Design method of shear wall structure with replaceable coupling beam

Abstract

The invention discloses a design method for a shear wall structure with a replaceable coupling beam. The design method comprises the following steps that S1, an overall structure performance target is determined; s2, determining an arrangement scheme of the coupling beam with the replaceable yield section; s3, calculating the rigidity of the replaceable coupling beam of the yield section; s4, checking the strength of the non-yield section connecting beam and the pre-embedded profile steel; checking the flexural capacity or shear capacity of the replaceable coupling beam of the yield section; s5, checking the stability of the replaceable coupling beam of the yield section; s6, the connecting mode between the yield section replaceable connecting beam and the non-yield section connecting beam is designed; s7, setting a yield section replaceable coupling beam restoring force model and yield displacement; s8, carrying out structure elastic-plastic analysis; and S9, checking the structural performance. The replaceable coupling beam can generate plastic deformation for energy dissipation under the action of a large earthquake, residual deformation is controllable, the interlayer displacement angle is smaller than that of a traditional structure, rapid replacement after the earthquake can be achieved through detachable connection, and rapid and complete recovery of the structure function is achieved.

Description

Technical Field

[0001] The invention relates to the technical field of post-earthquake repair of building structures, and more particularly to a design method for a shear wall structure with replaceable connecting beams. Background Art

[0002] After a strong earthquake, a structure may suffer irreparable damage, or the cost of repairing the damage after the earthquake is high and uneconomical, which not only affects people's normal life, but also sometimes causes huge waste. Based on this, the design concept of "recoverable function" was proposed, which refers to a structure that can be restored to its function without repair or with only a little repair after an earthquake, helping people to resume normal life as soon as possible after an earthquake. Shear walls, as the main lateral force resistance and load-bearing components of high-rise and super-high-rise structures, play an important role in earthquakes, but traditional shear wall structures are difficult to repair after an earthquake.

[0003] Therefore, how to provide a practical design method for reinforced concrete structures with replaceable connecting beams, apply replaceable connecting beams to achieve post-earthquake functional recovery of shear wall structures, provide performance objectives and design processes for new structures, and apply them to actual projects to restore the function of shear wall structures is an urgent problem that technical personnel in this field need to solve. Summary of the invention

[0004] In view of this, the present invention provides a design method for a shear wall structure with replaceable connecting beams, which helps to improve the post-earthquake recoverability of the shear wall structure, reduce the difficulty of repair and economic losses, and provide a reliable theoretical basis for the seismic design of the replaceable shear wall structure.

[0005] In order to achieve the above object, the present invention adopts the following technical solution:

[0006] A design method for a shear wall structure with replaceable connecting beams, wherein the replaceable connecting beam structure comprises a replaceable connecting beam at a yielding section and a connecting beam at a non-yielding section, both ends of the replaceable connecting beam at the yielding section are fixed with end plates, one end of the connecting beam at the non-yielding section is fixed with a connecting plate, an embedded steel is provided in a beam body of the non-yielding section connecting beam close to the connecting plate, a plurality of bolts are fixed on the top and bottom surfaces of the embedded steel, the two end plates of the replaceable connecting beam at the yielding section are detachably connected to the connecting plates of the two connecting beams at the non-yielding section, and an embedded sleeve is provided in the beam body of the non-yielding connecting beam relative to the bolts;

[0007] The design method comprises the following steps:

[0008] S1. Determine the overall structural performance target and design the general structure according to the building plan;

[0009] S2. Determine the layout of replaceable coupling beams in the yield section and carry out structural design;

[0010] S3. Calculate the stiffness of the replaceable coupling beam in the yielding section to determine the span of the yielding section and the height of the section of the non-yielding section;

[0011] S4, based on the non-yielding section cross-section height determined in step S3, perform strength verification on the non-yielding section connecting beam and the embedded steel; verify the bending bearing capacity or shear bearing capacity of the replaceable connecting beam of the yielding section based on the yielding section span;

[0012] S5. Verify the stability of replaceable coupling beams in yielding sections;

[0013] S6. Design the connection method between the replaceable coupling beam in the yielding section and the connecting beam in the non-yielding section, and perform structural design on the structure;

[0014] S7. Setting the restoring force model of the replaceable coupling beam at the yielding section and its yielding displacement;

[0015] S8. Perform structural elastoplastic analysis and verify the additional damping ratio of the structure. If it is not satisfied, adjust the layout of the replaceable coupling beam in the yield section;

[0016] S9. Check the structural performance. If it does not meet the requirements, adjust the layout of the replaceable coupling beams in the yield section. If it meets the requirements, complete the calculation.

[0017] The beneficial effect of the above calculation scheme is that the replaceable coupling beam in the yield section and the connecting beam in the non-yield section are connected in a detachable manner, which is not only easy to disassemble, but also has good bearing capacity, and can be covered with decorative panels to facilitate building decoration and normal use; the replaceable coupling beam in the yield section can undergo plastic deformation and energy consumption under the action of a large earthquake, and the residual deformation is controllable. At the same time, the use of detachable connection can achieve rapid replacement after the earthquake, and the inter-story displacement angle is also smaller than that of the traditional structure, thereby achieving rapid recovery of structural function.

[0018] Preferably, in step S2, the design value of the bending moment of the non-yielding section connecting beam is:

[0019] Formula 1:

[0020] Shear design value V of the non-yielding section connecting beam n for:

[0021] Formula 2:

[0022] The design value of bending moment and shear force of the non-yielding section connecting beam is determined by equations 1 and 2;

[0023] Design value of bending moment of replaceable coupling beam in yield section M c for:

[0024] Formula 3: M n =ξM c

[0025] Shear design value V of replaceable coupling beam in yield section c for

[0026] Formula 4: V n =V C

[0027] The design values ​​of bending moment and shear force of the replaceable coupling beam in the yield section are determined by equations 3 and 4.

[0028] Preferably, in step S2, the component type of the replaceable coupling beam in the yielding section is judged:

[0029] Formula 5: ρ = L r / (M p / V p )

[0030] When ρ<1.6, the coupling beam in the yield section can be replaced with a shear yield type member; when ρ≥1.6, the coupling beam in the yield section can be replaced with a bending yield type member.

[0031] The design method of a shear wall structure with replaceable connecting beams according to claim 3 is characterized in that when the replaceable connecting beam in the yielding section is a shear yielding type member, its bending bearing capacity is greater than the bending moment value corresponding to its shear bearing capacity, that is,

[0032] Formula 6: M ra ≥0.5ξV ra L r

[0033] Among them, the shear yield in the middle of the replaceable coupling beam in the yield section is equivalent to the bending yield at both ends of the original ordinary coupling beam.

[0034] When the replaceable coupling beam in the yielding section is a bending yielding member, its shear bearing capacity is greater than the shear force corresponding to its bending bearing capacity, that is:

[0035] Formula 7: V rb ≥ξM rb / (0.5L r )

[0036] Among them, the bending yield in the middle of the replaceable coupling beam in the yield section is equivalent to the shear yield at both ends of the original ordinary coupling beam.

[0037] Preferably, in step S3, formula 8 is included:

[0038]

[0039] The stiffness of the replaceable coupling beam in the yield section is calculated using Equation 8.

[0040] Preferably, in step S5, the stability of the replaceable coupling beam in the yielding section is verified, and the replaceable coupling beam in the yielding section does not become unstable before yielding, and the shear critical stress is less than the shear yield stress.

[0041] Preferably, in step S6, the end plate and the connecting plate are fastened by bolts, and the bolt design calculation includes bolt calculation, end plate calculation and embedded sleeve calculation.

[0042] Preferably, in step S8, the seismic response of the structure in step S6 is calculated by a time history analysis method; and in step S7, the yield section replaceable coupling beam restoring force model and yield displacement are set in the time history analysis software.

[0043] Preferably, in step S9, the structural performance includes damage and residual deformation, and is verified by a time history analysis method.

[0044] It can be seen from the above technical solutions that, compared with the prior art, the present invention discloses a shear wall structure design method with replaceable connecting beams, and proposes a seismic design method for a shear wall structure with replaceable connecting beam dampers that considers residual deformation control under large deformation conditions. The replaceable connecting beams can achieve equivalent strength and similar stiffness to the original connecting beams. The replaceable connecting beams can undergo plastic deformation and energy consumption under the action of a large earthquake, and the residual deformation is controllable. The replaceable connecting beams can concentrate the damage at the yielding connecting beam position, which is conducive to rapid replacement after a strong earthquake. The inter-story displacement angle is smaller than that of the traditional structure, and the use of a detachable connection can achieve rapid replacement after an earthquake, thereby achieving rapid and complete recovery of the structural function. BRIEF DESCRIPTION OF THE DRAWINGS

[0045] In order to more clearly illustrate the embodiments of the present invention or the technical solutions in the prior art, the drawings required for use in the embodiments or the description of the prior art will be briefly introduced below. Obviously, the drawings described below are only embodiments of the present invention. For ordinary technicians in this field, other drawings can be obtained based on the provided drawings without paying creative work.

[0046] Figure 1 A flow chart for designing a shear wall structure with replaceable connecting beams provided by the present invention;

[0047] Figure 2 A schematic diagram of a shear wall structure with replaceable connecting beams provided by the present invention;

[0048] Figure 3 This is a schematic diagram of the structure of the replaceable connecting beam with yield section provided by the present invention.

[0049] in,

[0050] 1-longitudinal reinforcement; 2-connecting plate; 3-end plate; 4-bolt; 5-replaceable connecting beam in yield section; 6-embedded sleeve; 7-embedded steel; 8-bolt; 9-connecting beam in non-yielding section; 10-bolt hole. DETAILED DESCRIPTION

[0051] The following will be combined with the drawings in the embodiments of the present invention to clearly and completely describe the technical solutions in the embodiments of the present invention. Obviously, the described embodiments are only part of the embodiments of the present invention, not all of the embodiments. Based on the embodiments of the present invention, all other embodiments obtained by ordinary technicians in this field without creative work are within the scope of protection of the present invention.

[0052] The embodiment of the present invention discloses a design method for a shear wall structure with replaceable connecting beams. Figure 2 and 3 As shown, the replaceable connecting beam structure includes a replaceable connecting beam 5 for a yielding section and a connecting beam 9 for a non-yielding section, both ends of the replaceable connecting beam 5 for a yielding section are fixed with end plates 3, one end of the connecting beam 9 for a non-yielding section is fixed with a connecting plate 2, an embedded steel section 7 is provided in the beam body of the non-yielding section connecting beam 9 near the connecting plate 2, a plurality of bolts 8 distributed at equal intervals are fixed on the top and bottom surfaces of the embedded steel section 7, the two end plates 3 of the replaceable connecting beam 5 for a yielding section are detachably connected with the connecting plates 2 of the two non-yielding section connecting beams 9 by bolts 4, and an embedded sleeve 6 is provided in the beam body of the non-yielding connecting beam 9 relative to the bolts 4;

[0053] The non-yielding section connecting beam 9 is an ordinary reinforced concrete beam, and a longitudinal reinforcement 1 is arranged in its beam body; a plurality of one-to-one corresponding bolt holes 10 are opened on the panels of the end plate 3 and the connecting plate 2, and two non-yielding section connecting beams 9 are arranged opposite to each other, and the replaceable yielding section connecting beam 5 is arranged between the two non-yielding section connecting beams 9, and the end plates 3 at both ends are respectively fastened to their corresponding connecting plates 2 by bolts 4.

[0054] The design method of shear wall structure with replaceable coupling beams includes the following steps:

[0055] S1. Determine the overall structural performance target and design the general structure according to the building plan;

[0056] The replaceable coupling beam in the yield section and the original reinforced concrete coupling beam should meet the principles of equivalent strength and similar stiffness.

[0057] S2. Determine the layout of replaceable coupling beams in the yield section, including the location and quantity of replaceable coupling beams, and design the shear wall structure;

[0058] The design value of the bending moment M of the non-yielding section connecting beam is determined by equations 1 and 2. n The shear design value V of the connecting beam in the non-yielding section n :

[0059] Formula 1: M n ≤f nsy A ns (h n -2a s ) / γ RE

[0060] Formula 2:

[0061] The design value of the bending moment M of the replaceable coupling beam in the yield section is determined by equations 3 and 4. c Shear design value V of replaceable coupling beam in yield section c :

[0062] Formula 3: M n =ξM c

[0063] V n =V c

[0064] Formula 4:

[0065] Where, ξ: enhancement factor, which is 1.3 for the first level of earthquake resistance, 1.2 for the second level and 1.1 for the third level;

[0066] f nsy : Yield strength of bending reinforcement;

[0067] A ns : The area of ​​the bending reinforcement;

[0068] h n : The height of the connecting beam in the non-yielding section;

[0069] a s : The protective layer thickness of the non-yielding section connecting beam;

[0070] γ RE : Seismic adjustment coefficient, take 0.75;

[0071] f y : Yield strength of embedded steel web;

[0072] h: total section height of embedded steel web;

[0073] t f : Flange thickness of embedded steel web;

[0074] t w : Web thickness of embedded steel web;

[0075] f' c : The cylindrical compressive strength of the non-yielding section connecting beam;

[0076] b: Width of the connecting beam in the non-yielding section;

[0077] h 0 : Effective height of the non-yielding section connecting beam;

[0078] f yv: Yield strength of shear reinforcement;

[0079] A sv : Area of ​​shear reinforcement;

[0080] s: Spacing of shear reinforcement.

[0081] The component type of replaceable coupling beam in the yield section can be determined by formula 5:

[0082] Formula 5: ρ = L r / (M p / V p )

[0083] Where, ρ-length ratio;

[0084] M p -Plastic bending moment of the member section;

[0085] V p - Plastic shear force in the member section;

[0086] L r -The span of the yielding section of the replaceable coupling beam;

[0087] When ρ<1.6, the coupling beam in the yield section can be replaced with a shear yield type member; when ρ≥1.6, the coupling beam in the yield section can be replaced with a bending yield type member.

[0088] When the yielding section replaceable coupling beam is a shear yielding member, the bending bearing capacity M of the yielding section replaceable coupling beam is ra Shear bearing capacity V of replaceable coupling beam greater than yield section ra The corresponding bending moment value is calculated according to Formula 6:

[0089] Formula 6: M ra ≥0.5ξV ra L r

[0090] In formula 6, the shear bearing capacity V of the yielding section replaceable coupling beam is ra It is converted from the bending bearing capacity of the original ordinary coupling beam, making the shear yield in the middle of the replaceable coupling beam and the bending yield at both ends of the original ordinary coupling beam equivalent, that is, V na ≥M c / (0.5ξ 1 L);

[0091] When the replaceable coupling beam in the yielding section is a bending yielding type member, the shear bearing capacity V rb Should be greater than the bending bearing capacity M of the replaceable coupling beam at the yielding section rb The corresponding shear force is calculated according to Formula 7:

[0093] Formula 7: V rb ≥ξMrb / (0.5L r )

[0094] In formula 7, the bending bearing capacity of the replaceable coupling beam at the yielding section is M rb The design principle is equivalent to the original concrete beam in bending, so that the bending yield in the middle of the replaceable coupling beam is equivalent to the shear yield at both ends of the original ordinary coupling beam, which can be converted by the formula: M rb ≥M c L r / L.

[0095] S3. Calculate the stiffness of the replaceable coupling beam in the yielding section to determine the span of the yielding section and the height of the section of the non-yielding section;

[0096] Replaceable connecting beam stiffness of service section:

[0097] Formula 8:

[0098]

[0099] In formula 8, k n - Shear shape factor of the non-yielding section;

[0100] k r - Shear shape factor of the cross section of the replaceable segment;

[0101] L n -Replaceable non-yielding span of coupling beam;

[0102] E nc - Elastic modulus of concrete in the non-yielding section;

[0103] E nb -Elastic modulus of embedded steel;

[0104] E r - The elastic modulus of the replaceable coupling beam material;

[0105] G nc - Shear modulus of concrete in the non-yielding section;

[0106] G nb -Shear modulus of embedded steel;

[0107] G r - Shear modulus of the replaceable coupling beam material;

[0108] A nc - Shear modulus of concrete in the non-yielding section;

[0109] A nb -Shear modulus of embedded steel;

[0110] A r - Shear modulus of the replaceable coupling beam material;

[0111] I nc - Flexural stiffness of concrete in the non-yielding section;

[0112] I nb - Bending stiffness of embedded steel;

[0113] I r - Bending stiffness of replaceable coupling beams.

[0114] In order to further optimize the above technical solution, in order to make the stiffness of the replaceable coupling beam without damage to the concrete parts at both ends at least equivalent to the stiffness of the ordinary coupling beam of the initial structure after cracking, the ratio of the stiffness K of the replaceable coupling beam to the stiffness K of the original reinforced concrete coupling beam should be greater than 0.7.

[0115] The stiffness K of the original reinforced concrete coupling beam is determined by the following formula:

[0116]

[0117] In the above formula, k is the cross-section shear shape factor; the rectangular cross-section is 1.2; L is the span of the connecting beam; G is c : Concrete shear modulus of the original reinforced concrete coupling beam; A c : concrete cross-sectional area of ​​the original reinforced concrete coupling beam; E c : elastic modulus of concrete of the original reinforced concrete coupling beam;

[0118] I c : The moment of inertia of the rectangular section of the concrete part of the original reinforced concrete coupling beam is determined according to the following formula:

[0119] I c =A c h 2 / 12

[0120] S4, based on the non-yielding section section height determined in step S3, perform strength verification calculation on the non-yielding section connecting beam and the embedded steel; verify the bending bearing capacity or shear bearing capacity of the replaceable connecting beam of the yielding section based on the yielding section span;

[0121] S5. Verify the stability of replaceable coupling beams in yielding sections;

[0122] The stability verification of the replaceable coupling beam in the yield section requires that the replaceable coupling beam in the yield section does not become unstable before yielding, the shear critical stress is less than the shear yield stress, the shear critical stress is calculated according to the theoretical formula, and can also be calculated by the finite element method, and at the same time it must meet the requirements of the stability verification of the specification.

[0123] S6. Design the connection method between the replaceable coupling beam in the yielding section and the connecting beam in the non-yielding section, and perform structural design on the structure;

[0124] In order to fasten the replacement end plate and the connecting plate of the replaceable coupling beam in the post-seismic yield section with bolts, the bolt design calculation includes bolt calculation, end plate calculation and embedded sleeve calculation.

[0125] Bolt strength calculation:

[0126]

[0127] In the above formula, N V : Design value of shear force borne by a bolt; N t : Design value of tension for a bolt; N Vb : Shear capacity of a bolt: N tb : The tensile capacity of a bolt.

[0128] The design value of shear force borne by a bolt is N V N V =ξV r / n

[0129] The design value of the tensile force on a bolt is N t N t =ξM r ×max(y i / ∑y i 2 )

[0130] The shear capacity of a bolt is N Vb

[0131]

[0132] The tensile strength of a bolt is N tb

[0133]

[0134] In the above formula, ξ is the connection reinforcement coefficient, which is 1.3 for the first level of seismic resistance, 1.2 for the second level of seismic resistance, and 1.1 for the third level of seismic resistance; n is the number of bolts; y is the number of bolts; i : The distance between a single bolt and the rotation center of the bolt group, taking the most conservative case that the rotation center is located at the bottom row of bolts; n v : Number of shear surfaces; n f : Number of force transmission friction surfaces; d: Screw diameter; d 0 : screw hole diameter; ∑t: total thickness of the pressure plate in one force direction, taking the minimum value in different force directions; P: pretension of a high-strength bolt; f v b : Design value of the shear strength of the bolt; f c b : Design value of the bolt's compressive strength; f tb : Design value of tensile strength of bolt.

[0135] S7. Setting the restoring force model of the replaceable coupling beam at the yielding section and its yielding displacement;

[0136] The seismic response of the structure in step S6 is calculated by a time history analysis method. Before calculating the seismic response of the structure, in step S7, a yield section replaceable coupling beam restoring force model and a yield displacement are set in the time history analysis software.

[0137] S8. Perform structural elastoplastic analysis and verify the additional damping ratio of the structure. If it is not satisfied, adjust the layout of the replaceable coupling beam in the yield section;

[0138] The structural elastoplastic analysis verifies and calculates the additional damping ratio of the structure. If it does not meet the requirements, the replaceable coupling beam arrangement scheme determined in step S2 is adjusted, the number and position of the replaceable coupling beams are changed, and the calculation is repeated until the structure meets the verification requirements of the additional damping ratio of the structure.

[0139] S9. Check the structural performance. If it does not meet the requirements, adjust the layout of the replaceable coupling beams in the yield section. If it meets the requirements, complete the calculation.

[0140] The structural performance includes damage and residual deformation, and is verified by a time history analysis method. If it is not satisfied, the arrangement scheme of the replaceable coupling beams determined in step S2 is adjusted, the number and position of the replaceable coupling beams are changed, and the calculation is recalculated until the structure meets the verification of the structural performance.

[0141] In this embodiment, the non-yielding section connecting beam is a concrete beam, and the connection between the yielding section replaceable connecting beam and the non-yielding section connecting beam is connected by bolts, which is not only easy to disassemble, but also has good bearing capacity, and can be wrapped with decorative panels to facilitate building decoration and normal use. The strength design of the bolted replaceable connection at the connection includes bolts, end plates and embedded parts.

[0142] The design method provided in this embodiment is that the replaceable coupling beam can undergo plastic deformation and energy dissipation under the action of a large earthquake, and the residual deformation is controllable. At the same time, the detachable connection using bolts can achieve rapid replacement after the earthquake, and the inter-story displacement angle is also smaller than that of the traditional structure, thereby achieving rapid recovery of the structural function.

[0143] In this specification, each embodiment is described in a progressive manner, and each embodiment focuses on the differences from other embodiments. The same or similar parts between the embodiments can be referred to each other. For the device disclosed in the embodiment, since it corresponds to the method disclosed in the embodiment, the description is relatively simple, and the relevant parts can be referred to the method part.

[0144] The above description of the disclosed embodiments enables one skilled in the art to implement or use the present invention. Various modifications to these embodiments will be apparent to one skilled in the art, and the general principles defined herein may be implemented in other embodiments without departing from the spirit or scope of the present invention. Therefore, the present invention will not be limited to the embodiments shown herein, but rather to the widest scope consistent with the principles and novel features disclosed herein.

Claims

1. A design method for a shear wall structure with replaceable connecting beams, characterized in that: The replaceable connecting beam structure comprises a replaceable connecting beam at a yielding section and a connecting beam at a non-yielding section, both ends of the replaceable connecting beam at the yielding section are fixed with end plates, one end of the connecting beam at the non-yielding section is fixed with a connecting plate, an embedded steel is provided in the beam body of the connecting beam at the non-yielding section near the connecting plate, a plurality of bolts are fixed on the top and bottom surfaces of the embedded steel, the two end plates of the replaceable connecting beam at the yielding section are detachably connected with the connecting plates of the two connecting beams at the non-yielding section, and an embedded sleeve is provided in the beam body of the non-yielding connecting beam relative to the bolt; The design method comprises the following steps: S1. Determine the overall structural performance target and design the general structure according to the building plan; S2. Determine the layout of replaceable coupling beams in the yield section and carry out structural design; S3. Calculate the stiffness of the replaceable coupling beam in the yielding section to determine the span of the yielding section and the height of the section of the non-yielding section; S4, based on the non-yielding section cross-section height determined in step S3, perform strength verification on the non-yielding section connecting beam and the embedded steel; verify the bending bearing capacity or shear bearing capacity of the replaceable connecting beam of the yielding section based on the yielding section span; S5. Verify the stability of replaceable coupling beams in yielding sections; S6. Design the connection method between the replaceable coupling beam in the yielding section and the connecting beam in the non-yielding section, and perform structural design on the structure; S7. Setting the restoring force model of the replaceable coupling beam at the yielding section and its yielding displacement; S8. Perform structural elastoplastic analysis and verify the additional damping ratio of the structure. If it is not satisfied, adjust the layout of the replaceable coupling beam in the yield section; S9. Check the structural performance. If it does not meet the requirements, adjust the layout of the replaceable coupling beams in the yield section. If it meets the requirements, complete the calculation.

2. A design method for a shear wall structure with replaceable coupling beams according to claim 1, characterized in that: In step S2, the design value of the bending moment of the non-yielding section connecting beam M n for: Formula 1: M n ≤ f nsy A rs (h n - 2a s ) / γ RE Shear design value V of the non-yielding section connecting beam n for: Formula 2: The design value of bending moment and shear force of the non-yielding section connecting beam is determined by equations 1 and 2; Design value of bending moment of replaceable coupling beam in yield section M c for: Formula 3: M n =ξM c Shear design value V of replaceable coupling beam in yield section c for Formula 4: V n =V c The design values ​​of bending moment and shear force of the replaceable coupling beam in the yield section are determined by equations 3 and 4.

3. A design method for a shear wall structure with replaceable connecting beams according to claim 2, characterized in that: In step S2, the component type of the replaceable coupling beam in the yielding section is determined: Formula 5: ρ = L r / (M p / V p ) When ρ<1.6, the coupling beam in the yield section can be replaced with a shear yield type member; when ρ≥1.6, the coupling beam in the yield section can be replaced with a bending yield type member.

4. A design method for a shear wall structure with replaceable connecting beams according to claim 3, characterized in that: When the yielding section replaceable coupling beam is a shear yielding member, its bending bearing capacity is greater than the bending moment value corresponding to its shear bearing capacity, that is, Formula 6: M ra ≥0.5ξV ra L r Among them, the shear yield in the middle of the replaceable coupling beam in the yield section is equivalent to the bending yield at both ends of the original ordinary coupling beam. When the replaceable coupling beam in the yielding section is a bending yielding member, its shear bearing capacity is greater than the shear force corresponding to its bending bearing capacity, that is: Formula 7: V rb ≥ξM rb / (0.5L r ) Among them, the bending yield in the middle of the replaceable coupling beam in the yield section is equivalent to the shear yield at both ends of the original ordinary coupling beam.

5. A design method for a shear wall structure with replaceable connecting beams according to claim 4, characterized in that: In step S3, formula 8 is included: The stiffness of the replaceable coupling beam in the yield section is calculated using Equation 8.

6. A design method for a shear wall structure with replaceable coupling beams according to claim 5, characterized in that: In step S5, the stability of the replaceable coupling beam in the yielding section is verified. The replaceable coupling beam in the yielding section does not become unstable before yielding, and the shear critical stress is less than the shear yield stress.

7. A design method for a shear wall structure with replaceable coupling beams according to claim 6, characterized in that: In step S6, the end plate and the connecting plate are fastened by bolts, and the bolt design calculation includes bolt calculation, end plate calculation and embedded sleeve calculation.

8. The design method of a shear wall structure with replaceable connecting beams according to claim 1, characterized in that: In step S8, the seismic response of the structure in step S6 is calculated by a time history analysis method; in step S7, the yield section replaceable coupling beam restoring force model and yield displacement are set in the time history analysis software.

9. A design method for a shear wall structure with replaceable coupling beams according to claim 8, characterized in that: In step S9, the structural performance including damage and residual deformation is verified by a time history analysis method.

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