positions of the intersection where the structural steel column is located, two of which overlap, so a total of eight large enclosed structural vertical rebars enclosing the steel column are arranged. The structural vertical rebars not enclosing the steel column are respectively arranged on two sides of the L-shaped corner and respectively located on the connecting line of the six large enclosed structural vertical rebars enclosing the steel column at the inner corner of the L-shaped corner to form respective rectangles, and there are two groups of eight structural vertical rebars not enclosing the steel column in total. There are four structural column-side vertical rebars, which are respectively arranged at the intersection positions of the outer side faces of the two structural wing plates on the outer side of the structural steel column and the connecting line of the large enclosed vertical rebars. The structural middle tie erection rebars are arranged on the sides of the rectangle where the structural vertical rebars not enclosing the steel column are located, close to the structural single plate, and the number thereof corresponds to the structural vertical rebars not enclosing the steel column one by one, with two groups of eight structural middle tie erection rebars in total. The structural steel column inner-side erection rebars are respectively arranged on both sides of the web plate of the structural steel column corresponding to the structural single plate, there are four structural steel column inner-side erection rebars in total, and the structural steel column inner-side erection rebars are close to the structural wing plates so that the structural steel column inner-side erection rebars can correspond to the notches of the structural wing plates. There are two structural L-shaped through zigzag vertical rebars, which are arranged at the positions where the two inner structural steel column inner-side erection rebars pass through the notches of the structural wing plates and are perpendicular to the connecting line of the six large enclosed structural vertical rebars enclosing the steel column. The structural middle vertical rebars are arranged at the positions where the two outer structural steel column inner-side erection rebars pass through the notches of the structural wing plates and are perpendicular to the connecting line of the six large enclosed structural vertical rebars enclosing the steel column; There are two groups of large enclosed structural stirrups enclosing the steel column, which are respectively wrapped on the two rectangles formed by the eight large enclosed structural vertical rebars. The large enclosed structural vertical rebars are arranged in a staggered manner on odd and even floors by adopting the mode of rectangular enclosed combination B. There are two structural column-side tie rebars, which tie the two structural column-side vertical rebars corresponding to the outer side faces of the two outer structural wing plates. There are eight structural side tie rebars, which tie the corresponding structural vertical rebars not enclosing the steel column and the structural middle tie erection rebars. There is one structural L-shaped through zigzag tie rebar, which extends from the structural L-shaped through zigzag vertical rebar to the directly opposite inner structural steel column inner-side erection rebar, turns to the adjacent inner structural steel column inner-side erection rebar, and then ties to the other structural L-shaped through zigzag vertical rebar to form a zigzag shape. The structural middle outer tie rebar ties between the outer structural steel column inner-side erection rebar and the structural middle vertical rebar; The horizontal distribution reinforcement node includes steel frame steel, single steel plate, inner row of horizontal reinforcement and outer row of horizontal reinforcement. The inner row of horizontal reinforcement is arranged in two rows at intervals. The inner row of horizontal reinforcement closer to the steel frame steel is a whole continuous reinforcement, and the inner row of horizontal reinforcement farther away from the steel frame steel is a broken anchored reinforcement with bent anchor. The outer row of horizontal reinforcement is arranged in two rows. The outer row of horizontal reinforcement farther away from the steel frame steel is a whole continuous reinforcement, and the outer row of horizontal reinforcement closer to the steel frame steel is an anchored reinforcement with bent anchor. The construction process includes, Step 1: Mark the wall edge lines and formwork control lines on the floor slab; Step 2: Steel frame installation, acceptance, and handover to the work site; Step 3: Adjust the position of the vertically reserved reinforcing bars; Step 4: Connect the vertical reinforcement bars of the confined edge members or structural edge members; Step 5: Binding the horizontal and vertical reinforcing bars inside the wall; Step 6: Tie the anchorage points of the main reinforcement bars of the frame beams and connecting beams; Step 7: Binding the reinforcing steel bars of the concealed beam; Step 8: Binding the closed stirrups at the constraint edge members or structural edge members; Step 9: Binding of horizontal and vertical reinforcing bars outside the wall; Step 10: Binding the reinforcing steel bars of the lintel; Step 11: Welding of stirrups; Step 12: Reinforcing steel inspection.

[0007] Preferably, when binding rectangular closed assembly A, the short or long side with the notch is pried open so that the stirrup fits the main bar and passes through the through hole; when binding rectangular closed assembly B, one of the stirrups passes through the through hole and then rotates horizontally by 90°.

[0008] Preferably, the bending anchorage length of the anchored steel bars in the inner and outer horizontal steel bars is greater than 15d.

[0009] Preferably, Tekla is used for detailed design of nodes.

[0010] Preferably, the opening ratio of the web is controlled to be no more than 25% of the cross-section.

[0011] Preferably, the stirrups are welded using shielded metal arc welding or carbon dioxide gas shielded arc welding.

[0012] Preferably, the stirrup joint is a single-sided lap weld, and the welding position is a horizontal weld or a flat weld.

[0013] Preferably, the stirrup lap length is 10d + 20mm.

[0014] The beneficial effects of this invention are as follows: For single-steel-plate concrete shear walls, this application achieves the seismic requirements of confined edge members and structural edge members by professionally designing the distribution of steel reinforcement in the shear wall, refining the design of vertical reinforcement, stirrups, and horizontal reinforcement at corners, and rationally segmenting and constructing the stirrup structure. This is achieved by using only half the thickness of the shear wall steel frame to meet the seismic requirements of the steel frame members, significantly reducing the cross-section of the steel frame members, decreasing the building's self-weight, meeting the requirements of lightweight and rapid construction, greatly reducing the difficulty of hoisting during construction, shortening the hoisting cycle, and significantly saving hoisting costs. This invention pioneers the application of small-section steel frame members in single-steel-plate concrete shear walls and has significant potential for widespread application.

[0015] Other features and advantages of the invention will be set forth in the description which follows, and will be apparent in part from the description, or may be learned by practicing the invention; the main objects and other advantages of the invention may be realized and obtained by means of the methods particularly pointed out in the description. Attached Figure Description

[0016] Figure 1 This is a schematic diagram of the reinforcement arrangement structure of the constraint edge member according to an embodiment of the present invention; Figure 2 This is a schematic diagram of the steel reinforcement arrangement of the structural edge member according to an embodiment of the present invention; Figure 3 This is a schematic diagram of the arrangement of horizontal ribs according to an embodiment of the present invention.

[0017] Figure reference numerals: 1. Steel frame steel; 101. Constrained steel frame column; 102. Structural steel frame column; 2. Wing plate; 201. Constrained wing plate; 202. Structural wing plate; 3. Single steel plate; 301. Constrained single plate; 302. Non-shaded single plate; 303. Structural single plate; 4. Constrained vertical reinforcement; 41. Constrained large closed-loop steel column vertical reinforcement; 42. Constrained small closed-loop steel column vertical reinforcement; 43. Constrained small closed-loop steel column vertical reinforcement; 5. Constrained large closed-loop steel column stirrups; 6. Constrained small closed-loop steel column stirrups; 7. Constrained small closed-loop steel column stirrups; 8. Vertical reinforcement outside the non-shaded area; 9. Stirrups inside the non-shaded area; 10. Non-shaded large closed stirrups; 11. Non-shaded tie bars; 12. Structural vertical reinforcement; 121. Structural large closed vertical reinforcement; 122. Structural unenclosed vertical reinforcement of steel columns; 123. Structural column side vertical reinforcement; 124. Structural central tie bar; 125. Structural steel column inner tie bar; 126. Structural L-shaped vertical reinforcement; 127. Structural central vertical reinforcement; 13. Structural large closed steel column stirrups; 14. Structural column side tie bars; 15. Structural side tie bars; 16. Structural L-shaped tie bars; 17. Structural central outer tie bars; 18. Inner row of horizontal reinforcement; 19. Outer row of horizontal reinforcement. Detailed Implementation

[0018] The technical solutions of the present invention will be described in detail below through embodiments. The following embodiments are merely exemplary and can only be used to explain and illustrate the technical solutions of the present invention, and should not be construed as limiting the technical solutions of the present invention.

[0019] Combination Figure 1-3 A method for constructing reinforced concrete shear walls with single steel plates 3 includes node detailing and construction process. Node detailing includes stirrup nodes for confined edge members, stirrup nodes for structural edge members, and horizontal distribution reinforcement nodes. The steel frame 1 has a cross-shaped web with flanges 2 on all four sides, and there are gaps between adjacent flanges 2. The width of the steel frame 1 is half the thickness of the shear wall. The steel frame 1 is located in the middle position at the corner, and the single steel plate 3 is welded to the middle position of the flange 2. The confined edge members at the corners have high seismic resistance requirements and employ fully enclosed stirrups. The stirrup joints of the confined edge members include shaded and unshaded areas. The structure in the shaded area includes confined steel columns 101, confined single plates 301, confined vertical reinforcement 4, confined large enclosed steel column stirrups 5, confined small enclosed steel column stirrups 6, and confined small enclosed unenclosed steel column stirrups 7. The four sides of the confined steel columns 101 each have confined flanges 201. Consfined single plates 301 are welded to the middle of adjacent confined flanges 201 to form L-shaped corners. The constrained vertical reinforcement 4 includes constrained large enclosed steel column vertical reinforcement 41, constrained small enclosed steel column vertical reinforcement 42, and constrained small enclosed unenclosed steel column vertical reinforcement 43. The constrained large enclosed steel column vertical reinforcement 41 consists of six reinforcements arranged at the inner corner of the L-shaped corner and four reinforcements at the corner of the rectangle where the constrained steel column 101 is located, with two reinforcements overlapping. Therefore, there are a total of eight constrained large enclosed steel column vertical reinforcements 41. The constrained small enclosed steel column vertical reinforcement 42 is arranged at the intersection of the outer side of the constrained wing plate 201 and the line connecting the six constrained large enclosed steel column vertical reinforcements 41. There are eight constrained small enclosed steel column vertical reinforcements 42. The constrained small enclosed unenclosed steel column vertical reinforcements 43 are arranged on the two sides of the L-shaped corner and form their own rectangles on the line connecting the six constrained large enclosed steel column vertical reinforcements 41 located at the inner corner of the L-shaped corner. There are a total of two groups of eight constrained small enclosed unenclosed steel column vertical reinforcements 43. The large closed-loop steel column stirrups 5 have two sets and are respectively wrapped around the two rectangles formed by the eight large closed-loop steel column vertical reinforcing bars 41; the small closed-loop steel column stirrups 6 have two sets and are respectively wrapped around the two rectangles formed by the eight small closed-loop steel column vertical reinforcing bars 42; the small closed-loop steel column stirrups 7 have two and are respectively wrapped around the two rectangles formed by the eight small closed-loop steel column vertical reinforcing bars 43. The large closed steel column stirrups 5 and the small closed steel column stirrups 6 are arranged in an alternating pattern of odd and even layers using rectangular closed combination B. The small closed steel column stirrups 7 are arranged in an alternating pattern of odd and even layers using rectangular closed combination A. Combination B is formed by two C-shaped lap welds with two broken long sides, and the two sides of the two C-shaped lap welds are one long and one short. The welding positions of the odd and even layers of Combination B are staggered vertically. In Combination A, a part of one short side of the odd layer is missing to form a gap, and it is lap welded to form a rectangular closed layer through the short side L-shaped sealing piece. The long side of the short side L-shaped sealing piece is lap welded to the short side of the missing part, and the short side of the short side L-shaped sealing piece is lap welded to the long side of the gap. In Combination A, a part of one long side is missing to form a gap, and it is lap welded to form a closed layer through the long side L-shaped sealing piece. The long side of the long side L-shaped sealing piece is lap welded to the long side of the missing part, and the short side of the long side L-shaped sealing piece is lap welded to the short side of the gap. The structure of the non-shaded area includes a non-shaded slab 302, vertical reinforcement 8 on the outside of the non-shaded area, stirrups 9 on the inside of the non-shaded area, large closed stirrups 10 and non-shaded tie bars 11. The vertical reinforcement 8 on the outside of the non-shaded area is located on the line connecting the vertical reinforcement 41 of the large closed steel column. The stirrups 9 on the inside of the non-shaded area are located between the non-shaded slab 302 and the small closed steel column vertical reinforcement 42. The large closed stirrups 10 are wrapped around the rectangle formed by the small closed steel column vertical reinforcement 43 and the vertical reinforcement 8 on the outside of the non-shaded area. The large closed stirrups 10 are arranged in an alternating pattern of odd and even layers using a rectangular closed combination A. There are non-shaded tie bars 11 with 135° hooks at both ends between the vertical reinforcement 8 on the outside of the non-shaded area and the stirrups 9 on the inside of the non-shaded area. The structural edge member stirrup node includes a structural steel column 102, a structural single plate 303, structural vertical reinforcement 12, structural large closed-loop steel column stirrup 13, structural column side tie bar 14, structural side tie bar 15, structural L-shaped tie bar 16, and structural middle outer tie bar 17; the four sides of the structural steel column 102 are respectively equipped with structural flanges 202, and the middle of two adjacent structural flanges 202 are respectively welded with structural single plates 303 to form an L-shaped corner; The structural vertical reinforcement 12 includes structural large closed vertical reinforcement 121, structural non-enclosed steel column vertical reinforcement 122, structural column side vertical reinforcement 123, structural central tie rod 124, structural steel column inner tie rod 125, structural L-shaped vertical reinforcement 126, and structural central vertical reinforcement 127. The structural large closed vertical reinforcement 121 is arranged as six bars at the inner corner of the L-shaped corner and four bars at the rectangular corner of the intersection of the structural steel column 102, with two bars overlapping. Therefore, a total of eight structural large closed steel column vertical reinforcements are arranged. The structural unenclosed vertical reinforcing bars 122 are arranged on the two sides of the L-shaped corner, and on the line connecting the six structural large enclosed vertical reinforcing bars of the structural large enclosed steel column, forming their respective rectangles. There are a total of eight structural unenclosed vertical reinforcing bars 122 in two groups. There are four structural column side vertical reinforcing bars 123, which are arranged at the intersection of the lines connecting the two outer sides of the structural wing plates 202 on the outside of the structural steel column 102 and the large enclosed vertical reinforcing bars. The structural tie rods 124 in the middle of the structure are set on the structural unenclosed vertical reinforcing bars. The vertical reinforcing bars 122 of the rectangle are located on the side of the structure and are close to the structural slab 303. Their number corresponds one-to-one with the vertical reinforcing bars 122 of the structural slab. There are two groups of eight vertical reinforcing bars 124 in the middle of the structure. The inner reinforcing bars 125 of the structural steel column are arranged on both sides of the web of the structural steel column 102 corresponding to the structural slab 303. There are four inner reinforcing bars 125 of the structural steel column. The inner reinforcing bars 125 of the structural steel column are close to the structural flange 202 so that the inner reinforcing bars 125 of the structural steel column can correspond to the notch of the structural flange 202. The structural L-shaped vertical reinforcement is continuous. There are two steel bars 126, forming an L-shaped vertical steel bar 126 arranged in the middle of the structure. There are two steel bars 127, forming an L-shaped vertical steel bar 126 arranged on the inner side of the two structural steel columns. The inner side support bar 125 is perpendicular to the line connecting the six structural large enclosed steel columns through the notch of the structural wing plate 202. The middle vertical steel bar 127 is arranged on the outer side of the two structural steel columns. The inner side support bar 125 is perpendicular to the line connecting the six structural large enclosed steel columns through the notch of the structural wing plate 202. The structural enclosed steel column stirrups 13 have two sets, each enclosing one of the eight structural enclosed vertical reinforcing bars 121 forming two rectangles. The structural enclosed vertical reinforcing bars 121 are arranged in an alternating pattern of odd and even layers using a rectangular enclosed combination B. There are two structural column side tie bars 14, which are tied to the two corresponding structural column side vertical reinforcing bars 123 on the outer sides of the two outer structural flanges 202. There are eight structural side tie bars 15, which are tied to the corresponding structural unenclosed steel column vertical reinforcing bars 122. On the structural middle tie rod 124, there is a structural L-shaped tie rod 16. The structural L-shaped tie rod 16 extends from the structural L-shaped vertical steel bar 126 to the inner side of the structural steel column inner tie rod 125 directly opposite to it, turns to the adjacent inner side of the structural steel column inner tie rod 125, and then is tied to another structural L-shaped vertical steel bar 126 to form a "U" shape. The structural middle outer tie rod 17 is tied between the outer structural steel column inner tie rod 125 and the structural middle vertical steel bar 127. The horizontal distribution reinforcement node includes a steel frame 1, a single steel plate 3, an inner row of horizontal reinforcement 18, and an outer row of horizontal reinforcement 19. The inner row of horizontal reinforcement 18 is arranged in two rows at intervals. The inner row of horizontal reinforcement 18 closer to the steel frame 1 is a continuous reinforcement, while the inner row of horizontal reinforcement 18 farther from the steel frame 1 is a discontinuous anchored reinforcement with bent anchor. The outer row of horizontal reinforcement 19 is arranged in two rows. The outer row of horizontal reinforcement 19 farther from the steel frame 1 is a continuous reinforcement, while the outer row of horizontal reinforcement 19 closer to the steel frame 1 is an anchored reinforcement with bent anchor. The construction process includes, Step 1: Mark the wall edge lines and formwork control lines on the floor slab; Step 2: Steel frame installation, acceptance, and handover to the work site; Step 3: Adjust the position of the vertically reserved reinforcing bars; Step 4: Connect the vertical reinforcement bars of the confined edge members or structural edge members; Step 5: Tie the horizontal and vertical reinforcing bars inside the wall; Step 6: Tie the anchorage points of the main reinforcement bars of the frame beams and connecting beams; Step 7: Binding the reinforcing steel bars of the concealed beam; Step 8: Binding the closed stirrups at the constraint edge members or structural edge members; Step 9: Binding the horizontal and vertical reinforcing bars outside the wall; Step 10: Binding the reinforcing steel bars of the lintel; Step 11: Welding of stirrups; Step 12: Reinforcing steel inspection.

[0020] When binding rectangular closed combination A, the short or long side with the notch is pried open so that the stirrup fits the main bar and passes through the through hole; when binding rectangular closed combination B, one of the stirrups passes through the through hole and then rotates horizontally by 90°.

[0021] Among them, the bending anchorage length of the anchored steel bars in the inner row of horizontal steel bars 18 and the outer row of horizontal steel bars 19 is greater than 15d.

[0022] The node detailing was performed using Tekla.

[0023] The opening ratio of the web is controlled to be no more than 25% of the cross section to ensure structural strength.

[0024] Among them, the stirrups are welded using shielded metal arc welding or carbon dioxide gas shielded arc welding, which makes it easy to control the welding quality.

[0025] The stirrup joints are single-sided lap welds, and the welding positions are horizontal or flat welds to ensure the quality of the welding operation.

[0026] The lap length of the stirrups is 10d+20mm. Considering the overlap when multiple stirrups are threaded through the steel frame, tolerance treatment is required.

[0027] Among them, the outer side refers to one side of the outer corner, the inner side refers to one side of the inner corner, and the remaining unspecified nodes are standard nodes.

[0028] For single-plate 3 concrete shear walls, this application achieves the seismic requirements of confined edge members and structural edge members by professionally designing the distribution of steel reinforcement in the shear wall, refining the design of vertical reinforcement, stirrups and horizontal reinforcement at the corners, and rationally segmenting and constructing the stirrup structure. This is achieved by using only half the thickness of the shear wall's steel frame 1, which significantly reduces the cross-section of the steel frame 1, thereby reducing the building's self-weight and meeting the requirements of lightweight and rapid construction. Furthermore, it greatly reduces the difficulty of hoisting during construction, shortens the hoisting cycle, and significantly saves hoisting costs. This application pioneers the application of small-section steel frame 1 in single-plate 3 concrete shear walls and has significant potential for widespread adoption.

[0029] The above description is only a preferred 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 conceived by those skilled in the art within the scope of the technology disclosed in the present invention should be included within the scope of protection of the present invention.

Claims

1. A method for constructing reinforcing steel bars in a single-slab concrete shear wall, characterized in that, The details include node refinement and construction process. Node refinement includes stirrup nodes for constrained edge members, stirrup nodes for structural edge members, and horizontal distribution reinforcement nodes. The steel frame (1) has a cross-shaped web with flanges (2) on all four sides. There are gaps between adjacent flanges (2). The width of the steel frame (1) is half the thickness of the shear wall. The steel frame (1) is located in the middle position at the corner. The single steel plate (3) is welded to the middle position of the flange (2). The seismic resistance requirements of the confined edge members at the corner are high, and fully enclosed stirrups are used. The stirrup nodes of the confined edge members include shaded and unshaded areas. The structure in the shaded area includes confined steel columns (101), confined single plates (301), confined vertical reinforcement (4), confined large enclosed steel column stirrups (5), confined small enclosed steel column stirrups (6), and confined small enclosed unenclosed steel column stirrups (7). The four sides of the confined steel columns (101) have confined flanges (201). The middle parts of two adjacent confined flanges (201) are welded with confined single plates (301) to form an L-shaped corner. The constrained vertical reinforcement (4) includes the constrained large enclosed steel column vertical reinforcement (41), the constrained small enclosed steel column vertical reinforcement (42), and the constrained small enclosed unenclosed steel column vertical reinforcement (43). The constrained large enclosed steel column vertical reinforcement (41) consists of six bars arranged at the inner corner of the L-shaped corner and four bars at the rectangular corner of the intersection of the constrained steel column (101), with two bars overlapping. Therefore, a total of eight constrained large enclosed steel column vertical reinforcement (41) are arranged. The constrained small enclosed steel column vertical reinforcement... The reinforcing bar (42) is located at the intersection of the line connecting the outer side of the restraint wing plate (201) and the six restraint large enclosed steel column vertical reinforcing bars (41). There are eight restraint small enclosed steel column vertical reinforcing bars (42). The restraint small enclosed unenclosed steel column vertical reinforcing bars (43) are arranged on the two sides of the L-shaped corner and on the line connecting the six restraint large enclosed steel column vertical reinforcing bars (41) located at the inner corner of the L-shaped corner, forming their own rectangles. There are a total of two groups of eight restraint small enclosed unenclosed steel column vertical reinforcing bars (43). The large closed-loop steel column stirrups (5) have two sets and are respectively wrapped around the two rectangles formed by the eight large closed-loop steel column vertical bars (41). The small closed-loop steel column stirrups (6) have two sets and are respectively wrapped around the two rectangles formed by the eight small closed-loop steel column vertical bars (42). The small closed-loop steel column stirrups (7) have two and are respectively wrapped around the two rectangles formed by the eight small closed-loop steel column vertical bars (43). The large closed-loop steel column stirrups (5) and the small closed-loop steel column stirrups (6) are arranged in an alternating pattern of odd and even layers using rectangular closed combination B. The small closed-loop steel column stirrups (7) are arranged in an alternating pattern of odd and even layers using rectangular closed combination A. Combination B is formed by two C-shaped lap welds with two broken long sides, and the two sides of the two C-shaped laps are of different lengths. The welding positions of the odd and even layers of combination B are staggered vertically. A part of one of the short sides of the odd layer of combination A. The missing part forms a gap and is then welded together with a short-side L-shaped sealing piece to form a rectangular closure. The long side of the short-side L-shaped sealing piece is welded together with the short side of the missing part, and the short side of the short-side L-shaped sealing piece is welded together with the long side of the gap. The even-numbered layers of combination A are a part of one of the long sides. The missing part forms a gap and is then welded together with a long-side L-shaped sealing piece to form a closure. The long side of the long-side L-shaped sealing piece is welded together with the long side of the missing part, and the short side of the long-side L-shaped sealing piece is welded together with the short side of the gap. The structure of the non-shaded area includes a non-shaded single plate (302), vertical reinforcement (8) on the outside of the non-shaded area, stirrups (9) on the inside of the non-shaded area, large closed stirrups (10) and non-shaded tie bars (11). The vertical reinforcement (8) on the outside of the non-shaded area is located on the line connecting the large closed steel column vertical reinforcement (41). The stirrups (9) on the inside of the non-shaded area are located between the non-shaded single plate (302) and the small closed steel column vertical reinforcement (42). The large closed stirrups (10) are wrapped around the rectangle formed by the small closed steel column vertical reinforcement (43) and the vertical reinforcement (8) on the outside of the non-shaded area. The large closed stirrups (10) are arranged in an alternating pattern of odd and even layers using a rectangular closed combination A. There is a non-shaded tie bar (11) with 135° hooks at both ends between the vertical reinforcement (8) on the outside of the non-shaded area and the stirrups (9) on the inside of the non-shaded area. The structural edge member stirrup node includes a structural steel column (102), a structural single plate (303), structural vertical reinforcement (12), structural large closed steel column stirrups (13), structural column side tie bars (14), structural side tie bars (15), structural L-shaped tie bars (16), and structural middle outer tie bars (17); the four sides of the structural steel column (102) are respectively equipped with structural flanges (202), and the middle of two adjacent structural flanges (202) are respectively welded with structural single plates (303) to form an L-shaped corner; The structural vertical reinforcement (12) includes structural large closed vertical reinforcement (121), structural non-enclosed steel column vertical reinforcement (122), structural column side vertical reinforcement (123), structural central tie frame reinforcement (124), structural steel column inner side tie frame reinforcement (125), structural L-shaped vertical reinforcement (126), and structural central vertical reinforcement (127). The structural large closed vertical reinforcement (121) is arranged as six bars at the inner corner of the L-shaped corner and four bars at the rectangular corner of the intersection of the structural steel column (102), two of which overlap. Therefore, the structural large closed enclosed steel column vertical reinforcement... A total of eight vertical reinforcing bars are arranged. The vertical reinforcing bars (122) of the structural unenclosed steel column are arranged on the two sides of the L-shaped corner and on the line connecting the six vertical reinforcing bars of the structural large enclosed steel column, forming their respective rectangles. There are two groups of eight vertical reinforcing bars (122) of the structural unenclosed steel column. There are four vertical reinforcing bars (123) on the side of the structural column. The vertical reinforcing bars (123) on the side of the structural column are arranged at the intersection of the line connecting the two outer sides of the structural wing plates (202) on the outside of the structural steel column (102) and the large enclosed vertical reinforcing bars. The vertical reinforcing bars (124) of the structural middle tie frame are set in the structural unenclosed steel column. The vertical reinforcing bars (122) of the steel column are located on the side of the rectangle and close to the structural slab (303), and their number corresponds one-to-one with the vertical reinforcing bars (122) of the structural column not included. There are two groups of eight tie rods (124) in the middle of the structure. The inner tie rods (125) of the structural steel column are arranged on both sides of the web of the structural steel column (102) corresponding to the structural slab (303). There are four inner tie rods (125) of the structural steel column. The inner tie rods (125) of the structural steel column are close to the structural flange (202) so that the inner tie rods (125) of the structural steel column can correspond to the structural flange (203). 2) The structure has two L-shaped vertical reinforcing bars (126) and two vertical reinforcing bars (127) in the middle. The two inner reinforcing bars (125) of the two structural steel columns are arranged on the inner side of the structure L-shaped vertical reinforcing bars (126) through the gap of the structural wing plate (202) and are perpendicular to the line connecting the vertical reinforcing bars of the six structural large enclosed steel columns. The two inner reinforcing bars (125) of the two structural steel columns are arranged on the outer side of the structure L-shaped vertical reinforcing bars (127) through the gap of the structural wing plate (202) and are perpendicular to the line connecting the vertical reinforcing bars of the six structural large enclosed steel columns. The structural enclosed steel column stirrups (13) have two sets, each wrapped around one of the eight structural enclosed vertical reinforcing bars (121) forming two rectangles. The structural enclosed vertical reinforcing bars (121) are arranged in an alternating pattern of odd and even layers using a rectangular enclosed combination B. There are two structural column side tie bars (14), which are tied to the two structural column side vertical reinforcing bars (123) on the outer sides of the two outer structural wing plates (202). There are eight structural side tie bars (15), which are tied to the corresponding structural non-enclosed steel column vertical reinforcing bars (122). On the structural middle tie bar (124), there is a structural L-shaped tie bar (16). The structural L-shaped tie bar (16) extends from the structural L-shaped vertical bar (126) to the inner side of the structural steel column (125) directly opposite, turns to the inner side of the adjacent structural steel column (125), and is then tied to another structural L-shaped vertical bar (126) to form a shape. The structural middle outer tie bar (17) is tied between the outer structural steel column inner side tie bar (125) and the structural middle vertical bar (127). The horizontal distribution reinforcement node includes steel frame steel (1), single steel plate (3), inner row of horizontal reinforcement (18), and outer row of horizontal reinforcement (19). The inner row of horizontal reinforcement (18) is arranged in two rows at intervals. The inner row of horizontal reinforcement (18) close to the steel frame steel (1) is a continuous reinforcement, and the inner row of horizontal reinforcement (18) far from the steel frame steel (1) is a broken anchored reinforcement and is bent anchor. The outer row of horizontal reinforcement (19) is arranged in two rows. The outer row of horizontal reinforcement (19) far from the steel frame steel (1) is a continuous reinforcement, and the outer row of horizontal reinforcement (19) close to the steel frame steel (1) is an anchored reinforcement and is bent anchor. The construction process includes, Step 1: Mark the wall edge lines and formwork control lines on the floor slab; Step 2: Steel frame installation, acceptance, and handover to the work site; Step 3: Adjust the position of the vertically reserved reinforcing bars; Step 4: Connect the vertical reinforcement bars of the confined edge members or structural edge members; Step 5: Binding of horizontal and vertical reinforcing bars (18) inside the wall; Step 6: Tie the anchorage points of the main reinforcement bars of the frame beams and connecting beams; Step 7: Binding the reinforcing steel bars of the concealed beam; Step 8: Binding the closed stirrups at the constraint edge members or structural edge members; Step 9: Binding of horizontal and vertical reinforcing bars (19) on the outside of the wall; Step 10: Binding the reinforcing steel bars of the lintel; Step 11: Welding of stirrups; Step 12: Reinforcing steel inspection.

2. The method for constructing reinforced concrete shear walls with single steel plates according to claim 1, characterized in that: When binding rectangular closed assembly A, the short or long side with the notch is pried open so that the stirrup fits over the main bar and passes through the through hole; when binding rectangular closed assembly B, one of the stirrups passes through the through hole and then rotates horizontally by 90°.

3. The method for constructing reinforced concrete shear walls with single steel plates according to claim 2, characterized in that: The bending anchorage length of the anchored bars in the inner row of horizontal bars (18) and the outer row of horizontal bars (19) is greater than 15d.

4. The method for constructing reinforced concrete shear walls with single steel plates according to claim 3, characterized in that: The node detailing was performed using Tekla.

5. The method for constructing reinforcement in a single-slab concrete shear wall according to claim 4, characterized in that: The opening ratio of the web is controlled to be no more than 25% of the cross section.

6. The method for constructing reinforcement in a single-slab concrete shear wall according to claim 5, characterized in that: The stirrups are welded using shielded metal arc welding or carbon dioxide gas shielded arc welding.

7. The method for constructing reinforcement in a single-slab concrete shear wall according to claim 6, characterized in that: The stirrup joint is a single-sided lap weld, and the welding position is either horizontal or flat weld.

8. The method for constructing reinforcement in a single-slab concrete shear wall according to claim 7, characterized in that: The lap length of the stirrups is 10d + 20mm.

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