Cold-formed thin-walled steel reinforced steel plate shear wall structure and design method thereof

Abstract

The invention discloses a cold-formed thin-walled steel reinforced steel plate shear wall structure and a design method thereof. The cold-formed thin-walled steel reinforced steel plate shear wall structure comprises a cold-formed thin-walled steel reinforced steel plate shear wall and an edge frame, the cold-formed thin-walled steel reinforced steel plate shear wall comprises a steel plate shear wall body and two cold-formed thin-walled steel reinforcing pieces. The cold-formed thin-walled steel reinforcing member is made of cold-formed steel; the two cold-formed thin-walled steel reinforcing pieces are fixed to the steel plate shear wall through high-strength bolts along the free edge of the steel plate shear wall. Bolt holes are formed in the adjacent opposite sides of the free side of the steel plate shear wall. The edge frame comprises square-section steel pipe columns, concrete, fishplates and H-shaped steel beams. The square-section steel pipe column is filled with the concrete; the square-section steel pipe column is connected with the H-shaped steel beam through a high-strength bolt; the fishplate is fixedly connected with the H-shaped steel beam; the steel plate shear wall is connected with the fishplates through high-strength bolts. By the adoption of the scheme, the novel steel plate shear wall is firmly connected to the steel-concrete frame to form the steel plate shear wall structure of the super high-rise building, the problems that an existing steel plate shear wall is complex in structure, limited in application and the like are solved, construction efficiency is improved, and building cost is reduced.

Description

Technical Field

[0001] The invention belongs to the technical field of shear wall structure innovation, and in particular relates to a steel plate shear wall structure reinforced with cold-bent thin-walled steel sections and a design method thereof. Background Art

[0002] Steel plate shear wall (SPSW) is widely used in super high-rise buildings and has obvious advantages over other structures, such as high assembly degree, low deadweight, large lateral stiffness, strong energy dissipation capacity and high bearing capacity. However, the existing four-side connected SPSW has a complex structure, generates additional bending moment on the frame column, is difficult to construct and has low design efficiency. In addition, the use of four-side connected SPSW is limited due to the presence of pipeline networks and door openings in super high-rise buildings. Therefore, a two-side connected SPSW is proposed in subsequent applications, but the concrete cover plate used in it leads to a large deadweight structure and complex construction, and the welded stiffeners used in it will introduce residual stress and deformation to the embedded steel plate, which has a significant impact on its service performance. Therefore, the present invention proposes a cold-bent thin-walled steel reinforced steel plate shear wall and a design method thereof, which can avoid generating additional bending moment on the frame column, has the advantages of being conducive to layout, light weight and high strength, convenient assembly, simplified design, etc., and is expected to be widely used in super high-rise structures.

[0003] After review, compared with the published patents, this patent has the following originality:

[0004] CN112252522B discloses a connection node between a vertical corrugated steel plate shear wall and an RC frame beam connected on both sides, but its structure is complex, the amount of steel used is large, and it is difficult to use in practice: CN111980224A discloses a double corrugated steel plate shear wall with built-in vertical seam steel plates connected on both sides, which solves the problem of reduced ultimate bearing capacity caused by vertical seam steel plates, but it also has a complex structure and is difficult to use in practice; CN213390698U discloses an assembled shear wall with a tic-tac-toe reinforced steel plate connected on both sides, and CN212715501U discloses an assembled shear wall with vertical reinforced steel plates connected on both sides, but the reinforcement of both is an L-shaped steel bar, and its out-of-plane moment of inertia is not as good as that of the present invention, and the limitation on the out-of-plane deformation of the steel plate is limited. The control ability is not as good as the present invention; CN212715504U discloses an assembled anti-buckling ECC constrained steel plate shear wall connected on both sides, which solves the problem of cracking of shear wall concrete, but does not solve the problem of excessive deadweight of the shear wall; CN212715505U discloses an assembled cross-shaped steel plate shear wall node connected on both sides, which solves the problem of easy slippage of shear bolts, but the slippage problem of shear bolts is not difficult to solve, and the present invention also solves this problem, and is more convenient; CN105735527B discloses a fully assembled double-layer pre-creased steel plate shear wall connected on both sides, which improves its energy consumption performance and lateral stiffness, but the structure is very complicated and the manufacturing difficulty is high, and its effect and convenience are not as good as the present invention. CN111576666B discloses an open cold-bent thin-walled steel frame-double-layer thin steel plate shear wall system, which uses a large amount of steel and has a complex structure compared to the present invention; CN206971472U discloses a cold-bent thin-walled steel plate shear wall, which adopts a four-side connection compared to the present invention, so its application is limited; CN116335301A discloses an open hole steel plate shear wall structure, construction method and equivalent calculation method, which adopts a four-side connection compared to the present invention, so its application is limited. Summary of the invention

[0005] In view of the problems of complex structure and limited application of the above-mentioned existing steel plate shear walls, the present invention proposes a steel plate shear wall structure reinforced with cold-bent thin-walled steel sections and a design method thereof.

[0006] In order to achieve the above-mentioned purpose, the technical solution adopted by the present invention is that the present invention provides a steel plate shear wall structure reinforced with cold-bent thin-walled steel sections and a design method thereof, including a new type of steel plate shear wall structure reinforced with cold-bent thin-walled steel sections and a new type of design method of steel plate shear wall structure reinforced with cold-bent thin-walled steel sections.

[0007] The present invention provides a steel plate shear wall structure reinforced by cold-bent thin-walled steel, characterized in that: Figure 1As shown, the steel plate shear wall structure reinforced with cold-bent thin-walled steel includes an edge frame and a cold-bent thin-walled steel structure, wherein only the frame beam on the edge frame is provided with a fishplate, and the opposite edges of the steel plate shear wall are connected to the fishplate to form an assembled shear wall structure.

[0008] Preferably, the steel plate shear wall structure reinforced with cold-bent thin-walled steel is characterized in that: the steel plate shear wall structure reinforced with cold-bent thin-walled steel is provided with bolt holes only on the opposite steel plate shear walls and fish plates, and the fish plates are connected to the steel plate shear walls by high-strength bolts; the steel plate shear wall structure reinforced with cold-bent thin-walled steel is arranged with cold-bent thin-walled steel bars only along its free edge.

[0009] Preferably, the steel plate shear wall structure reinforced with cold-bent thin-walled steel is characterized in that: the cold-bent thin-walled steel bars of the steel plate shear wall structure reinforced with cold-bent thin-walled steel are provided with bolt holes and are connected to the steel plate shear wall by high-strength bolts; the frame beams of the fishplates arranged only on the opposite sides are welded and fixed to the frame columns of the edge frames.

[0010] The present invention provides a design method for the novel steel plate shear wall structure, which is characterized by comprising a three-fold line restoring force model of a cold-bent thin-walled steel stiffened steel plate shear wall and a calculation method thereof, and a simplified tie rod model for the design of the novel steel plate shear wall structure.

[0011] The present invention provides a three-fold line restoring force model of a cold-bent thin-walled steel stiffened steel plate shear wall and a calculation method thereof, which is characterized by: Figure 2 As shown in Figure 2, the three-fold line model is divided into three stages: elastic stage, elastic-plastic strengthening stage, and plastic level stage. As long as the elastic stage stiffness K is known, 0 , elastic-plastic strengthening stage stiffness K 1 , yield bearing capacity V y , ultimate bearing capacity V u It can uniquely characterize the shape of the three-fold restoring force model curve.

[0012] Yield bearing capacity V y and the ultimate bearing capacity V u The calculation formula is:

[0013] V y =β 1 ·τ cr ·t w ·L e (1)

[0014] V u =β 2 ·τ cr ·t w ·L e (2)

[0015] Among them, β 1 and β 2 are the correction coefficients of yield bearing capacity and ultimate bearing capacity, respectively, and the calculation formula is:

[0016] When the aspect ratio is 0.5 to 1:

[0017]

[0018] When the aspect ratio is 1 to 2:

[0019]

[0020] In addition, t w is the thickness of the steel plate shear wall, L e is the width of the steel plate shear wall, λ is the height-to-thickness ratio of the steel plate (λ=H / t w ), H is the effective height of the steel plate (the distance between the center lines of the upper and lower bolts), τ cr is the elastic buckling bearing capacity of the cold-formed thin-walled steel side-stiffened steel plate shear wall, and the calculation formula is:

[0021]

[0022] Where, E is the elastic modulus of the steel plate, μ is the Poisson's ratio of the steel plate, H is the short side length of the steel plate, k 0 is the elastic buckling coefficient of the steel plate shear wall reinforced on both sides, and the calculation formula is:

[0023] When the aspect ratio is 0.5 to 1:

[0024]

[0025] When the aspect ratio is 1 to 2:

[0026]

[0027] Among them, η is the stiffness ratio of the cold-formed thin-walled steel reinforcement to the steel plate, and the calculation formula is:

[0028]

[0029] Among them, I m is the moment of inertia of cold-bent thin-walled steel, and v is the Poisson's ratio of the steel plate.

[0030] The present invention provides a three-fold line restoring force model of a cold-bent thin-walled steel stiffened steel plate shear wall and a calculation method thereof, which is characterized by: Figure 3As shown, a method for calculating the initial stiffness and post-yield stiffness of a cold-formed thin-walled steel stiffened steel plate shear wall is also included. In the elastic stage, the total horizontal displacement of the cold-formed thin-walled steel stiffened steel plate shear wall under horizontal load is:

[0031]

[0032] Where Δx is the total horizontal displacement, Δx M is the horizontal displacement caused by bending deformation, Δx V is the horizontal displacement caused by shear deformation, V is the horizontal force, G is the shear modulus of the steel plate, A is the cross-sectional area of ​​the steel plate shear wall, k is the correction factor considering the uneven shear stress on the cross section, generally taken as 1.2, and I is the section inertia moment of the steel plate considering the stiffening ribs on both sides of the edge. The calculation formula is:

[0033]

[0034] In addition, A m is the area of ​​the stiffening ribs on both sides. The initial stiffness K is obtained by theoretical calculation 0,t The calculation formula is:

[0035]

[0036] Modify it according to the actual application effect:

[0037]

[0038] Stiffness after yielding K 1 The calculation formula is:

[0039]

[0040] Where Δx u is the lateral displacement of the steel plate under the limit state, Δx y is the lateral displacement of the steel plate in the yield state. After considering the strength of the steel, the initial stiffness K is obtained. 0 and the stiffness after yielding K 1 for:

[0041]

[0042]

[0043] The present invention provides a simplified tie rod model for the design of the novel steel plate shear wall structure, which is characterized by: Figure 4 As shown, the deformation δ of the equivalent tie rod is:

[0044] δ=Δx·cosθ (19)

[0045] Among them, θ is the angle between the equivalent truss and the horizontal axis. According to the equilibrium condition of the horizontal load, we have:

[0046] V=N·cosθ (20)

[0047] Where N is the tension of the equivalent tie rod. Under equivalent conditions, when the steel plate shear wall reaches the yield or limit stage, the equivalent truss also reaches the yield or limit stage, and there exists:

[0048]

[0049] Among them, N y V is the tensile force when the equivalent tension rod reaches yield. y is the bearing capacity of the equivalent tie rod when it reaches yield, δ y is the deformation of the equivalent tension rod when it reaches yield, N u V is the tension when the equivalent tension rod reaches the limit state. u is the bearing capacity of the equivalent tie rod when it reaches the limit state, δ u is the deformation of the equivalent tie rod when it reaches the limit state.

[0050] In the equivalent tie rod model, the steel plate shear wall is simplified as two diagonal trusses with the same cross-sectional area. The area of ​​the equivalent truss A is T for:

[0051]

[0052] Among them, α is the inclination angle between the tension belt and the vertical direction. For steel plate shear walls with different aspect ratios, a correction factor β is required. T A T Make corrections.

[0053]

[0054] Compared with the prior art, the advantages and positive effects of the present invention are:

[0055] The present invention provides a cold-bent thin-walled steel reinforced steel plate shear wall structure and a design method thereof, which can avoid the steel plate shear wall from generating additional bending moment, facilitate implementation in complex building layouts, help reduce the deadweight of the building, and improve construction efficiency and the overall performance of the structure, especially in terms of buckling and yield bearing capacity. In addition, the simplified design method provided by the present invention improves design efficiency, making the design of the steel plate shear wall structure more convenient and economical, and is expected to be widely used in super high-rise buildings and other engineering structures that require high lateral stiffness and bearing capacity. BRIEF DESCRIPTION OF THE DRAWINGS

[0056] In order to more clearly illustrate the technical solutions of the embodiments of the present invention, the accompanying drawings required for use in the description of the embodiments will be briefly introduced one by one below. Obviously, the accompanying drawings in the following description are some embodiments of the present invention. For ordinary technicians in this field, other accompanying drawings can be obtained based on these accompanying drawings without paying creative labor.

[0057] Figure 1 A schematic diagram of a steel plate shear wall structure reinforced with cold-bent thin-walled steel provided in Example 1;

[0058] Figure 2 A schematic diagram of a three-fold line restoring force model provided in Example 2;

[0059] Figure 3 A deformation and internal force diagram of a steel plate shear wall provided in Example 2;

[0060] Figure 4 A schematic diagram of a simplified pull rod model provided in Example 2;

[0061] Figure 5 A stress-strain diagram of an equivalent truss provided in Example 2.

[0062] In the above figures, 1. square section steel pipe column; 2. concrete; 3. H-shaped steel beam; 4. bolt connection; 5. cold-bent thin-walled steel reinforcement; 6. steel plate shear wall; 7. fishplate. DETAILED DESCRIPTION

[0063] The technical solutions in the embodiments of the present invention will be described clearly and completely below in conjunction with the accompanying drawings in the embodiments of the present invention. It should be noted that the embodiments of the present application and the features in the embodiments can be combined with each other without conflict.

[0064] In the following description, many specific details are set forth to facilitate a full understanding of the present invention. However, the present invention may also be implemented in other ways than those described herein. Therefore, the present invention is not limited to the specific embodiments of the following disclosure.

[0065] Embodiment 1, this embodiment aims to implement a steel plate shear wall structure reinforced with cold-bent thin-walled steel. During the construction process, firstly, steel tube concrete columns are erected, and then the preset bolt holes at the ends of H-shaped steel beams / I-shaped steel beams are connected with the connection plates pre-welded to the steel tube concrete columns by using friction high-strength bolts. After the frame structure is completed, the steel plate shear wall is installed to the designated wall position, and the upper and lower bolt holes of the steel plate shear wall are connected with the fishtail plates pre-welded to the frame beams by using friction high-strength bolts. Then, cold-bent thin-walled steel reinforcements are installed on the free edges of the steel plate shear wall, and reinforcements are installed on both sides of the shear wall.

[0066] Example 2: This example aims to provide an example of a design method for a cold-bent thin-walled steel reinforced steel plate shear wall structure. First, the L corresponding to the steel plate shear wall of different sizes is calculated. e / H and λ, use formula (1) to formula (10) to calculate V y 、V u , β 1 and β 2 The results are shown in Table (1) to Table (4).

[0067] Table 1 Yield bearing capacity correction factor β of steel plate shear walls of different sizes 1 Calculation results

[0068]

[0069] Table 2 Correction coefficient β of ultimate bearing capacity of steel plate shear walls of different sizes 2 Calculation results

[0070]

[0071] Table 3 Yield bearing capacity V of steel plate shear walls of different sizes y Calculation results

[0072]

[0073] Table 4 Ultimate bearing capacity V of steel plate shear walls of different sizes u Calculation results

[0074]

[0075] Then, the L corresponding to the steel plate shear wall of different sizes is e / H and λ, and use formula (14) to formula (16) to calculate γ K0 , γ 1 The results are shown in Table (5) to Table (6).

[0076] Table 5 Steel plate shear wall with different sizes γ K0 Calculation results

[0077]

[0078] Table 6 Steel plate shear wall with different sizes γ 1 Calculation results

[0079]

[0080] Then, K is calculated according to formula (17) to formula (18): 0 , K 1 Then, according to formulas (19)-(25), the stress-strain relationship of the equivalent truss is as follows:

[0081]

[0082] Then the calculated K 0 , K 1 、V y 、V u , Substituting into formulas (27)-(30), we can obtain the stress-strain relationship of the equivalent truss.

[0083] Although the present invention has been described in detail with reference to the aforementioned embodiments, it is still possible for those skilled in the art to modify the technical solutions described in the aforementioned embodiments, or to make equivalent substitutions for some of the technical features therein. Any modifications, equivalent substitutions, improvements, etc. made within the spirit and principles of the present invention should be included in the protection scope of the present invention.

Claims

1. A steel plate shear wall structure reinforced with cold-bent thin-walled steel, characterized in that: The cold-bent thin-walled steel reinforced steel plate shear wall structure comprises an edge frame; The cold-bent thin-walled steel reinforced steel plate shear wall comprises a steel plate shear wall (6) and two cold-bent thin-walled steel reinforcement members (5); the two cold-bent thin-walled steel reinforcement members (5) are made of cold-bent steel; the two cold-bent thin-walled steel reinforcement members (5) are fixed to the steel plate shear wall (6) at both side edges of the steel plate shear wall (6) by high-strength bolts; bolt holes are provided on adjacent opposite sides of the free edge of the steel plate shear wall (6); The edge frame comprises a square-section steel pipe column (1), concrete (2), a fishplate (7) and an H-shaped steel beam (3); the concrete (2) is filled in the square-section steel pipe column (1); the square-section steel pipe column (1) is connected to the H-shaped steel beam (3) via high-strength bolts; the fishplate (7) and the H-shaped steel beam (3) are fixedly connected; and the steel plate shear wall (6) is connected to the fishplate (7) via high-strength bolts.

2. A design method for a steel plate shear wall structure reinforced with cold-bent thin-walled steel, characterized in that: The design method of the cold-bent thin-walled steel reinforced steel plate shear wall structure comprises the following steps: S1: Calculate the yield bearing capacity V of the steel plate shear wall (6) y and the ultimate bearing capacity V u ; S2: Calculate the elastic stage stiffness K0 and the elastic-plastic strengthening stage stiffness K1 of the steel plate shear wall (6); S3: After simplifying the steel plate shear wall (6) into a tie rod model, according to the V obtained in steps S1 and S2 y 、V u , K0, K1, calculate the tensile force N when the equivalent tension rod reaches yield y , the deformation of the equivalent tie rod when it reaches yield δ y , the tension when the equivalent tension rod reaches the limit state N u , the deformation of the equivalent tie rod when it reaches the limit state δ u , thus providing a reference for determining the maximum design load that the steel plate shear wall needs to bear; In the step S1, the yield bearing capacity V of the steel plate shear wall (6) is y and the ultimate bearing capacity V u Calculated by the following formula: V y =β1·τ cr ·t w ·L e (1) V u =β2·τ cr ·t w ·L e (2) Where β1 and β2 are the correction coefficients of the yield bearing capacity and ultimate bearing capacity of the steel plate shear wall (6), respectively, and are calculated using the following formula: When the aspect ratio is 0.5 to 1: When the aspect ratio is 1 to 2: In addition, t w is the thickness of the steel plate shear wall (6), L e is the width of the steel plate shear wall (6), λ is the height-to-thickness ratio of the steel plate shear wall (6) (λ=H / t w ), H is the effective height of the steel plate shear wall (6) (the distance between the center lines of the upper and lower bolts), τ cr In order to consider the elastic buckling bearing capacity of the steel plate shear wall (6) with cold-bent thin-walled steel reinforcements (5) on both sides, the following formula is used for calculation: Wherein, E is the elastic modulus of the steel plate shear wall (6), μ is the Poisson's ratio of the steel plate, H is the short side length of the steel plate shear wall (6), and k0 is the elastic buckling coefficient of the steel plate shear wall (6) considering the cold-bent thin-walled steel reinforcements (5) on both sides, which is calculated by the following formula: When the aspect ratio is 0.5 to 1: When the aspect ratio is 1 to 2: Wherein, η is the stiffness ratio of the cold-formed thin-walled steel reinforcement (5) to the steel plate shear wall (6), which is calculated by the following formula: Among them, I m is the moment of inertia of the cold-bent thin-walled steel reinforcement (5), v is the Poisson's ratio of the steel plate shear wall (6); In the step S2, the elastic stage stiffness K0 and the elastic-plastic strengthening stage stiffness K1 of the steel plate shear wall (6) are calculated by the following formula: The initial stiffness K of the steel plate shear wall (6) is 0,t Calculated by the following formula: Where V is the horizontal force, and the total horizontal displacement Δx of the steel plate shear wall (6) is calculated by the following formula: Where Δx M is the horizontal displacement caused by the bending deformation of the steel plate shear wall (6), Δx V is the horizontal displacement caused by the shear deformation of the steel plate shear wall (6), G is the shear modulus of the steel plate shear wall (6), k is the correction coefficient considering the uneven shear stress on the cross section of the steel plate shear wall (6), which is generally taken as 1.2, A is the cross-sectional area of ​​the steel plate shear wall (6), and I is the section moment of inertia of the steel plate shear wall (6) considering the cold-bent thin-walled steel reinforcement members (5) on both sides, which can be calculated by the following formula: Among them, A m is the area of ​​the cold-bent thin-walled steel reinforcement members (5) on both sides; In step S3, the tension N when the equivalent tension rod reaches yield y , the deformation of the equivalent tie rod when it reaches yield δ y , the tension when the equivalent tension rod reaches the limit state N u , the deformation of the equivalent tie rod when it reaches the limit state δ u Calculated by the following formula: Where θ is the angle between the equivalent truss and the horizontal axis.

3. The design method of a steel plate shear wall structure reinforced with cold-bent thin-walled steel according to claim 2, characterized in that: The step S2 further comprises the following sub-steps: after taking into account the strength of the steel, the elastic stage stiffness K0 and the elastic-plastic strengthening stage stiffness K1 of the steel plate shear wall (6) should be corrected to:

4. The design method of a cold-bent thin-walled steel reinforced steel plate shear wall structure according to claim 2, characterized in that: The step S3 further comprises the following sub-steps: in the equivalent tie rod model, the steel plate shear wall (6) is simplified into two diagonal trusses with the same cross-sectional area. When designing, the area A of the equivalent truss is T Calculated by the following formula: Where α is the inclination angle between the tension band and the vertical direction. For steel plate shear walls with different aspect ratios (6), a correction factor β is required. T A T Correction is calculated using the following formula:

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