A replaceable coupling beam shearing wall structure design method

Abstract

The application discloses a replaceable coupling beam shear wall structure design method, comprising the following steps: S1, determining an overall structure performance target; S2, determining a yield section replaceable coupling beam arrangement scheme; S3, yield section replaceable coupling beam stiffness calculation; S4, non-yield section connecting beam and pre-embedded steel strength checking; checking yield section replaceable coupling beam bending resistance or shear resistance; S5, checking yield section replaceable coupling beam stability; S6, designing a connecting mode between the yield section replaceable coupling beam and the non-yield section connecting beam; S7, setting a yield section replaceable coupling beam restoring force model and a yield displacement; S8, performing structure elastic-plastic analysis; and S9, checking structure performance. The replaceable coupling beam can deform plastically and dissipate energy under large seismic action, and the residual deformation can be controlled; the inter-story drift angle is smaller than that of a traditional structure; and the replaceable coupling beam can be replaced quickly after an earthquake by adopting detachable connection, so that the structure function can be recovered quickly and completely.

Description

TECHNICAL FIELD

[0001] The present application relates to the technical field of post-earthquake repair of building structures, and more particularly to a design method of a shear wall structure with replaceable coupling beams. BACKGROUND

[0002] After a structure is subjected to strong earthquake action, it 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 great waste. Based on this, the design concept of "restorable function" is proposed, which refers to a structure that can be restored to use function without repair or with slight repair after an earthquake, helping people to resume normal life as soon as possible after the earthquake. As the main lateral force resisting and load bearing member of high-rise and super high-rise structures, shear walls play an important role in earthquakes, but the traditional shear wall structure is difficult to repair after an earthquake.

[0003] Therefore, how to provide a practical design method of a reinforced concrete structure with replaceable coupling beams, realize the restorable function of a shear wall structure after an earthquake by using replaceable coupling beams, and provide a performance target and design process of a new structure, which is applied to the function recovery of a shear wall structure in practical engineering, is a problem that needs to be solved by those skilled in the art. SUMMARY

[0004] Therefore, the present application provides a design method of a shear wall structure with replaceable coupling beams, which helps to improve the post-earthquake restorability of the shear wall structure, reduces the difficulty and economic loss of repair, and provides a reliable theoretical basis for the seismic design of replaceable shear wall structures.

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

[0006] The design method of the shear wall structure with replaceable coupling beams comprises a yield segment replaceable coupling beam and a non-yield segment connecting beam, both ends of the yield segment replaceable coupling beam are fixed with end plates, one end of the non-yield segment connecting beam is fixed with a connecting plate, a pre-embedded shaped steel is arranged in the beam body near the connecting plate of the non-yield segment connecting beam, a plurality of studs are fixed on the top surface and the bottom surface of the pre-embedded shaped steel, the two end plates of the yield segment replaceable coupling beam are detachably connected with the connecting plates of the two non-yield segment connecting beams, and a pre-embedded sleeve is arranged in the beam body of the non-yield connecting beam relative to the bolt;

[0007] The design method comprises the following steps:

[0008] S1, determining the overall structure performance target, and designing a general structure according to the building scheme;

[0009] S2, determining the layout scheme of the yield segment replaceable coupling beam and performing structure design;

[0010] S3, replaceable link beam stiffness calculation in yield section, determine yield section span and non-yield section section height;

[0011] S4, strength checking of non-yield section connecting beam and pre-embedded steel by non-yield section section height determined in step S3; checking the flexural capacity or shear capacity of yield section replaceable link beam by yield section span;

[0012] S5, checking the stability of yield section replaceable link beam;

[0013] S6, design the connection mode between yield section replaceable link beam and non-yield section connecting beam, and conduct structure design;

[0014] S7, set the yield section replaceable link beam restoring force model and its yield displacement;

[0015] S8, perform elastic-plastic analysis of the structure, check the additional damping ratio of the structure, if not satisfied, adjust the layout scheme of the yield section replaceable link beam;

[0016] S9, check the structure performance, if not satisfied, adjust the layout scheme of the yield section replaceable link beam, if satisfied, complete the calculation.

[0017] The beneficial effects of the above calculation scheme are that the yield section replaceable link beam and the non-yield section connecting beam are connected in a detachable manner, which is not only convenient to detach, but also has good bearing capacity, and can be conveniently decorated with external decorative boards for normal use; the yield section replaceable link beam can deform plastically and dissipate energy under large seismic action, and the residual deformation can be controlled, and the detachable connection can realize rapid replacement after the earthquake, the inter-story drift angle is also smaller than that of the traditional structure, and the structure function is quickly restored.

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

[0019] Formula 1: M n ≤f ny A ns (h n -2a s ) / γ RE

[0020] The shear design value V n of the non-yield section connecting beam is:

[0021] Formula 2:

[0022] The bending moment design value and the shear design value of the non-yield section connecting beam are determined by formula 1 and formula 2;

[0023] The bending moment design value M c of the yield section replaceable link beam is:

[0024] Formula 3: M n = ξM c

[0025] Shear design value V of yield segment replaceable coupling beam c is

[0026] Formula 4: V n = V c

[0027] The bending moment design value and the shear design value of the yield segment replaceable coupling beam are determined by Formula 3 and Formula 4.

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

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

[0030] When ρ < 1.6, the yield segment replaceable coupling beam is a shear yielding component; when ρ ≥ 1.6, the yield segment replaceable coupling beam is a bending yielding component.

[0031] According to the shear wall structure design method of the replaceable coupling beam of claim 3, when the yield segment replaceable coupling beam is a shear yielding component, the bending resistance capacity is greater than the bending moment value corresponding to the shear resistance capacity, that is,

[0032] Formula 6: M ra ≥ 0.5ξV ra L r

[0033] Among them, the shear yielding in the middle of the yield segment replaceable coupling beam and the bending yielding at both ends of the original ordinary coupling beam are equivalent.

[0034] When the yield segment replaceable coupling beam is a bending yielding component, the shear resistance capacity is greater than the shear corresponding to the bending resistance capacity, that is:

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

[0036] Among them, the bending yielding in the middle of the yield segment replaceable coupling beam and the shear yielding at both ends of the original ordinary coupling beam are equivalent.

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

[0038]

[0039] The stiffness of the yield segment replaceable coupling beam is calculated by Formula 8.

[0040] Preferably, in step S5, the yield segment replaceable coupling beam is checked for stability, and the yield segment replaceable coupling beam does not lose stability 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 pre-embedded sleeve calculation.

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

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

[0044] According to the technical solution described above, compared with the prior art, the present application provides a replaceable coupling beam shear wall structure design method, and proposes an aseismic design method of a replaceable coupling beam damper shear wall structure considering residual deformation control under large deformation conditions, which can realize strength equivalence and stiffness similarity of the replaceable coupling beam and the original coupling beam, the replaceable coupling beam can deform plastically and dissipate energy under large seismic action, and the residual deformation can be controlled, the replaceable coupling beam can concentrate damage in the yield coupling beam part, which is beneficial to rapid replacement after a strong earthquake, the inter-story drift angle is smaller than that of a traditional structure, and the use of detachable connection can realize rapid replacement after an earthquake and realize rapid and complete recovery of the structural function. BRIEF DESCRIPTION OF DRAWINGS

[0045] In order to more clearly illustrate the technical solutions in the embodiments of the present application or the prior art, the following will briefly introduce the drawings needed to be used in the embodiments or prior art description. Obviously, the drawings in the following description are only embodiments of the present application, and for those skilled in the art, other drawings can also be obtained without creative labor based on the provided drawings.

[0046] Figure 1 A replaceable coupling beam shear wall structure design flowchart is provided for the present application;

[0047] Figure 2 A replaceable coupling beam shear wall structure schematic diagram is provided for the present application;

[0048] Figure 3 A yield segment replaceable coupling beam structure schematic diagram is provided for the present application.

[0049] Among them,

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

[0051] The technical solutions in the embodiments of the present application will be clearly and completely described below with reference to the drawings in the embodiments of the present application. Obviously, the described embodiments are only part of the embodiments of the present application, rather than all the embodiments. Based on the embodiments in the present application, all other embodiments obtained by those skilled in the art without creative work fall within the scope of protection of the present application.

[0052] The embodiments of the present application disclose a shear wall structure design method of replaceable coupling beam, as shown in Figure 2 and 3 The replaceable coupling beam structure includes yield segment replaceable coupling beam 5 and non-yield segment coupling beam 9, both ends of the yield segment replaceable coupling beam 5 are fixed with end plates 3, one end of the non-yield segment coupling beam 9 is fixed with a connection plate 2, an embedded section steel 7 is arranged in the beam body of the non-yield segment coupling beam 9 close to the connection plate 2, a plurality of equidistantly distributed anchors 8 are fixed on the top surface and the bottom surface of the embedded section steel 7, the two end plates 3 of the yield segment replaceable coupling beam 5 and the two connection plates 2 of the two non-yield segment coupling beams 9 are detachably connected through bolts 4, and the embedded sleeve 6 is arranged in the beam body of the non-yield segment coupling beam 9 relative to the bolt 4.

[0053] The non-yield segment coupling beam 9 is a common reinforced concrete beam, and the beam body is provided with longitudinal reinforcement 1; a plurality of one-to-one corresponding bolt holes 10 are formed on the surface plates of the end plates 3 and the connection plates 2, the non-yield segment coupling beam 9 is provided with two and arranged oppositely, the yield segment replaceable coupling beam 5 is arranged between the two non-yield segment coupling beams 9, and the end plates 3 at both ends thereof are respectively fastened to the corresponding connection plates 2 through the bolts 4.

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

[0055] S1, determining the overall structure performance target, and designing the common structure according to the building scheme;

[0056] The yield segment replaceable coupling beam and the original reinforced concrete coupling beam should meet the principles of strength equivalence and stiffness similarity.

[0057] S2, determining the yield segment replaceable coupling beam arrangement scheme, including the position and number of replaceable coupling beams, and designing the shear wall structure;

[0058] The moment design value M of the non-yield segment coupling beam is determined by formula 1 and formula 2 n and the shear design value V of the non-yield segment coupling beam n :

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

[0060] Formula 2:

[0061] The bending moment design value M of the yield segment replaceable coupling beam is determined by Formula 3 and Formula 4 c and the shear design value V of the yield segment replaceable coupling beam c :

[0062] Formula 3: M n = ξM c

[0063] Formula 4: V n = V c

[0064] Wherein, ξ: enhancement coefficient, 1.3 for the first seismic grade, 1.2 and 1.1 for the second and third seismic grades respectively;

[0065] f nsy : yield strength of the bending-resistant steel bar;

[0066] A ns : area of the bending-resistant steel bar;

[0067] h n : height of the non-yield segment coupling beam;

[0068] a s : thickness of the protective layer of the non-yield segment coupling beam;

[0069] γ RE : seismic adjustment coefficient, 0.75;

[0070] f y : yield strength of the embedded steel web;

[0071] h: total sectional height of the embedded steel web;

[0072] t f : flange thickness of the embedded steel web;

[0073] t w : web thickness of the embedded steel web;

[0074] f′ c : cylindrical compressive strength of the non-yield segment coupling beam;

[0075] b: width of the non-yield segment coupling beam;

[0076] h0: effective height of the non-yielding segment connecting beam;

[0077] f yv : yield strength of the shear reinforcement;

[0078] A sv : area of the shear reinforcement;

[0079] s: spacing of the shear reinforcement.

[0080] The component type of the yielding segment replaceable connecting beam is determined by formula 5:

[0081] Formula 5: p = L r / (M p / V p )

[0082] In the formula, p is the length ratio;

[0083] M p is the plastic moment of the component section;

[0084] V p is the plastic shear of the component section;

[0085] L r is the span of the yielding segment of the replaceable connecting beam;

[0086] When p < 1.6, the yielding segment replaceable connecting beam is a shear yielding type component; when p ≥ 1.6, the yielding segment replaceable connecting beam is a bending yielding type component.

[0087] When the yielding segment replaceable connecting beam is a shear yielding type component, the bending bearing capacity M ra of the yielding segment replaceable connecting beam is greater than the shear bearing capacity V ra of the yielding segment replaceable connecting beam, and the corresponding moment value is calculated according to formula 6,

[0088] Formula 6: M ra ≥ 0.5ξV ra L r

[0089] In formula 6, the shear bearing capacity V ra of the yielding segment replaceable connecting beam is obtained by converting the bending bearing capacity of the original ordinary connecting beam, so that the shear yielding in the middle of the yielding segment replaceable connecting beam and the bending yielding at both ends of the original ordinary connecting beam are equivalent, i.e. V ra ≥ M c / (0.5ξ1L);

[0090] When the yielding segment replaceable connecting beam is a bending yielding type component, the shear bearing capacity V rb of the yielding segment replaceable connecting beam should be greater than the bending bearing capacity M rb of the yielding segment replaceable connecting beam.The corresponding shear force is calculated according to formula 7,

[0091] Formula 7: V rb ≥ξM rb / (0.5L r )

[0092] In formula 7, the yield section replaceable coupling beam flexural capacity M rb The principle of flexural equivalent of the original concrete beam is designed to make the central bending yield of the replaceable coupling beam and the shear yield of the two ends of the original ordinary coupling beam equivalent, which can be converted by formula: M rb ≥M c L r / I.

[0093] S3, stiffness calculation of yield section replaceable coupling beam, determine the yield section span and non-yield section section height;

[0094] Stiffness of yield section replaceable coupling beam:

[0095] Formula 8:

[0096]

[0097] In formula 8, k n -Non-yield section section shear shape coefficient;

[0098] k r -Replaceable section section shear shape coefficient;

[0099] L n -Non-yield section span of replaceable coupling beam;

[0100] E nc -Non-yield section elastic modulus of concrete;

[0101] E nb -Elastic modulus of embedded steel;

[0102] E r -Elastic modulus of replaceable coupling beam material;

[0103] G nc -Shear modulus of non-yield section concrete;

[0104] G nb -Shear modulus of embedded steel;

[0105] G r -Shear modulus of replaceable coupling beam material;

[0106] A nc -Shear modulus of non-yield section concrete;

[0107] A nb- Shear modulus of embedded steel;

[0108] A r - Shear modulus of replaceable coupling beam material;

[0109] I nc - Flexural stiffness of non-yield section concrete;

[0110] I nb - Flexural stiffness of embedded steel;

[0111] I r - Flexural stiffness of replaceable coupling beam.

[0112] In order to further optimize the above technical solutions, 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, so that the stiffness of the replaceable coupling beam with no damage to the concrete parts at both ends is at least equivalent to the stiffness of the original structure after the ordinary coupling beam cracks.

[0113] The stiffness K of the original reinforced concrete coupling beam is determined by the following formula:

[0114]

[0115] In the above formula, k: sectional shear shape coefficient; 1.2 for rectangular section; L: coupling beam span; G c : Shear modulus of concrete of original reinforced concrete coupling beam; A c : Concrete sectional area of original reinforced concrete coupling beam; E c : Elastic modulus of concrete of original reinforced concrete coupling beam;

[0116] I c : Moment of inertia of rectangular section of concrete part of original reinforced concrete coupling beam, determined according to the following formula:

[0117] I c = A c h 2 / 12

[0118] S4, strength checking of non-yield section coupling beam and embedded steel is performed according to the non-yield section height determined in step S3; flexural capacity or shear capacity of the yield section replaceable coupling beam is checked according to the yield section span;

[0119] S5, stability of the yield section replaceable coupling beam is checked;

[0120] The stability checking of the yield section replaceable coupling beam requires that the yield section replaceable coupling beam does not lose stability before yielding, the shear critical stress is less than the shear yield stress, the shear critical stress is calculated according to the theoretical formula, or can be calculated by the finite element method, and at the same time, it also meets the requirements of the specification stability checking.

[0121] S6, design the connection mode between the yield segment replaceable coupling beam and the non-yield segment connecting beam, and conduct structural design;

[0122] In order to replace the yield segment replaceable coupling beam after the earthquake, the end plate and the connecting plate are fastened by bolts, and the bolt design calculation includes bolt calculation, end plate calculation and pre-buried sleeve calculation.

[0123] Bolt strength calculation:

[0124]

[0125] In the above formula, N V : the shear design value of a bolt; N t : the tensile design value of a bolt; N Vb : the shear bearing capacity of a bolt; N tb : the tensile bearing capacity of a bolt.

[0126] The shear design value of a bolt N V N V = ξV r / n

[0127] The tensile design value of a bolt N t

[0128] The shear bearing capacity of a bolt N Vb

[0129]

[0130] The tensile bearing capacity of a bolt N tb

[0131]

[0132] In the above formula, ξ: connection enhancement coefficient, 1.3 for first-grade seismic level, 1.2 for second-grade seismic level, and 1.1 for third-grade seismic level; n: number of bolts; y i : the distance of a single bolt from the rotation center of the bolt group, which is calculated in the most conservative case that the rotation center is located at the lowermost row of bolts; n v : number of shear planes; n f : number of force transmission friction surfaces; d: screw diameter; d0: bolt hole diameter; ∑t: total thickness of a pressure plate in one force direction, taking the minimum value of different force directions; P: pre-tension of a high-strength bolt; Shear strength design value of a bolt; Bearing strength design value of a bolt; f t b : tensile strength design value of a bolt.

[0133] S7, setting the yield segment replaceable coupling beam restoring force model and the yield displacement thereof;

[0134] The seismic response of the structure in step S6 is calculated by the time history analysis method, and before the seismic response of the structure is calculated, the yield segment replaceable coupling beam restoring force model and the yield displacement thereof are set in the time history analysis software in step S7.

[0135] S8, performing the elastic-plastic analysis of the structure, checking the additional damping ratio of the structure, and if not satisfied, adjusting the arrangement scheme of the yield segment replaceable coupling beam;

[0136] The elastic-plastic analysis of the structure is checked, the additional damping ratio of the structure is calculated, if not satisfied, the arrangement scheme of the replaceable coupling beam determined in step S2 is adjusted, the number and position of the replaceable coupling beam are changed, and the calculation is re-performed until the structure satisfies the checking of the additional damping ratio of the structure

[0137] S9, checking the performance of the structure, if not satisfied, adjusting the arrangement scheme of the yield segment replaceable coupling beam, and if satisfied, completing the calculation.

[0138] The performance of the structure includes damage and residual deformation, and is checked by the time history analysis method, if not satisfied, the arrangement scheme of the replaceable coupling beam determined in step S2 is adjusted, the number and position of the replaceable coupling beam are changed, and the calculation is re-performed until the structure satisfies the checking of the performance of the structure.

[0139] In the embodiment, the non-yield segment connecting beam is a concrete beam, and the connection between the yield segment replaceable coupling beam and the non-yield segment connecting beam is connected by bolts, which is not only convenient to disassemble, but also has good bearing capacity, and can be conveniently decorated and used by an outer decorative plate. The replaceable connection strength design of the bolts at the connection includes the bolts, end plates and embedded parts.

[0140] The design method provided in the embodiment can make the replaceable coupling beam deform plastically and dissipate energy under a larger seismic action, and the residual deformation can be controlled, and at the same time, the detachable connection of the bolts can realize rapid replacement after the earthquake, and the inter-story drift angle is also smaller than that of the traditional structure, so that the function of the structure is quickly restored.

[0141] The embodiments in the specification are described in a progressive manner, and each embodiment focuses on the difference from other embodiments. The same and similar parts between the embodiments can be referred to each other. For the device disclosed in the embodiments, since it corresponds to the method disclosed in the embodiments, the description is relatively simple, and the related parts can be referred to the method part.

[0142] The foregoing description of the disclosed embodiments enables a person skilled in the art to make or use the application. Modifications of these embodiments will occur to persons of skill in the art, and that the appended claims are intended to cover all such modifications that do not depart from the true spirit and scope of the application. Therefore, the application is not limited to the embodiments shown but is to be accorded the widest scope consistent with the principles and novel features disclosed herein.

Claims

1. A method of designing a shear wall structure with replaceable coupling beams, characterized by, The replaceable coupling beam structure comprises a yield section replaceable coupling beam and a non-yield section connecting beam, both ends of the yield section replaceable coupling beam are fixed with end plates, one end of the non-yield section connecting beam is fixed with a connecting plate, and a pre-buried shaped steel is arranged in the beam body of the non-yield section connecting beam close to the connecting plate; The design method comprises the following steps: S1, determining an overall structure performance target, and designing a general structure according to a building scheme; S2, determining a yield section replaceable coupling beam arrangement scheme and performing structure design; S3, calculating the stiffness of the yield section replaceable coupling beam, and determining the yield section span and the non-yield section section height; The stiffness of the yield section replaceable coupling beam is calculated through the above formula; where k n —sectional shear shape factor of non-yielding segment; k r —sectional shear shape factor of replaceable segment; L n —span of non-yielding segment of replaceable coupling beam; L r —span of yielding segment of replaceable coupling beam; E nc —elastic modulus of non-yielding segment concrete; E nb —elastic modulus of embedded steel; E r —elastic modulus of replaceable coupling beam material; G nc —shear modulus of non-yielding segment concrete; G nb —shear modulus of embedded steel; G r —shear modulus of replaceable coupling beam material; A nc —shear modulus of non-yielding segment concrete; A nb —shear modulus of embedded steel; A r —shear modulus of replaceable coupling beam material; I nc —flexural stiffness of non-yielding segment concrete; I nb —flexural stiffness of embedded steel; I r —flexural stiffness of replaceable coupling beam; S4, performing strength checking of the non-yield section connecting beam and the pre-buried shaped steel according to the non-yield section section height determined in step S3; and checking the flexural bearing capacity or the shear bearing capacity of the yield section replaceable coupling beam according to the yield section span; S5, checking the stability of the yield section replaceable coupling beam; S6, designing the connection mode between the yield section replaceable coupling beam and the non-yield section connecting beam, and performing structure design; S7, setting the yield section replaceable coupling beam restoring force model and the yield displacement thereof; S8, performing structure elastic-plastic analysis, checking the additional damping ratio of the structure, and adjusting the arrangement scheme of the yield section replaceable coupling beam if the additional damping ratio does not meet the requirement; S9, checking the structure performance, and adjusting the arrangement scheme of the yield section replaceable coupling beam if the structure performance does not meet the requirement, or completing the calculation if the structure performance meets the requirement.

2. The method of designing a shear wall structure with replaceable coupling beams according to claim 1, wherein, In step S2, the design value M of the bending moment of the non-yielding segment connecting beam is calculated as follows: n M = M0 + M1 Formula 1: M n ≤f nsy A ns (h n -2a s ) / γ RE In the formula, f nsy : yield strength of the bending-resistant steel bar; A ns : area of the bending-resistant steel bar; h n : height of the non-yield connection beam; a s : cover thickness of the non-yield connection beam; γ RE : seismic adjustment coefficient, taken as 0.75; Shear design value V of non-yielding segment connected beam n is: Formula 2: wherein f y : yield strength of the embedded steel web; h: total sectional height of the embedded steel web; t f : flange thickness of the embedded steel web; t w : web thickness of the embedded steel web; f' c : cylinder compressive strength of the non-yield segment connecting beam; b: width of the non-yield segment connecting beam; h0: effective height of the non-yield segment connecting beam; f yv : yield strength of the shear steel bar; A sv : area of the shear steel bar; s: spacing of the shear steel bar; The moment design value and the shear design value of the non-yield section connecting beam are determined according to formula 1 and formula 2; The yield segment replaceable coupling beam bending moment design value M c Is: Formula 3: M n = ξM c The design value of shear force of the yieldable replaceable coupling beam is V c is: Formula 4: V n = V c In the formula, ξ is a reinforcement coefficient, 1.3 is taken for the first-grade seismic level, 1.2 and 1.1 are taken for the second-grade and third-grade seismic levels respectively; The moment design value and the shear design value of the yield section replaceable coupling beam are determined according to formula 3 and formula 4.

3. The method of designing a shear wall structure with replaceable coupling beams according to claim 2, wherein, In step S2, the component type of the yield section replaceable coupling beam is judged: Formula 5: p = L r / (M p / V p ) wherein ρ — length ratio; L r — span of the replaceable link beam yield segment; M p — plastic bending moment of the member cross-section; V p — plastic shear force of the member cross-section; When ρ < 1.6, the yield section replaceable coupling beam is a shear yielding component; and when ρ ≥ 1.6, the yield section replaceable coupling beam is a bending yielding component.

4. The method of designing a shear wall structure with replaceable coupling beams according to claim 3, wherein, When the yield segment replaceable coupling beam is a shear yielding member, its bending capacity M ra is greater than its shear capacity V ra the corresponding bending moment value, i.e. Formula 6: M ra ≥ 0.5ξV ra L r In the yield section replaceable coupling beam, the middle shear yielding is equivalent to the bending yielding of the original general coupling beam at both ends. When the yield segment replaceable coupling beam is a bending yield type member, its shear bearing capacity V rb greater than its bending bearing capacity M rb the corresponding shear, that is: Formula 7: V rb ≥ ξM rb / (0.5L r ) In the yield section replaceable coupling beam, the middle bending yielding is equivalent to the shear yielding of the original general coupling beam at both ends.

5. The method of designing a shear wall structure with replaceable coupling beams according to claim 1, wherein, In step S5, the stability of the yield section replaceable coupling beam is checked, the yield section replaceable coupling beam does not lose stability before yielding, and the shear critical stress is less than the shear yielding stress.

6. The method of designing a shear wall structure with replaceable coupling beams according to claim 5, wherein, The top surface and the bottom surface of the pre-buried shaped steel are fixed with a plurality of studs, the two end plates of the yield section replaceable coupling beam and the connecting plates of the two non-yield section connecting beams are detachably connected through bolts, the non-yield section connecting beams are provided with pre-buried sleeves in the beam bodies relative to the studs, and the bolt design calculation comprises bolt calculation, end plate calculation and pre-buried sleeve calculation.

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

8. The method of designing a shear wall structure with replaceable coupling beams according to claim 7, wherein, In step S9, the structure performance comprises damage and residual deformation, and is checked by the method of time history analysis.

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