Buckling-restrained eccentrically braced energy dissipation beam and eccentrically braced member

Abstract

The embodiment of the present application provides a bending shear type eccentrically braced energy dissipation beam and an eccentrically braced member, the bending shear type eccentrically braced energy dissipation beam comprises a first beam segment, a second beam segment and a third beam segment sequentially connected along a first direction, when shear plastic deformation strengthening of an energy dissipation beam web of the second beam segment and a shear shear force internal force reach mu times of full plastic shear bearing capacity, the first beam segment and the third beam segment reach full plastic bending bearing capacity; or when plastic deformation strengthening of an energy dissipation beam first flange and an energy dissipation beam second flange of the first beam segment and the third beam segment and an energy dissipation beam first flange and an energy dissipation beam second flange of the third beam segment and a bending bending moment internal force reach mu times of full plastic bending bearing capacity, the energy dissipation beam web of the second beam segment reaches full plastic shear bearing capacity; wherein mu is a constant with a value range of 1.1-1.25. The bending shear type eccentrically braced energy dissipation beam of the embodiment of the present application has better seismic performance.

Description

TECHNICAL FIELD

[0001] The present application relates to the technical field of building components, in particular to a curved shear eccentrically braced energy dissipation beam and an eccentrically braced component. BACKGROUND

[0002] Eccentrically braced refers to the intersection of the support axis and the beam axis being a certain distance from the intersection of the beam column, and the beam or beam segment between the two intersections is called an energy dissipation beam or energy dissipation beam segment.

[0003] In the related art, a variable-height curved shear eccentrically braced energy dissipation beam and eccentrically braced structure are proposed, the web of the energy dissipation beam includes sequentially connected first, second and third zones, the height of the second zone is less than the height of the web of a non-energy dissipation beam, and the upper flange and the lower flange are adapted to the structure of the web to enable the energy dissipation beam to simultaneously produce bending plastic deformation and shear plastic deformation, thereby improving seismic performance.

[0004] However, the energy dissipation beam in the related art can have a rapid decrease in stiffness and a rapid increase in deformation, and its seismic performance needs to be further improved. SUMMARY

[0005] The present application is based on the findings and recognition of the inventors on the following facts and problems:

[0006] In the related art, a variable-height curved shear eccentrically braced energy dissipation beam and eccentrically braced structure are proposed, the web of the energy dissipation beam includes sequentially connected first, second and third zones, the height of the second zone is less than the height of the web of a non-energy dissipation beam, and the upper flange and the lower flange are adapted to the structure of the web to enable the energy dissipation beam to simultaneously produce bending plastic deformation and shear plastic deformation, thereby improving seismic performance.

[0007] However, the inventors have found in actual application that the simultaneous plastic deformation of the flanges at both ends of the energy dissipation beam and the web can result in a rapid decrease in stiffness and a rapid increase in deformation of the energy dissipation beam structure, and its seismic performance needs to be further improved.

[0008] The present application aims to at least partially solve one of the problems in the related art. To this end, embodiments of the present application propose a bending shear eccentrically braced energy beam, which, in an earthquake, the energy beam web of the second beam segment first undergoes shear yielding plastic deformation, and the energy beam first flange and the energy beam second flange of the first beam segment and the third beam segment later undergo plastic deformation; or, the energy beam first flange and the energy beam second flange of the first beam segment and the third beam segment first undergo plastic deformation, and the energy beam web of the second beam segment later undergoes shear yielding plastic deformation, thereby avoiding the rapid decline in structural stiffness and rapid increase in deformation of the bending shear eccentrically braced energy beam, and making the bending shear eccentrically braced energy beam have better seismic performance.

[0009] Embodiments of the present application also propose an eccentrically braced member.

[0010] The bending shear eccentrically braced energy beam of the embodiments of the present application comprises a first beam segment, a second beam segment and a third beam segment sequentially connected along a first direction, each of the first beam segment, the second beam segment and the third beam segment comprising:

[0011] an energy beam web extending along the first direction, the cross-sectional area of the energy beam web of the first beam segment gradually decreasing in a direction towards the second beam segment, the cross-sectional area of the energy beam web of the second beam segment being constant along the first direction, and the cross-sectional area of the energy beam web of the third beam segment gradually decreasing in a direction towards the second beam segment;

[0012] an energy beam first flange connected to one end of the energy beam web in a second direction, the second direction being orthogonal to the first direction;

[0013] an energy beam second flange connected to the other end of the energy beam web in the second direction;

[0014] when the energy beam web of the second beam segment produces shear plastic deformation strengthening and the shear shear internal force reaches μ times the full plastic shear bearing capacity, the first beam segment and the third beam segment reach the full plastic bending bearing capacity; or

[0015] when the energy beam first flange and the energy beam second flange of the first beam segment and the energy beam first flange and the energy beam second flange of the third beam segment produce plastic deformation strengthening and the bending bending internal force reaches μ times the full plastic bending bearing capacity, the energy beam web of the second beam segment reaches the full plastic shear bearing capacity;

[0016] wherein μ is a constant with a value range of 1.1-1.25.

[0017] When the shear plastic deformation of the energy dissipation beam web of the second beam segment is strengthened and the shear shear force internal force reaches μ times the full plastic shear bearing capacity, the first beam segment and the third beam segment reach the full plastic bending bearing capacity, so that the energy dissipation beam web of the second beam segment first occurs shear yield plastic deformation, and the energy dissipation beam first flange and the energy dissipation beam second flange of the first beam segment and the third beam segment occur plastic deformation later; or when the plastic deformation of the energy dissipation beam first flange and the energy dissipation beam second flange of the first beam segment and the energy dissipation beam first flange and the energy dissipation beam second flange of the third beam segment is strengthened and the bending bending moment internal force reaches μ times the full plastic bending bearing capacity, the energy dissipation beam web of the second beam segment reaches the full plastic shear bearing capacity, so that the energy dissipation beam first flange and the energy dissipation beam second flange of the first beam segment and the third beam segment first occur plastic deformation, and the energy dissipation beam web of the second beam segment occurs shear yield plastic deformation later. Thus, the structural stiffness of the bending shear type eccentrically braced energy dissipation beam can be prevented from decreasing too fast and the deformation from increasing too fast, so that the bending shear type eccentrically braced energy dissipation beam has better seismic performance.

[0018] In some embodiments, the energy dissipation beam first flange and the energy dissipation beam second flange satisfy:

[0019] b f =[h2·t w ·(0.29·μ·l2-0.25·h2)] / [t f ·(h2+t f )];

[0020] wherein,

[0021] b f is the size of the energy dissipation beam first flange or the energy dissipation beam second flange in the third direction, the third direction being orthogonal to the first direction and the second direction;

[0022] h2 is the size of the energy dissipation beam web of the second beam segment in the second direction;

[0023] t w is the size of the energy dissipation beam web in the third direction;

[0024] l2 is the size of the second beam segment in the first direction;

[0025] t f is the size of the energy dissipation beam first flange or the energy dissipation beam second flange in the second direction.

[0026] In some embodiments, the energy dissipation beam first flange, the energy dissipation beam second flange and the energy dissipation beam web satisfy:

[0027]

[0028] wherein,

[0029] t w is a dimension of the energy dissipation beam web in a third direction, the third direction being orthogonal to the first direction and the second direction;

[0030] h x is a dimension of the energy dissipation beam web of the first beam segment or the energy dissipation beam web of the third beam segment in the second direction at any position in the first direction;

[0031] b f is a dimension of the energy dissipation beam first flange or the energy dissipation beam second flange in a third direction, the third direction being orthogonal to the first direction and the second direction;

[0032] t f is a dimension of the energy dissipation beam first flange or the energy dissipation beam second flange in the second direction;

[0033] h2 is a dimension of the energy dissipation beam web of the second beam segment in the second direction;

[0034] x is a distance from any position of the first beam segment or the third beam segment in the first direction to a midpoint of the curved shear type eccentrically braced energy dissipation beam in the first direction.

[0035] In some embodiments, each of the first beam segment and the third beam segment satisfies:

[0036] M Rl ≥ V Sm · x;

[0037] wherein,

[0038] M Rl is a design value of the member moment resistance of the first beam segment or the third beam segment;

[0039] V Sm is a full plastic shear capacity of the second beam segment;

[0040] x is a distance from any position of the first beam segment or the third beam segment in the first direction to a midpoint of the curved shear type eccentrically braced energy dissipation beam in the first direction.

[0041] In some embodiments, the second beam segment satisfies:

[0042] M Rml ≥ V Sm · l2 / 2;

[0043] wherein,

[0044] M Rmla design value of a member moment resistance of the second beam segment;

[0045] V Sm a full plastic shear capacity of the second beam segment;

[0046] l2is a dimension of the second beam segment in the first direction.

[0047] In some embodiments, the energy dissipation beam first flange and the energy dissipation beam second flange satisfy:

[0048] b f = [h2·t w ·(0.29·l2-0.25·μ·h2)] / [μ·t f ·(h2+t f )];

[0049] wherein,

[0050] b f is a dimension of the energy dissipation beam first flange or the energy dissipation beam second flange in a third direction, the third direction being orthogonal to the first direction and the second direction;

[0051] h2is a dimension of an energy dissipation beam web of the second beam segment in the second direction;

[0052] t w is a dimension of the energy dissipation beam web in the third direction;

[0053] l2is a dimension of the second beam segment in the first direction;

[0054] t f is a dimension of the energy dissipation beam first flange or the energy dissipation beam second flange in the second direction.

[0055] In some embodiments, the energy dissipation beam first flange, the energy dissipation beam second flange, and the energy dissipation beam web satisfy:

[0056]

[0057] wherein,

[0058] t w is a dimension of the energy dissipation beam web in a third direction, the third direction being orthogonal to the first direction and the second direction;

[0059] h x is a dimension of the energy dissipation beam web of the first beam segment or the energy dissipation beam web of the third beam segment in the second direction at any position in the first direction;

[0060] b fa dimension of the first flange of the energy dissipation beam or the second flange of the energy dissipation beam in a third direction, the third direction being orthogonal to the first direction and the second direction;

[0061] t f a dimension of the first flange of the energy dissipation beam or the second flange of the energy dissipation beam in the second direction;

[0062] h2 is a dimension of the energy dissipation beam web of the second beam segment in the second direction;

[0063] x is a distance from any position of the first beam segment or the third beam segment in the first direction to a midpoint of the curved shear type eccentrically braced energy dissipation beam in the first direction.

[0064] In some embodiments, each of the first beam segment, the second beam segment and the third beam segment satisfies:

[0065] R l ≥ max(S l1 , S l2 , …, S ln ); and

[0066] R l / γ RE ≥ η · max(S lE1 , S lE2 , …, S lEi );

[0067] wherein,

[0068] R l is a member force design value of the first beam segment, the second beam segment or the third beam segment;

[0069] S ln is a non-seismic working load basic combination effect design value of the first beam segment, the second beam segment or the third beam segment corresponding to R l ;

[0070] n is a total number of load effect combinations in non-seismic working conditions;

[0071] γ RE is a bearing capacity seismic adjustment coefficient;

[0072] η is a constant amplification coefficient, η being greater than 1;

[0073] S lEi is a seismic working load basic combination effect design value of the first beam segment, the second beam segment or the third beam segment corresponding to R l ;

[0074] i is the total number of load effect combinations under seismic working conditions.

[0075] In some embodiments, the energy dissipation beam web of the first beam segment has a first end face and a second end face oppositely arranged in the second direction, the first end face extends in a direction towards the second beam segment and is tilted towards the second end face, the second end face extends in a direction towards the second beam segment and is tilted towards the first end face;

[0076] The energy dissipation beam web of the third beam segment has a third end face and a fourth end face oppositely arranged in the second direction, the third end face extends in a direction towards the second beam segment and is tilted towards the fourth end face, the fourth end face extends in a direction towards the second beam segment and is tilted towards the third end face.

[0077] In some embodiments, the curved shear eccentrically braced energy dissipation beam further comprises energy dissipation beam stiffeners, the energy dissipation beam stiffeners are arranged on the energy dissipation beam web and connected between the energy dissipation beam first flange and the energy dissipation beam second flange, the energy dissipation beam stiffeners have an included angle between the extending direction and the first direction, the energy dissipation beam stiffeners are multiple, and the multiple energy dissipation beam stiffeners are arranged in intervals along the first direction.

[0078] The eccentrically braced member of the embodiment of the present application comprises:

[0079] The first non-energy dissipation beam and the second non-energy dissipation beam each comprise a non-energy dissipation beam web, a non-energy dissipation beam first flange and a non-energy dissipation beam second flange, the non-energy dissipation beam web extends in the first direction, the non-energy dissipation beam first flange is connected to one end of the non-energy dissipation beam web in the second direction, and the non-energy dissipation beam second flange is connected to the other end of the non-energy dissipation beam web in the second direction;

[0080] The curved shear eccentrically braced energy dissipation beam is connected to the first non-energy dissipation beam at one end in the first direction, and connected to the second non-energy dissipation beam at the other end in the first direction.

[0081] The eccentrically braced member of the embodiment of the present application has better seismic performance due to comprising the curved shear eccentrically braced energy dissipation beam of any one of the above embodiments.

[0082] In some embodiments, the non-energy dissipation beam web and the curved shear eccentrically braced energy dissipation beam satisfy:

[0083]

[0084] wherein,

[0085] t w is a dimension of the energy dissipation beam web in a third direction, the third direction being orthogonal to the first direction and the second direction;

[0086] h1is a dimension of the non-energy dissipation beam web in the second direction;

[0087] b f is a dimension of the energy dissipation beam first flange or the energy dissipation beam second flange in a third direction, the third direction being orthogonal to the first direction and the second direction;

[0088] t f is a dimension of the energy dissipation beam first flange or the energy dissipation beam second flange in the second direction;

[0089] h2is a dimension of the energy dissipation beam web of the second beam segment in the second direction;

[0090] L is a dimension of the curved shear eccentrically braced energy dissipation beam in the first direction.

[0091] In some embodiments, each of the first non-energy dissipation beam and the second non-energy dissipation beam satisfies:

[0092] M′ Rl ≥ V Sm · L / 2

[0093] wherein,

[0094] M′ Rl is a member moment resistance design value at a connection of the first non-energy dissipation beam with the curved shear eccentrically braced energy dissipation beam or is a member moment resistance design value at a connection of the second non-energy dissipation beam with the curved shear eccentrically braced energy dissipation beam;

[0095] V Sm is a full plastic shear capacity of the second beam segment;

[0096] L is a dimension of the curved shear eccentrically braced energy dissipation beam in the first direction.

[0097] In some embodiments, the non-energy dissipation beam web and the curved shear eccentrically braced energy dissipation beam satisfy:

[0098]

[0099] wherein,

[0100] t wa dimension of the energy dissipation beam web in the third direction, the third direction being orthogonal to the first direction and the second direction;

[0101] h1 is a dimension of the non-energy dissipation beam web in the second direction;

[0102] b f a dimension of the energy dissipation beam first flange or the energy dissipation beam second flange in the third direction, the third direction being orthogonal to the first direction and the second direction;

[0103] t f a dimension of the energy dissipation beam first flange or the energy dissipation beam second flange in the second direction;

[0104] h2 is a dimension of the energy dissipation beam web of the second beam segment in the second direction;

[0105] L is a dimension of the curved-shear eccentrically braced energy dissipation beam in the first direction.

[0106] In some embodiments, the second beam segment satisfies:

[0107]

[0108] wherein,

[0109] V Rml a design value of the member shear resistance of the second beam segment;

[0110] a full-plastic flexural capacity at the connection of the first non-energy dissipation beam and the curved-shear eccentrically braced energy dissipation beam;

[0111] a full-plastic flexural capacity at the connection of the second non-energy dissipation beam and the curved-shear eccentrically braced energy dissipation beam;

[0112] M Sl a full-plastic flexural capacity of the first beam segment;

[0113] M Sm a full-plastic flexural capacity of the second beam segment;

[0114] M Sr a full-plastic flexural capacity of the third beam segment;

[0115] x is a distance from any position of the first beam segment or the third beam segment in the first direction to a midpoint of the curved-shear eccentrically braced energy dissipation beam in the first direction;

[0116] L is a dimension of the curved-shear eccentrically braced energy dissipation beam in the first direction.

[0117] In some embodiments, each of the first non-energy dissipation beam and the second non-energy dissipation beam satisfies:

[0118] R b ≥max(S b1 , S b2 , …, S bn );

[0119] R b / γ RE ≥η·max(α1·S bE1 , α2·S bE2 , …, α i ·S bEi ); and

[0120]

[0121] wherein,

[0122] R b is a member force design value of the first non-energy dissipation beam or the second non-energy dissipation beam.

[0123] S bn is a non-seismic working load basic combination effect design value of the first non-energy dissipation beam or the second non-energy dissipation beam corresponding to R b ;

[0124] n is a total number of load effect combinations under non-seismic working conditions;

[0125] γ RE is a bearing capacity seismic adjustment coefficient;

[0126] η is a constant amplification coefficient, and η is greater than 1;

[0127] S bEi is a seismic working load basic combination effect design value of the first non-energy dissipation beam or the second non-energy dissipation beam corresponding to R b ;

[0128] i is a total number of load effect combinations under seismic working conditions;

[0129] M Sl is a full plastic flexural bearing capacity of the first beam segment;

[0130] M Sm is a full plastic flexural bearing capacity of the second beam segment;

[0131] M Sr is a full plastic flexural bearing capacity of the third beam segment;

[0132] V Sla full-plasticity shear capacity of the first beam segment;

[0133] V Sm a full-plasticity shear capacity of the second beam segment;

[0134] V Sr a full-plasticity shear capacity of the third beam segment;

[0135] M sllEj a seismic working load fundamental combined effect moment design value of the first beam segment;

[0136] M smlEj a seismic working load fundamental combined effect moment design value of the second beam segment;

[0137] M srlEj a seismic working load fundamental combined effect moment design value of the third beam segment;

[0138] V sllEj a seismic working load fundamental combined effect shear design value of the first beam segment;

[0139] V smlEj a seismic working load fundamental combined effect shear design value of the second beam segment;

[0140] V srlEj a seismic working load fundamental combined effect shear design value of the third beam segment;

[0141] j = 1, 2,... i.

[0142] In some embodiments, the eccentrically braced member further comprises support beams, the support beams being at least two, wherein one of the support beams is connected to the first non-energy-dissipating beam, wherein another of the support beams is connected to the second non-energy-dissipating beam, and the one of the support beams and the another of the support beams extend in the second direction and are inclined in opposite directions away from each other, the support beams satisfying:

[0143] R c ≥ max(S c1 , S c2 ,..., S cn );

[0144] R c / γ RE ≥ η · max(α1· S cE1 , α2· S cE2 ,..., α i · S cEi ); and

[0145]

[0146] wherein,

[0147] R c is a member force design value of the support beam;

[0148] S cn is a non-seismic working condition load basic combination effect design value of the support beam;

[0149] n is a total number of load effect combinations in a non-seismic working condition;

[0150] γ RE is an aseismic adjustment coefficient of bearing capacity;

[0151] η is a constant amplification coefficient, η is greater than 1;

[0152] S cEi is a seismic working condition load basic combination effect design value of the support beam;

[0153] i is a total number of load effect combinations in a seismic working condition;

[0154] M Sl is a full plastic flexural bearing capacity of the first beam segment;

[0155] M Sm is a full plastic flexural bearing capacity of the second beam segment;

[0156] M Sr is a full plastic flexural bearing capacity of the third beam segment;

[0157] V Sl is a full plastic shearing bearing capacity of the first beam segment;

[0158] V Sm is a full plastic shearing bearing capacity of the second beam segment;

[0159] V Sr is a full plastic shearing bearing capacity of the third beam segment;

[0160] M sllEj is a seismic working condition load basic combination effect moment design value of the first beam segment;

[0161] M smlEj is a seismic working condition load basic combination effect moment design value of the second beam segment;

[0162] M srlEj is a seismic working condition load basic combination effect moment design value of the third beam segment;

[0163] V sllEj is a seismic working condition load basic combination effect shearing force design value of the first beam segment;

[0164] V smlEj is a seismic working load basic combined effect shear design value of the second beam segment;

[0165] V srlEj is a seismic working load basic combined effect shear design value of the third beam segment;

[0166] j = 1, 2, … i.

[0167] In some embodiments, each of the first non-energy dissipation beam and the second non-energy dissipation beam further comprises a non-energy dissipation beam stiffener provided on the non-energy dissipation beam web and connected between the non-energy dissipation beam first flange and the non-energy dissipation beam second flange, the non-energy dissipation beam stiffener having an included angle between an extension direction and the first direction. BRIEF DESCRIPTION OF DRAWINGS

[0168] Figure 1 is a structural schematic diagram of an eccentric bracing member of an embodiment of the present application;

[0169] Figure 2 is Figure 1 is an A-A cross-sectional view of the eccentric bracing member in FIG. 1;

[0170] Figure 3 is Figure 1 is a B-B cross-sectional view of the eccentric bracing member in FIG. 1;

[0171] Figure 4 is Figure 1 is a C-C cross-sectional view of the eccentric bracing member in FIG. 1;

[0172] Figure 5 is Figure 1 is a D-D cross-sectional view of the eccentric bracing member in FIG. 1.

[0173] REFERENCE NUMERALS:

[0174] 100. a flexural shear type eccentric bracing energy dissipation beam; 1. a first beam segment; 2. a second beam segment; 3. a third beam segment; 4. an energy dissipation beam web; 41. a first end face; 42. a second end face; 43. a third end face; 44. a fourth end face; 5. an energy dissipation beam first flange; 6. an energy dissipation beam second flange; 7. an energy dissipation beam stiffener;

[0175] 200. a first non-energy dissipation beam; 201. a non-energy dissipation beam web; 202. a non-energy dissipation beam first flange; 203. a non-energy dissipation beam second flange; 204. a non-energy dissipation beam stiffener; 300. a second non-energy dissipation beam; 400. a bracing beam. DETAILED DESCRIPTION

[0176] Embodiments of the present invention are described in detail below, examples of which are illustrated in the accompanying drawings. The embodiments described below with reference to the accompanying drawings are exemplary and intended to explain the present invention, and should not be construed as limiting the present invention.

[0177] The following is a reference appendix. Figure 1 -Appendix Figure 5 The invention describes a bending shear type eccentrically supported energy-dissipating beam and an eccentrically supported member according to embodiments of the invention.

[0178] like Figures 1-5 As shown, the eccentric support member of the embodiment of the invention includes a first non-energy-dissipating beam 200, a second non-energy-dissipating beam 300, and a bending shear type eccentric support energy-dissipating beam.

[0179] Each of the first non-energy-dissipating beam 200 and the second non-energy-dissipating beam 300 includes a non-energy-dissipating beam web 201, a non-energy-dissipating beam first flange 202, and a non-energy-dissipating beam second flange 203. The non-energy-dissipating beam web 201 is along a first direction (e.g., ...). Figure 1 Extending in the left-right direction (as shown), the first flange 202 of the non-energy-dissipating beam and the web 201 of the non-energy-dissipating beam extend in the second direction (as shown). Figure 1 The second flange 203 of the non-energy-dissipating beam is connected to the web 201 of the non-energy-dissipating beam at one end in the vertical direction, and the other end in the vertical direction is connected to the web 201 of the non-energy-dissipating beam. Specifically, as shown... Figure 1 and Figure 2 As shown, the web 201 of the non-energy-dissipating beam is a vertically arranged plate, and the first flange 202 and the second flange 203 of the non-energy-dissipating beam are horizontally arranged plates. The web 201 of the non-energy-dissipating beam is connected between the first flange 202 and the second flange 203 of the non-energy-dissipating beam by welding.

[0180] The bending shear type eccentric support energy dissipation beam is the bending shear type eccentric support energy dissipation beam 100 of the invention embodiment. One end of the bending shear type eccentric support energy dissipation beam 100 is connected to a first non-energy dissipation beam 200 in the first direction, and the other end of the bending shear type eccentric support energy dissipation beam 100 is connected to a second non-energy dissipation beam 300 in the first direction.

[0181] The following is for reference. Figure 1 , Figure 2 , Figure 4 and Figure 5 The bending shear type eccentrically supported energy-dissipating beam of the present invention is described in detail in the embodiments of the present invention.

[0182] like Figure 1 and Figure 2 As shown, the bending shear type eccentrically supported energy dissipation beam 100 of this embodiment includes a beam along a first direction (e.g., Figure 1The first beam segment 1, the second beam segment 2, and the third beam segment 3 are connected sequentially in the left-right direction (as shown). Each of the first beam segment 1, the second beam segment 2, and the third beam segment 3 includes an energy-dissipating beam web 4, an energy-dissipating beam first flange 5, and an energy-dissipating beam second flange 6. Specifically, as shown... Figure 1 As shown, the first beam segment 1 is located to the left of the second beam segment 2, and the third beam segment 3 is located to the right of the second beam segment 2. The energy-dissipating beam web 4 of the first beam segment 1, the energy-dissipating beam web 4 of the second beam segment 2, and the energy-dissipating beam web 4 of the third beam segment 3 are integral structures. The first flange 5 of the energy-dissipating beam of the first beam segment 1, the first flange 5 of the energy-dissipating beam of the second beam segment 2, and the first flange 5 of the energy-dissipating beam of the third beam segment 3 are integral structures. The second flange 6 of the energy-dissipating beam of the first beam segment 1, the second flange 6 of the energy-dissipating beam of the second beam segment 2, and the second flange 6 of the energy-dissipating beam of the third beam segment 3 are integral structures. The energy-dissipating beam web 4, the first flange 5, and the second flange 6 are welded together. It is understood that, in other embodiments, the energy-dissipating beam web 4 of the first beam segment 1, the energy-dissipating beam web 4 of the second beam segment 2, and the energy-dissipating beam web 4 of the third beam segment 3 are welded or bolted together; the first flange 5 of the energy-dissipating beam of the first beam segment 1, the first flange 5 of the energy-dissipating beam of the second beam segment 2, and the first flange 5 of the energy-dissipating beam of the third beam segment 3 are welded or bolted together; the second flange 6 of the energy-dissipating beam of the first beam segment 1, the second flange 6 of the energy-dissipating beam of the second beam segment 2, and the second flange 6 of the energy-dissipating beam of the third beam segment 3 are welded or bolted together; and the energy-dissipating beam web 4, the first flange 5, and the second flange 6 in each of the first beam segment 1, the second beam segment 2, and the third beam segment 3 are an integral structure or are connected by bolts.

[0183] The energy-dissipating beam web 4 extends along a first direction. The cross-sectional area of ​​the energy-dissipating beam web 4 in the first beam segment 1 gradually decreases along the direction towards the second beam segment 2. The cross-sectional area of ​​the energy-dissipating beam web 4 in the second beam segment 2 remains constant along the first direction. The cross-sectional area of ​​the energy-dissipating beam web 4 in the third beam segment 3 gradually decreases along the direction towards the second beam segment 2. Specifically, as... Figure 1 As shown, the energy-dissipating beam web 4 is a vertically arranged plate. The dimensions of the energy-dissipating beam web 4 in the second beam segment 2 are constant in the vertical direction and in the horizontal direction. The dimensions of the energy-dissipating beam web 4 in the first beam segment 1 gradually decrease in the vertical direction and to the right. The rightmost dimension of the energy-dissipating beam web 4 in the first beam segment 1 in the vertical direction is the same as that of the energy-dissipating beam web 4 in the second beam segment 2 in the vertical direction. The dimensions of the energy-dissipating beam web 4 in the third beam segment 3 gradually decrease in the vertical direction and to the left. The leftmost dimension of the energy-dissipating beam web 4 in the vertical direction is the same as that of the energy-dissipating beam web 4 in the second beam segment 2 in the vertical direction.

[0184] The first flange 5 of the energy-dissipating beam is connected to one end of the web 4 of the energy-dissipating beam in a second direction, which is orthogonal to the first direction. Specifically, as shown... Figure 1 and Figure 2As shown in the figure, the first flange 5 of the energy dissipation beam is a horizontally arranged plate body, the first flange 5 of the energy dissipation beam is located above the web 4 of the energy dissipation beam, and the lower end surface of the first flange 5 of the energy dissipation beam is welded to the upper end of the web 4 of the energy dissipation beam, preferably, the upper end of the web 4 of the energy dissipation beam is connected to the middle part of the first flange 5 of the energy dissipation beam in the front-rear direction.

[0185] The second flange 6 of the energy dissipation beam is connected to the other end of the web 4 of the energy dissipation beam in the second direction. Figure 1 and Figure 2 As shown in the figure, the second flange 6 of the energy dissipation beam is a horizontally arranged plate body, the second flange 6 of the energy dissipation beam is located below the web 4 of the energy dissipation beam, and the upper end surface of the second flange 6 of the energy dissipation beam is welded to the lower end of the web 4 of the energy dissipation beam, preferably, the lower end of the web 4 of the energy dissipation beam is connected to the middle part of the second flange 6 of the energy dissipation beam in the front-rear direction.

[0186] When the web 4 of the second beam segment 2 produces shear plastic deformation strengthening and the shear shear force internal force reaches μ times the full plastic shear bearing capacity, the first beam segment 1 and the third beam segment 3 reach the full plastic bending bearing capacity; or when the first flange 5 and the second flange 6 of the energy dissipation beam of the first beam segment 1 and the first flange 5 and the second flange 6 of the energy dissipation beam of the third beam segment 3 produce plastic deformation strengthening and the bending bending moment internal force reaches μ times the full plastic bending bearing capacity, the web 4 of the energy dissipation beam of the second beam segment 2 reaches the full plastic shear bearing capacity; wherein μ is a constant with a value range of 1.1-1.25.

[0187] The bending shear type eccentrically braced energy dissipation beam in the embodiment of the application needs to form an eccentrically braced member with at least a first non-energy dissipation beam and a second non-energy dissipation beam when in use, and then the eccentrically braced member is installed on the building. The eccentrically braced member can be an integral structure, or the bending shear type eccentrically braced energy dissipation beam, the first non-energy dissipation beam and the second non-energy dissipation beam can exist independently, and then be connected to form the eccentrically braced member when in use.

[0188] When an earthquake occurs, in the bending shear-type eccentrically supported energy-dissipating beam of this embodiment, when the web of the energy-dissipating beam in the second beam segment undergoes shear plastic deformation strengthening and the shear force reaches μ times the full plastic shear bearing capacity, the first beam segment and the third beam segment reach the full plastic bending bearing capacity, so that the web of the energy-dissipating beam in the second beam segment undergoes shear yielding plastic deformation first, and the first flange and the second flange of the energy-dissipating beam in the first and third beam segments subsequently undergo plastic deformation; or when the first flange and the second flange of the energy-dissipating beam in the first beam segment and the first flange and the second flange of the energy-dissipating beam in the third beam segment undergo plastic deformation strengthening and the bending moment reaches μ times the full plastic bending bearing capacity, the web of the energy-dissipating beam in the second beam segment reaches the full plastic shear bearing capacity, so that the first flange and the second flange of the energy-dissipating beam in the first and third beam segments undergo plastic deformation first, and the web of the energy-dissipating beam in the second beam segment subsequently undergoes shear yielding plastic deformation.

[0189] Compared to related technologies, in this embodiment of the bending-shear type eccentrically supported energy-dissipating beam, the plastic deformation of the first and second flanges of the energy-dissipating beams in the first and third beam segments no longer occurs simultaneously with the shear yielding plastic deformation of the web of the energy-dissipating beam in the second beam segment, but rather in a sequential order. Therefore, it can avoid the excessively rapid decrease in structural stiffness and the excessively rapid increase in deformation of the bending-shear type eccentrically supported energy-dissipating beam, thus giving it better seismic performance. Furthermore, it avoids the situation where the structural stiffness of the eccentrically supported member decreases too rapidly and the deformation increases too rapidly, resulting in better seismic performance for the eccentrically supported member.

[0190] In some embodiments, the first flange 5 and the second flange 6 of the energy-dissipating beam satisfy the following:

[0191] b f =[h2·t w ·(0.29·μ·l2-0.25·h2)] / [t f ·(h2+t f (1)

[0192] in,

[0193] b f For the first flange 5 or the second flange 6 of the energy-dissipating beam in a third direction (e.g. Figure 2 The dimensions (shown in the front-back direction) are such that the third direction is orthogonal to the first and second directions;

[0194] h2 is the dimension of the energy-dissipating beam web 4 of the second beam segment 2 in the second direction;

[0195] t w The dimensions of the web 4 of the energy-dissipating beam in the third direction;

[0196] l2 is the dimension of the second beam segment 2 in the first direction;

[0197] t f is the size of the first flange 5 or the second flange 6 of the energy dissipation beam in the second direction.

[0198] Both the first flange 5 and the second flange 6 of the energy dissipation beam need to satisfy formula (1), and when the first flange 5 of the energy dissipation beam satisfies formula (1), b f is the size of the first flange 5 of the energy dissipation beam in the front-rear direction, t f is the size of the first flange 5 of the energy dissipation beam in the up-down direction. When the second flange 6 of the energy dissipation beam satisfies formula (1), b f is the size of the second flange 6 of the energy dissipation beam in the front-rear direction, t f is the size of the second flange 6 of the energy dissipation beam in the up-down direction.

[0199] Preferably, as shown in Figure 1 and Figure 2 , the size of the first flange 5 of the energy dissipation beam of the first beam segment 1, the second beam segment 2 and the third beam segment 3 in the front-rear direction is the same and constant, the size of the second flange 6 of the energy dissipation beam of the first beam segment 1, the second beam segment 2 and the third beam segment 3 in the front-rear direction is the same and constant, and the size of the first flange 5 and the second flange 6 of the energy dissipation beam in the front-rear direction is the same. The size of the first flange 5 of the energy dissipation beam of the first beam segment 1, the second beam segment 2 and the third beam segment 3 in the up-down direction is the same and constant, the size of the second flange 6 of the energy dissipation beam of the first beam segment 1, the second beam segment 2 and the third beam segment 3 in the up-down direction is the same and constant, and the size of the first flange 5 and the second flange 6 of the energy dissipation beam in the up-down direction is the same.

[0200] Preferably, L / 4≤l2≤L / 3, and L is the size of the energy dissipation beam 100 of the curved shear type eccentrically braced in the left-right direction.

[0201] Satisfying formula (1) by the first flange and the second flange of the energy dissipation beam can make the shear plastic deformation of the energy dissipation beam web of the curved shear type eccentrically braced in the second beam segment be strengthened, and the shear force internal force of the energy dissipation beam web reach μ times of the full plastic shear bearing capacity, and the first beam segment and the third beam segment reach the full plastic bending bearing capacity, so that the energy dissipation beam web of the curved shear type eccentrically braced in the second beam segment first occurs shear yield plastic deformation during an earthquake, and the first flange and the second flange of the energy dissipation beam of the first beam segment and the third beam segment occur plastic deformation later.

[0202] In some embodiments, the first flange 5, the second flange 6 and the web 4 of the energy dissipation beam satisfy:

[0203]

[0204] wherein,

[0205] t wa dimension of the energy dissipation beam web 4 in the third direction;

[0206] h x a dimension of the energy dissipation beam web 4 of the first beam segment 1 or the energy dissipation beam web 4 of the third beam segment 3 in the second direction at any position in the first direction;

[0207] b f a dimension of the energy dissipation beam first flange 5 or the energy dissipation beam second flange 6 in the third direction, the third direction being orthogonal to the first direction and the second direction;

[0208] t f a dimension of the energy dissipation beam first flange 5 or the energy dissipation beam second flange 6 in the second direction;

[0209] h2 a dimension of the energy dissipation beam web 4 of the second beam segment 2 in the second direction;

[0210] x a distance from any position of the first beam segment 1 or the third beam segment 3 in the first direction to a midpoint of the curved shear eccentrically braced energy dissipation beam 100 in the first direction, in other words, x is a distance from any position of the energy dissipation beam web 4 of the first beam segment 1 or the energy dissipation beam web 4 of the third beam segment 3 in the first direction to a midpoint of the curved shear eccentrically braced energy dissipation beam 100 in the first direction.

[0211] when b f is a dimension of the energy dissipation beam first flange 5 in the front-rear direction, t f is a dimension of the energy dissipation beam first flange 5 in the up-down direction. When b f is a dimension of the energy dissipation beam second flange 6 in the front-rear direction, t f is a dimension of the energy dissipation beam second flange 6 in the up-down direction.

[0212] when h x is a dimension of the energy dissipation beam web 4 of the first beam segment 1 in the left-right direction at any position in the up-down direction, x is a distance from the corresponding position of the energy dissipation beam web 4 of the first beam segment 1 in the left-right direction to a midpoint of the curved shear eccentrically braced energy dissipation beam 100 in the left-right direction. When h x is a dimension of the energy dissipation beam web 4 of the third beam segment 3 in the left-right direction at any position in the up-down direction, x is a distance from the corresponding position of the energy dissipation beam web 4 of the third beam segment 3 in the left-right direction to a midpoint of the curved shear eccentrically braced energy dissipation beam 100 in the left-right direction.

[0213] Preferably, as Figure 1 shown, the dimensions of the first beam segment 1 or the third beam segment 3 in the left-right direction are equal, in which case the value range of x is wherein l1 is a dimension of the first beam segment 1 or the third beam segment 3 in the left-right direction. L / 4≤l1≤L / 3, L is a dimension of the curved shear eccentrically braced energy dissipation beam 100 in the left-right direction.

[0214] The first flange, the second flange and the web of the energy dissipation beam satisfy the formula (2) to enable the first beam segment and the third beam segment to reach the full plastic flexural bearing capacity when the shear plastic deformation of the web of the energy dissipation beam of the second beam segment of the bending-shear type eccentrically braced energy dissipation beam reaches μ times the full plastic shear bearing capacity, so that the web of the energy dissipation beam of the second beam segment of the bending-shear type eccentrically braced energy dissipation beam first yields and plastically deforms in shear during an earthquake, and the first flange and the second flange of the energy dissipation beam of the first beam segment and the third beam segment plastically deform later.

[0215] In some embodiments, each of the first beam segment 1 and the third beam segment 3 satisfies:

[0216] M Rl ≥V Sm ·x; (3)

[0217] wherein,

[0218] M Rl is the member moment resistance design value of the first beam segment 1 or the third beam segment 3;

[0219] V Sm is the full plastic shear bearing capacity of the second beam segment 2;

[0220] x is the distance from any position of the first beam segment 1 or the third beam segment 3 in the first direction to the midpoint of the bending-shear type eccentrically braced energy dissipation beam in the first direction.

[0221] M Rl corresponds to the first beam segment 1 or the third beam segment 3 at the same time, in other words, when M Rl is the member moment resistance design value of the first beam segment 1, x is the distance from any position of the first beam segment 1 in the first direction to the midpoint of the bending-shear type eccentrically braced energy dissipation beam in the first direction, and when M Rl is the member moment resistance design value of the third beam segment 3, x is the distance from any position of the third beam segment 3 in the first direction to the midpoint of the bending-shear type eccentrically braced energy dissipation beam in the first direction.

[0222] The first beam segment 1 and the third beam segment 3 satisfy the formula (3) to enable the first beam segment and the third beam segment to not plastically deform in bending before the web of the energy dissipation beam of the second beam segment of the bending-shear type eccentrically braced energy dissipation beam reaches the full plastic shear bearing capacity, so that the web of the energy dissipation beam of the second beam segment of the bending-shear type eccentrically braced energy dissipation beam first yields and plastically deforms in shear during an earthquake, and the first flange and the second flange of the energy dissipation beam of the first beam segment and the third beam segment plastically deform later.

[0223] In some embodiments, the second beam segment 2 satisfies:

[0224] M Rml ≥V Sm ·l2 / 2; (4)

[0225] wherein,

[0226] M Rml is the design value of the member bending moment resistance of the second beam segment 2;

[0227] V Sm is the full plastic shear capacity of the second beam segment 2;

[0228] l2is the dimension of the second beam segment 2 in the first direction.

[0229] The second beam segment 2 satisfying the formula (4) can make the second beam segment not occur flexural plastic deformation before the energy dissipation beam web of the second beam segment of the flexural-shear eccentrically braced energy dissipation beam reaches the full plastic shear capacity, so that the energy dissipation beam web of the second beam segment first occurs shear yield plastic deformation, and the energy dissipation beam first flange and the energy dissipation beam second flange of the first beam segment and the third beam segment later occur plastic deformation when the flexural-shear eccentrically braced energy dissipation beam is in an earthquake. Preferably, the formula (3) and the formula (4) are satisfied at the same time.

[0230] In some embodiments, the energy dissipation beam first flange 5 and the energy dissipation beam second flange 6 satisfy:

[0231] b f =[h2·t w ·(0.29·l2-0.25·μ·h2)] / [μ·t f ·(h2+t f )]; (5)

[0232] wherein,

[0233] b f is the dimension of the energy dissipation beam first flange 5 or the energy dissipation beam second flange 6 in the third direction, the third direction being orthogonal to the first direction and the second direction;

[0234] h2is the dimension of the energy dissipation beam web 4 of the second beam segment 2 in the second direction;

[0235] t w is the dimension of the energy dissipation beam web 4 in the third direction;

[0236] l2is the dimension of the second beam segment 2 in the first direction;

[0237] t f is the dimension of the energy dissipation beam first flange 5 or the energy dissipation beam second flange 6 in the second direction.

[0238] The energy dissipation beam first flange 5 and the energy dissipation beam second flange 6 both need to satisfy the formula (5), and when the energy dissipation beam first flange 5 satisfies the formula (5), bf t represents the longitudinal dimension of the first flange 5 of the energy-dissipating beam. f Let b be the dimension of the first flange 5 of the energy-dissipating beam in the vertical direction. When the second flange 6 of the energy-dissipating beam satisfies formula (5), b f t represents the longitudinal dimension of the second flange 6 of the energy-dissipating beam. f The dimension of the second flange 6 of the energy-dissipating beam in the vertical direction.

[0239] When the first flange and the second flange of the energy dissipation beam satisfy formula (5), the first flange and the second flange of the energy dissipation beam of the first beam segment and the first flange and the second flange of the energy dissipation beam of the third beam segment will undergo plastic deformation strengthening and the bending moment internal force reaches μ times the fully plastic bending bearing capacity, the web of the energy dissipation beam of the second beam segment will reach the fully plastic shear bearing capacity. Thus, during an earthquake, the first flange and the second flange of the energy dissipation beam of the first beam segment and the third beam segment will undergo plastic deformation first, and the web of the energy dissipation beam of the second beam segment will undergo shear yielding plastic deformation later.

[0240] In some embodiments, the first flange 5, the second flange 6, and the web 4 of the energy-dissipating beam satisfy the following:

[0241]

[0242] in,

[0243] t w The dimensions of the web 4 of the energy-dissipating beam in the third direction;

[0244] h x The dimension in the second direction is the size of the energy-dissipating beam web 4 of the first beam segment 1 or the energy-dissipating beam web 4 of the third beam segment 3 at any position in the first direction.

[0245] b f The dimension of the first flange 5 or the second flange 6 of the energy-dissipating beam in the third direction is orthogonal to the first direction and the second direction.

[0246] t f The dimension of the first flange 5 or the second flange 6 of the energy-dissipating beam in the second direction;

[0247] h2 is the dimension of the energy-dissipating beam web 4 of the second beam segment 2 in the second direction;

[0248] x is the distance from any position of the first beam segment 1 or the third beam segment 3 in the first direction to the midpoint of the bending shear type eccentrically supported energy dissipation beam 100 in the first direction. In other words, x is the distance from any position of the energy dissipation beam web 4 of the first beam segment 1 or the energy dissipation beam web 4 of the third beam segment 3 in the first direction to the midpoint of the bending shear type eccentrically supported energy dissipation beam 100 in the first direction.

[0249] In b f When t is the dimension of the first flange 5 of the energy-dissipating beam in the longitudinal direction, f This refers to the vertical dimension of the first flange 5 of the energy-dissipating beam. (b) f When t is the dimension of the second flange 6 of the energy-dissipating beam in the longitudinal direction, f The dimension of the second flange 6 of the energy-dissipating beam in the vertical direction.

[0250] When h x When h is the dimension in the vertical direction of any position of the web 4 of the energy-dissipating beam in the left-right direction, x is the distance from the corresponding position of the web 4 of the energy-dissipating beam in the left-right direction to the midpoint of the bending shear type eccentrically supported energy-dissipating beam 100 in the left-right direction. x When x is the dimension of the web 4 of the energy-dissipating beam in the left-right direction at any position in the left-right direction, x is the distance from the corresponding position of the web 4 of the energy-dissipating beam in the left-right direction to the midpoint of the bending shear type eccentrically supported energy-dissipating beam 100 in the left-right direction.

[0251] When the first flange, second flange, and web of the energy dissipation beam satisfy formula (6), the first flange and second flange of the energy dissipation beam in the first beam segment and the first flange and second flange of the energy dissipation beam in the third beam segment undergo plastic deformation strengthening and the bending moment internal force reaches μ times the fully plastic bending bearing capacity, the web of the energy dissipation beam in the second beam segment reaches the fully plastic shear bearing capacity. Thus, during an earthquake, the first flange and second flange of the energy dissipation beam in the first and third beam segments of the bending shear type eccentrically supported energy dissipation beam undergo plastic deformation first, and the web of the energy dissipation beam in the second beam segment undergoes shear yielding plastic deformation later.

[0252] In some embodiments, each of the first beam segment 1, the second beam segment 2, and the third beam segment 3 satisfies:

[0253] R l ≥max(S l1 S l2 , ......, S ln (7)

[0254] and R l / γ RE ≥η·max(S lE1 S lE2 , ......, S lEi (8)

[0255] in,

[0256] R l The design value of the component resistance for the first beam segment 1, the second beam segment 2, or the third beam segment 3;

[0257] S ln R l is the non-seismic working load basic combination effect design value of the corresponding first beam section 1, second beam section 2 or third beam section 3;

[0258] n is the total number of load effect combinations in non-seismic working conditions;

[0259] γ RE is the bearing capacity seismic adjustment coefficient;

[0260] η is a constant amplification coefficient, and η is greater than 1;

[0261] S lEi R l is the seismic working load basic combination effect design value of the corresponding first beam section 1, second beam section 2 or third beam section 3;

[0262] i is the total number of load effect combinations in seismic working conditions.

[0263] When the first beam section 1 satisfies formula (7) and formula (8), R l is the member resistance design value of the first beam section 1, S ln is the non-seismic working load basic combination effect design value of the first beam section 1, S lEi is the seismic working load basic combination effect design value of the first beam section 1. When the second beam section 2 satisfies formula (7) and formula (8), R l is the member resistance design value of the second beam section 2, S ln is the non-seismic working load basic combination effect design value of the second beam section 2, S lEi is the seismic working load basic combination effect design value of the second beam section 2. When the third beam section 3 satisfies formula (7) and formula (8), R l is the member resistance design value of the third beam section 3, S ln is the non-seismic working load basic combination effect design value of the third beam section 3, S lEi is the seismic working load basic combination effect design value of the third beam section 3.

[0264] γ RE is the bearing capacity seismic adjustment coefficient, γ RE is determined with reference to the Code for Seismic Design of Buildings (GB 50011).

[0265] η is a constant amplification coefficient, and the value of η is determined with reference to the Code for Seismic Design of Buildings (GB 50011), and the value of η is related to the seismic grade of the structure, preferably, when the seismic grade is 1, η≥1.3, when the seismic grade is 2, η≥1.2, and when the seismic grade is 3, η≥1.1.

[0266] The total number and content of load effect combinations under non-seismic conditions for beam segment 1, beam segment 2, or beam segment 3 are the same. The total number and content of load effect combinations under seismic conditions for beam segment 1, beam segment 2, or beam segment 3 are the same. However, since there is no seismic load participating in the load effect combination under non-seismic conditions, but there is seismic load participating in the load effect combination under seismic conditions, i is greater than n.

[0267] Each of the first, second, and third beam segments satisfies formulas (7) and (8) such that the plastic deformation of the first and second flanges of the energy-dissipating beams in the first and third beam segments of the bending shear-type eccentrically supported energy-dissipating beam has a sequential order with the shear yielding plastic deformation of the web of the energy-dissipating beam in the second beam segment.

[0268] In some embodiments, the energy-dissipating beam web 4 of the first beam segment 1 has a first end face 41 and a second end face 42 arranged opposite to each other in a second direction. The first end face 41 extends toward the second beam segment 2 and is inclined toward the second end face 42, and the second end face 42 extends toward the second beam segment 2 and is inclined toward the first end face 41. The energy-dissipating beam web 4 of the third beam segment 3 has a third end face 43 and a fourth end face 44 arranged opposite to each other in a second direction. The third end face 43 extends toward the second beam segment 2 and is inclined toward the fourth end face 44, and the fourth end face 44 extends toward the second beam segment 2 and is inclined toward the third end face 43.

[0269] like Figure 1 As shown, the upper end of the energy-dissipating beam web 4 of the first beam segment 1 is the first end face 41, and the lower end of the energy-dissipating beam web 4 of the first beam segment 1 is the second end face 42. The first end face 41 extends to the right and slopes downward, while the second end face 42 extends to the right and slopes upward. The upper end of the energy-dissipating beam web 4 of the third beam segment 3 is the third end face 43, and the lower end of the energy-dissipating beam web 4 of the third beam segment 3 is the fourth end face 44. The third end face 43 extends to the left and slopes downward, while the fourth end face 44 extends to the left and slopes upward.

[0270] Preferably, such as Figure 1 In the illustrated embodiment, the bending shear type eccentrically supported energy-dissipating beam 100 satisfies formula (2) or formula (6). Since formula (2) and formula (6) limit the dimensions of the web 4 of the energy-dissipating beam at any position in the left-right direction in the vertical direction, the projection lines of the first end face 41, the second end face 42, the third end face 43, and the fourth end face 44 in the front-back direction are all parabolas. It is understood that in other embodiments, when the bending shear type eccentrically supported energy-dissipating beam satisfies formula (2) and formula (6), the projection lines of the first end face, the second end face, the third end face, and the fourth end face in the front-back direction can also be inclined straight lines.

[0271] It can be understood that the first end face, the second end face, the third end face and the fourth end face are not limited to be all inclined, and in other embodiments, the first end face, the third end face and the upper end face of the energy dissipation beam web of the second beam segment are all horizontal planes extending along the left-right direction, in other words, the projection lines of the first end face, the third end face and the upper end face of the energy dissipation beam web of the second beam segment in the front-rear direction are straight lines extending along the left-right direction, at this time, only the second end face extends to the right and is inclined upward, and the fourth end face extends to the left and is inclined upward.

[0272] In some embodiments, the curved shear eccentrically braced energy dissipation beam 100 of the embodiments of the present application further comprises energy dissipation beam stiffening ribs 7, the energy dissipation beam stiffening ribs 7 are arranged on the energy dissipation beam web 4 and connected between the energy dissipation beam first flange 5 and the energy dissipation beam second flange 6, the energy dissipation beam stiffening ribs 7 have an included angle between the extending direction and the first direction, the energy dissipation beam stiffening ribs 7 are multiple, and the multiple energy dissipation beam stiffening ribs 7 are arranged in intervals along the first direction.

[0273] As shown in Figure 1 , Figure 2 , Figure 4 and Figure 5 , the energy dissipation beam stiffening rib 7 is a vertical plate extending along the front-rear direction, the included angle between the extending direction of the energy dissipation beam stiffening rib 7 and the left-right direction is 90°, the front-rear two sides of the energy dissipation beam web 4 are each provided with multiple energy dissipation beam stiffening ribs 7, and the multiple energy dissipation beam stiffening ribs 7 on each side are arranged in intervals along the left-right direction, the multiple energy dissipation beam stiffening ribs 7 on the front-rear two sides of the energy dissipation beam web 4 are arranged in one-to-one correspondence, the upper end of the energy dissipation beam stiffening rib 7 is connected to the energy dissipation beam first flange 5, the lower end of the energy dissipation beam stiffening rib 7 is connected to the energy dissipation beam second flange 6, and the size of the multiple energy dissipation beam stiffening ribs 7 in the up-down direction changes with the distance between the energy dissipation beam first flange 5 and the energy dissipation beam second flange 6.

[0274] The energy dissipation beam stiffening rib can enhance the structural strength of the curved shear eccentrically braced energy dissipation beam and avoid the occurrence of stress concentration.

[0275] It can be understood that the energy dissipation beam stiffening rib is not limited to be a vertical plate arranged along the up-down direction, and in other embodiments, at least part of the energy dissipation beam stiffening ribs have an acute or obtuse included angle between the extending direction and the up-down direction.

[0276] In some embodiments, the energy dissipation beam web 4, the energy dissipation beam first flange 5 and the energy dissipation beam second flange 6 are made of Q235 steel or Q345 steel.

[0277] The steel grades of the energy dissipation beam web 4, the energy dissipation beam first flange 5 and the energy dissipation beam second flange 6 can be the same or different.

[0278] The eccentrically braced member of the embodiments of the present application will be specifically described below with reference to Figures 1-5 .

[0279] As shown in Figure 1 and Figure 2 The first non-energy dissipation beam 200 is connected to the left end of the curved shear eccentrically braced energy dissipation beam 100, and the second non-energy dissipation beam 300 is connected to the right end of the curved shear eccentrically braced energy dissipation beam 100, wherein the non-energy dissipation beam first flange 202 is connected to the energy dissipation beam first flange 5, the non-energy dissipation beam second flange 203 is connected to the energy dissipation beam second flange 6, and the non-energy dissipation beam web 201 is connected to the energy dissipation beam web 4.

[0280] The non-energy dissipation beam first flange 202, the non-energy dissipation beam second flange 203, the energy dissipation beam first flange 5, and the energy dissipation beam second flange 6 have the same size in the up-down direction.

[0281] The non-energy dissipation beam first flange 202 and the non-energy dissipation beam second flange 203 have a constant section and a transition section connected in sequence in the left-right direction, the constant section has a constant size in the front-back direction along the left-right direction and is larger than the size of the energy dissipation beam first flange 5 and the energy dissipation beam second flange 6 in the front-back direction, one end of the transition section is connected to the constant section, and the other end is connected to the energy dissipation beam first flange 5 or the energy dissipation beam second flange 6, the transition section located at the left end of the curved shear eccentrically braced energy dissipation beam 100 gradually decreases in size from left to right in the front-back direction, and the transition section located at the right end of the curved shear eccentrically braced energy dissipation beam 100 gradually decreases in size from right to left in the front-back direction. The constant sections of the non-energy dissipation beam first flange 202 and the non-energy dissipation beam second flange 203 have the same size in the front-back direction.

[0282] The non-energy dissipation beam web 201 and the energy dissipation beam web 4 have the same size in the front-back direction.

[0283] The size of the first non-energy dissipation beam 200 in the left-right direction can be the same as or different from the size of the second non-energy dissipation beam 300 in the left-right direction.

[0284] The non-energy dissipation beam first flange 202 and the energy dissipation beam first flange 5 can be integrally connected, or they can be connected by arranging a connecting plate on each of the upper and lower sides of the non-energy dissipation beam first flange 202 and the energy dissipation beam first flange 5, in other words, the connecting position of the non-energy dissipation beam first flange 202 and the energy dissipation beam first flange 5 is sandwiched between the two connecting plates, and the two connecting plates are connected to the non-energy dissipation beam first flange 202 and the energy dissipation beam first flange 5, respectively, by bolts or rivets.

[0285] Similarly, the second flange 203 of the non-energy dissipation beam and the second flange 6 of the energy dissipation beam can be integrally connected, or can be connected by arranging a connecting plate on the upper and lower sides of the second flange 203 of the non-energy dissipation beam and the second flange 6 of the energy dissipation beam and penetrating a bolt; the web 201 of the non-energy dissipation beam and the web 4 of the energy dissipation beam can be integrally connected, or can be connected by arranging a connecting plate on the front and rear sides of the web 201 of the non-energy dissipation beam and the web 4 of the energy dissipation beam and penetrating a bolt.

[0286] When the first flange 202 of the non-energy dissipation beam and the first flange 5 of the energy dissipation beam, the second flange 203 of the non-energy dissipation beam and the second flange 6 of the energy dissipation beam, and the web 201 of the non-energy dissipation beam and the web 4 of the energy dissipation beam are connected by connecting plates and penetrating bolts, the first non-energy dissipation beam 200, the second non-energy dissipation beam 300 and the curved shear type eccentrically braced energy dissipation beam 100 can be independent components before being installed on the building, and only need to be connected before the eccentrically braced member is used.

[0287] In some embodiments, the web 201 of the non-energy dissipation beam and the curved shear type eccentrically braced energy dissipation beam 100 satisfy:

[0288]

[0289] wherein,

[0290] t w is the size of the web 4 of the energy dissipation beam in the third direction;

[0291] h1 is the size of the web 201 of the non-energy dissipation beam in the second direction;

[0292] b f is the size of the first flange 5 or the second flange 6 of the energy dissipation beam in the third direction, which is orthogonal to the first direction and the second direction;

[0293] t f is the size of the first flange 5 or the second flange 6 of the energy dissipation beam in the second direction;

[0294] h2 is the size of the web 4 of the energy dissipation beam of the second beam segment 2 in the second direction;

[0295] L is the size of the curved shear type eccentrically braced energy dissipation beam 100 in the first direction.

[0296] When b f is the size of the first flange 5 of the energy dissipation beam in the front-rear direction, t f is the size of the first flange 5 of the energy dissipation beam in the up-down direction, and when b f is the size of the second flange 6 of the energy dissipation beam in the front-rear direction, t fh1 is the dimension of the second flange 6 of the energy dissipation beam in the up-down direction. h1 is also the maximum dimension of the web 4 of the energy dissipation beam in the up-down direction.

[0297] The non-energy dissipation beam web 201 and the flexural shear eccentrically braced energy dissipation beam 100 satisfy formula (9) to enable the flexural shear eccentrically braced energy dissipation beam to reach the full plastic flexural capacity of the first beam segment and the third beam segment when the shear plastic deformation of the energy dissipation beam web of the second beam segment is strengthened and the shear internal force reaches μ times the full plastic shear capacity, so that the flexural shear eccentrically braced energy dissipation beam has the energy dissipation beam web of the second beam segment first undergo shear yield plastic deformation and the energy dissipation beam first flange and the energy dissipation beam second flange of the first beam segment and the third beam segment later undergo plastic deformation during an earthquake.

[0298] In some embodiments, each of the first non-energy dissipation beam 200 and the second non-energy dissipation beam 300 satisfies:

[0299] M′ Rl ≥V Sm ·L / 2 (10)

[0300] wherein,

[0301] M′ Rl is the design value of the member bending moment resistance at the connection between the first non-energy dissipation beam 200 and the flexural shear eccentrically braced energy dissipation beam 100 or is the design value of the member bending moment resistance at the connection between the second non-energy dissipation beam 300 and the flexural shear eccentrically braced energy dissipation beam 100;

[0302] V Sm is the full plastic shear capacity of the second beam segment 2;

[0303] L is the dimension of the flexural shear eccentrically braced energy dissipation beam 100 in the first direction.

[0304] The first non-energy dissipation beam 200 and the second non-energy dissipation beam 300 satisfy formula (10) to enable the flexural shear eccentrically braced energy dissipation beam to reach the full plastic flexural capacity of the first beam segment and the third beam segment when the shear plastic deformation of the energy dissipation beam web of the second beam segment is strengthened and the shear internal force reaches μ times the full plastic shear capacity, so that the flexural shear eccentrically braced energy dissipation beam has the energy dissipation beam web of the second beam segment first undergo shear yield plastic deformation and the energy dissipation beam first flange and the energy dissipation beam second flange of the first beam segment and the third beam segment later undergo plastic deformation during an earthquake.

[0305] Preferably, the eccentrically braced member satisfies formula (1), formula (2), formula (3), formula (4), formula (9) and formula (10) at the same time, so that the plastic deformation of the first flange and the second flange of the first beam segment and the third beam segment occurs after the shear yielding plastic deformation of the web of the energy dissipation beam of the second beam segment. It can be understood that in other embodiments, the eccentrically braced member can also satisfy part of formula (1), formula (2), formula (3), formula (4), formula (9) and formula (10).

[0306] In some embodiments, the non-energy dissipation beam web 201 and the eccentrically braced energy dissipation beam 100 satisfy:

[0307]

[0308] wherein,

[0309] t w is the size of the energy dissipation beam web 4 in the third direction;

[0310] h1is the size of the non-energy dissipation beam web 201 in the second direction;

[0311] b f is the size of the energy dissipation beam first flange 5 or the energy dissipation beam second flange 6 in the third direction, which is orthogonal to the first direction and the second direction;

[0312] t f is the size of the energy dissipation beam first flange 5 or the energy dissipation beam second flange 6 in the second direction;

[0313] h2is the size of the energy dissipation beam web 4 of the second beam segment 2 in the second direction;

[0314] L is the size of the eccentrically braced energy dissipation beam 100 in the first direction.

[0315] when b f is the size of the energy dissipation beam first flange 5 in the front-back direction, t f is the size of the energy dissipation beam first flange 5 in the up-down direction. When b f is the size of the energy dissipation beam second flange 6 in the front-back direction, t f is the size of the energy dissipation beam second flange 6 in the up-down direction.

[0316] The non-energy dissipation web 201 and the curved shear eccentrically braced energy dissipation beam 100 satisfy formula (11) to enable the first beam segment energy dissipation beam first flange and energy dissipation beam second flange and the third beam segment energy dissipation beam first flange and energy dissipation beam second flange to produce plastic deformation strengthening and the flexural bending moment internal force to reach μ times the full plastic flexural bearing capacity, and the second beam segment energy dissipation web reaches the full plastic shear bearing capacity, so that the curved shear eccentrically braced energy dissipation beam enables the first beam segment and the third beam segment energy dissipation beam first flange and energy dissipation beam second flange to first produce plastic deformation, and the second beam segment energy dissipation web to later produce shear yield plastic deformation during an earthquake.

[0317] In some embodiments, the second beam segment 2 satisfies:

[0318]

[0319] wherein,

[0320] V Rml is the design value of the member shear resistance of the second beam segment 2;

[0321] is the full plastic flexural bearing capacity of the connection between the first non-energy dissipation beam 200 and the curved shear eccentrically braced energy dissipation beam 100;

[0322] is the full plastic flexural bearing capacity of the connection between the second non-energy dissipation beam 300 and the curved shear eccentrically braced energy dissipation beam 100;

[0323] M Sl is the full plastic flexural bearing capacity of the first beam segment 1;

[0324] M Sm is the full plastic flexural bearing capacity of the second beam segment 2;

[0325] M Sr is the full plastic flexural bearing capacity of the third beam segment 3;

[0326] x is the distance from any position of the first beam segment 1 or the third beam segment 3 in the first direction to the midpoint of the curved shear eccentrically braced energy dissipation beam 100 in the first direction.

[0327] L is the size of the curved shear eccentrically braced energy dissipation beam 100 in the first direction.

[0328] The second beam segment 2 satisfies formula (12) to enable the second beam segment to not produce shear plastic deformation before the first beam segment and the third beam segment reach the full plastic flexural bearing capacity, so that the curved shear eccentrically braced energy dissipation beam enables the first beam segment and the third beam segment energy dissipation beam first flange and energy dissipation beam second flange to first produce plastic deformation, and the second beam segment energy dissipation web to later produce shear yield plastic deformation during an earthquake.

[0329] Preferably, the eccentrically braced member satisfies formula (5), formula (6), formula (11) and formula (12) at the same time, so that the plastic deformation of the energy dissipation beam first flange and the energy dissipation beam second flange of the first beam segment and the third beam segment of the eccentrically braced energy dissipation beam occurs first, and the shear yield plastic deformation of the energy dissipation beam web of the second beam segment occurs later during the earthquake. It can be understood that in other embodiments, the eccentrically braced member can also satisfy part of formula (5), formula (6), formula (11) and formula (12).

[0330] In some embodiments, each of the first non-energy dissipation beam 200 and the second non-energy dissipation beam 300 satisfies:

[0331] R b ≥max(S b1 , S b2 , ……, S bn ); (13)

[0332] R b / γ RE ≥η·max(α1·S bE1 , α2·S bE2 , ……, α i ·S bEi ); (14)

[0333] and

[0334] wherein,

[0335] R b is the design value of the member resistance of the first non-energy dissipation beam 200 or the second non-energy dissipation beam 300.

[0336] S bn is the non-seismic working condition load basic combined effect design value of the first non-energy dissipation beam 200 or the second non-energy dissipation beam 300 corresponding to R b .

[0337] n is the total number of load effect combinations under non-seismic working conditions.

[0338] γ RE is the bearing capacity seismic adjustment coefficient.

[0339] η is a constant amplification coefficient, and η is greater than 1.

[0340] S bEi is the seismic working condition load basic combined effect design value of the first non-energy dissipation beam 200 or the second non-energy dissipation beam 300 corresponding to R b .

[0341] i is the total number of load effect combinations under seismic working conditions.

[0342] M Sl is the full-plastic flexural capacity of the first beam segment 1;

[0343] M Sm is the full-plastic flexural capacity of the second beam segment 2;

[0344] M Sr is the full-plastic flexural capacity of the third beam segment 3;

[0345] V Sl is the full-plastic shear capacity of the first beam segment 1;

[0346] V Sm is the full-plastic shear capacity of the second beam segment 2;

[0347] V Sr is the full-plastic shear capacity of the third beam segment 3;

[0348] M sllEj is the seismic working load basic combined effect moment design value of the first beam segment 1;

[0349] M smlEj is the seismic working load basic combined effect moment design value of the second beam segment 2;

[0350] M srlEj is the seismic working load basic combined effect moment design value of the third beam segment 3;

[0351] V sllEj is the seismic working load basic combined effect shear design value of the first beam segment 1;

[0352] V smlEj is the seismic working load basic combined effect shear design value of the second beam segment 2;

[0353] V srlEj is the seismic working load basic combined effect shear design value of the third beam segment 3;

[0354] j = 1, 2, …, i.

[0355] R b is the member resistance design value of the first non-energy dissipation beam 200, S bn is the non-seismic working load basic combined effect design value of the first non-energy dissipation beam 200, S bEi is the seismic working load basic combined effect design value of the first non-energy dissipation beam 200; R b is the member resistance design value of the second non-energy dissipation beam 300, S bn is the non-seismic working load basic combined effect design value of the second non-energy dissipation beam 300, S bEiThe basic combination effect design value of the seismic working load of the second non-energy dissipation beam 300.

[0356] The total number and content of the load effect combination of the first non-energy dissipation beam 200 and the second non-energy dissipation beam 300 in the non-seismic working condition are the same as those of the first beam segment 1, the second beam segment 2 or the third beam segment 3 in the non-seismic working condition, and the total number and content of the load effect combination of the first non-energy dissipation beam 200 and the second non-energy dissipation beam 300 in the seismic working condition are the same as those of the first beam segment 1, the second beam segment 2 or the third beam segment 3 in the seismic working condition.

[0357] Each of the first non-energy dissipation beam 200 and the second non-energy dissipation beam 300 satisfies the formula (13), the formula (14) and the formula (15) to make the plastic deformation of the energy dissipation beam first flange and the energy dissipation beam second flange of the first beam segment and the third beam segment of the eccentrically braced energy dissipation beam have a front and back sequence with the shear yielding plastic deformation of the energy dissipation beam web of the second beam segment.

[0358] In some embodiments, the eccentrically braced member of the embodiment of the present application further comprises at least two support beams 400, one of which is connected to the first non-energy dissipation beam 200, and the other of which is connected to the second non-energy dissipation beam 300, and one support beam 400 and the other support beam 400 extend in the second direction and are inclined in the relatively far direction, and the support beam 400 satisfies:

[0359] R c ≥max(S c1 ,S c2 ,......,S cn ); (16)

[0360] R c / γ RE ≥η·max(α1·S cE1 ,α2·S cE2 ,......α i ·S cEi ......,α n ·S cEn ); (17)

[0361] and

[0362] wherein,

[0363] R c is the member resistance design value of the support beam 400;

[0364] S cn is the basic combination effect design value of the non-seismic working load of the support beam 400;

[0365] n is the total number of load effect combinations in non-seismic working conditions;

[0366] γ RE is the seismic adjustment coefficient of bearing capacity;

[0367] η is a constant amplification coefficient, η is greater than 1;

[0368] S cEi is the basic combined effect design value of seismic working load of the support beam 400;

[0369] i is the total number of load effect combinations in seismic working conditions;

[0370] M Sl is the full plastic flexural capacity of the first beam segment 1;

[0371] M Sm is the full plastic flexural capacity of the second beam segment 2;

[0372] M Sr is the full plastic flexural capacity of the third beam segment 3;

[0373] V Sl is the full plastic shear capacity of the first beam segment 1;

[0374] V Sm is the full plastic shear capacity of the second beam segment 2;

[0375] V Sr is the full plastic shear capacity of the third beam segment 3;

[0376] M sllEj is the seismic working load basic combined effect moment design value of the first beam segment 1;

[0377] M smlEj is the seismic working load basic combined effect moment design value of the second beam segment 2;

[0378] M srlEj is the seismic working load basic combined effect moment design value of the third beam segment 3;

[0379] V sllEj is the seismic working load basic combined effect shear force design value of the first beam segment 1;

[0380] V smlEj is the seismic working load basic combined effect shear force design value of the second beam segment 2;

[0381] V srlEj is the seismic working load basic combined effect shear force design value of the third beam segment 3;

[0382] j = 1, 2,... i.

[0383] As shown in Figure 1 , the eccentric support member has two support beams 400 arranged in the left-right direction, wherein the left support beam 400 is connected with the lower end surface of the non-energy dissipation beam second flange 203 of the first non-energy dissipation beam 200, and the left support beam 400 extends downward and tilts to the left; wherein the right support beam 400 is connected with the lower end surface of the non-energy dissipation beam second flange 203 of the second non-energy dissipation beam 300, and the right support beam 400 extends downward and tilts to the right. The extension direction of the left support beam 400 and the left-right direction have a first included angle, and the extension direction of the right support beam 400 and the left-right direction have a second included angle, and the first included angle and the second included angle can be the same or different. c , S cn and S cEi are parameters of the same support beam 400.

[0384] It can be understood that in other embodiments, the support beam 400 can also be connected with the non-energy dissipation beam first flange 202.

[0385] The support beam 400 and the curved shear type eccentric support energy dissipation beam 100 satisfy formula (16), formula (17) and formula (18), so that the plastic deformation of the energy dissipation beam first flange and the energy dissipation beam second flange of the first beam segment and the third beam segment of the curved shear type eccentric support energy dissipation beam and the shear yielding plastic deformation of the energy dissipation beam web of the second beam segment have a front-back sequence.

[0386] The support beam is used for connecting the frame column of the building.

[0387] In some embodiments, each of the first non-energy dissipation beam 200 and the second non-energy dissipation beam 300 further comprises a non-energy dissipation beam stiffener 204 arranged on the non-energy dissipation beam web 201 and connected between the non-energy dissipation beam first flange 202 and the non-energy dissipation beam second flange 203, and the extension direction of the non-energy dissipation beam stiffener 204 and the first direction have an included angle.

[0388] As shown in Figures 1-3As shown, the non-energy-consuming beam stiffening rib 204 is a vertical plate extending in the front-rear direction, the angle between the extension direction of the non-energy-consuming beam stiffening rib 204 and the left-right direction is 90°, and the front-rear two sides of the non-energy-consuming beam web plate 201 are each provided with a non-energy-consuming beam stiffening rib 204. When each side of the non-energy-consuming beam web plate 201 has a plurality of non-energy-consuming beam stiffening ribs 204, the plurality of non-energy-consuming beam stiffening ribs 204 on each side are arranged in the left-right direction at intervals, and the plurality of non-energy-consuming beam stiffening ribs 204 on the front-rear two sides of the non-energy-consuming beam web plate 201 are arranged one-to-one. The upper end of the non-energy-consuming beam stiffening rib 204 is connected to the non-energy-consuming beam first flange 202, and the lower end of the non-energy-consuming beam stiffening rib 204 is connected to the non-energy-consuming beam second flange 203. Since the distance between the non-energy-consuming beam first flange 202 and the non-energy-consuming beam second flange 203 in the up-down direction is constant, the size of the plurality of non-energy-consuming beam stiffening ribs 204 in the up-down direction is the same.

[0389] The non-energy-consuming beam stiffening rib can enhance the structural strength of the eccentrically braced member and avoid stress concentration.

[0390] It can be understood that the non-energy-consuming beam stiffening rib is not limited to a vertical plate arranged in the up-down direction, and in other embodiments, at least part of the non-energy-consuming beam stiffening rib has an acute or obtuse angle between the extension direction and the up-down direction.

[0391] In some embodiments, the connection position between the curved shear type eccentrically braced energy-consuming beam 100 and the first non-energy-consuming beam 200 is provided with a non-energy-consuming beam stiffening rib 204 or an energy-consuming beam stiffening rib 7, and the connection position between the curved shear type eccentrically braced energy-consuming beam 100 and the second non-energy-consuming beam 300 is provided with a non-energy-consuming beam stiffening rib 204 or an energy-consuming beam stiffening rib 7.

[0392] In the description of the present application, it should be understood that the terms "upper", "lower", "front", "rear", "left", "right", "vertical", "horizontal", etc. indicate the orientation or positional relationship shown in the drawings, and are only for the convenience of describing the present application and simplifying the description, and do not indicate or imply that the devices or elements referred to must have a particular orientation, be constructed and operated in a particular orientation, and therefore cannot be understood as limiting the present application.

[0393] In addition, the terms "first" and "second" are only used to distinguish components, and cannot be understood as indicating or implying relative importance or implicitly indicating the number of technical features indicated. Therefore, the features defined with "first" and "second" can explicitly or implicitly include at least one of the features. In the description of the present application, the meaning of "a plurality of" is at least two, such as two, three, etc., unless otherwise specifically limited.

[0394] In the present application, unless specifically defined otherwise, the terms "mount", "connected", "connecting", "fixed", "unfixed", and the like should be construed broadly and can include fixed connections, detachable connections, or integral connections; mechanical connections, electrical connections, or communication connections between each other; direct connections, or indirect connections via an intermediate medium; or internal communication between two elements or interaction between two elements. The specific meanings of the above terms in the present application can be understood by those skilled in the art according to the specific circumstances.

[0395] In the present application, unless specifically defined otherwise, the first feature "on" or "under" the second feature can be direct contact between the first and second features, or indirect contact between the first and second features via an intermediate medium. Moreover, the first feature "above", "over", and "on" the second feature can be directly above or obliquely above the second feature, or simply indicate that the first feature is higher than the second feature in horizontal height. The first feature "below", "under", and "under" the second feature can be directly below or obliquely below the second feature, or simply indicate that the first feature is lower than the second feature in horizontal height.

[0396] In the present application, the terms "one embodiment", "some embodiments", "example", "specific example", or "some examples" mean that the specific features, structures, materials, or characteristics described in connection with the embodiment or example are included in at least one embodiment or example of the present application. In the present specification, the illustrative expressions of the above terms do not necessarily refer to the same embodiment or example. Moreover, the specific features, structures, materials, or characteristics described can be combined in any appropriate manner in any one or more embodiments or examples. In addition, different embodiments or examples described in the present specification and the features of different embodiments or examples can be combined and combined by those skilled in the art without contradiction.

[0397] Although the above embodiments have been shown and described, it should be understood that the above embodiments are exemplary and should not be construed as limiting the present application, and changes, modifications, replacements, and variations of the above embodiments made by those skilled in the art are within the scope of the present application.

Claims

1. A bending shear-type eccentrically supported energy-dissipating beam, characterized in that, The structure includes a first beam segment (1), a second beam segment (2), and a third beam segment (3) connected sequentially along a first direction, each of the first beam segment (1), the second beam segment (2), and the third beam segment (3) comprising: The energy-dissipating beam web (4) extends along the first direction. The cross-sectional area of ​​the energy-dissipating beam web (4) of the first beam segment (1) gradually decreases along the direction toward the second beam segment (2). The cross-sectional area of ​​the energy-dissipating beam web (4) of the second beam segment (2) is constant along the first direction. The cross-sectional area of ​​the energy-dissipating beam web (4) of the third beam segment (3) gradually decreases along the direction toward the second beam segment (2). The first flange (5) of the energy dissipation beam is connected to one end of the web (4) of the energy dissipation beam in a second direction, and the second direction is orthogonal to the first direction; The second flange (6) of the energy dissipation beam is connected to the other end of the web (4) of the energy dissipation beam in the second direction; When the energy-dissipating web (4) of the second beam segment (2) undergoes shear plastic deformation strengthening and the shear force reaches μ times the fully plastic shear bearing capacity, the first beam segment (1) and the third beam segment (3) reach the fully plastic bending bearing capacity; where μ is a constant with a value range of 1.1 to 1.25; The first flange (5) and the second flange (6) of the energy-dissipating beam satisfy the following: b f =[h2·t w ·(0.29·μ·l2-0.25·h2)] / [t f ·(h2+t f )]; in, b f The dimension of the first flange (5) or the second flange (6) of the energy dissipation beam in a third direction, the third direction being orthogonal to the first direction and the second direction; h2 is the dimension of the energy-dissipating beam web (4) of the second beam segment (2) in the second direction; t w The dimension of the web (4) of the energy-dissipating beam in the third direction; l2 is the dimension of the second beam segment (2) in the first direction; t f The dimension of the first flange (5) or the second flange (6) of the energy dissipation beam in the second direction.

2. The bending shear type eccentrically supported energy-dissipating beam according to claim 1, characterized in that, The first flange (5), the second flange (6), and the web (4) of the energy-dissipating beam satisfy the following: in, t w The dimension of the web (4) of the energy-dissipating beam in a third direction is orthogonal to the first direction and the second direction; h x The dimension of the energy-dissipating beam web (4) of the first beam segment (1) or the energy-dissipating beam web (4) of the third beam segment (3) in the second direction at any position in the first direction; b f The dimension of the first flange (5) or the second flange (6) of the energy dissipation beam in a third direction, the third direction being orthogonal to the first direction and the second direction; t f The dimension of the first flange (5) or the second flange (6) of the energy-dissipating beam in the second direction; h2 is the dimension of the energy-dissipating beam web (4) of the second beam segment (2) in the second direction; x is the distance from any position of the first beam segment (1) or the third beam segment (3) in the first direction to the midpoint of the bending shear type eccentrically supported energy dissipating beam in the first direction.

3. The bending shear type eccentrically supported energy-dissipating beam according to claim 1, characterized in that, Each of the first beam segment (1) and the third beam segment (3) satisfies: M Rl ≥V Sm ·x; in, M Rl The design value of the bending moment resistance of the first beam segment (1) or the third beam segment (3); V Sm The fully plastic shear capacity of the second beam segment (2); x is the distance from any position of the first beam segment (1) or the third beam segment (3) in the first direction to the midpoint of the bending shear type eccentrically supported energy dissipating beam in the first direction.

4. The bending shear type eccentrically supported energy-dissipating beam according to claim 1, characterized in that, The second beam segment (2) satisfies: M Rml ≥V Sm ·l2 / 2; in, M Rml The design value of the bending moment resistance of the second beam segment (2); V Sm The fully plastic shear capacity of the second beam segment (2); l2 is the dimension of the second beam segment (2) in the first direction.

5. The bending shear type eccentrically supported energy-dissipating beam according to claim 1, characterized in that, Each of the first beam segment (1), the second beam segment (2), and the third beam segment (3) satisfies: R l ≥max(S l1 S l2 S ln );as well as R1 / γ RE ≥η·max(S 1E1 S lE2 ,......,S lEi ); in, R l The component resistance design value is the first beam segment (1), the second beam segment (2), or the third beam segment (3); S ln To be with R l The design values ​​of the basic combination effect of the non-seismic load for the corresponding first beam segment (1), second beam segment (2), or third beam segment (3); n represents the total number of load effect combinations under non-seismic conditions; γ RE This is the seismic adjustment coefficient for bearing capacity; η is a constant amplification factor, and η is greater than 1; S lEi To be with R l The design values ​​of the basic combination effect of the seismic load for the corresponding first beam segment (1), second beam segment (2) or third beam segment (3); i represents the total number of load effect combinations under seismic conditions.

6. The bending shear type eccentrically supported energy-dissipating beam according to any one of claims 1-5, characterized in that, The energy-dissipating beam web (4) of the first beam segment (1) has a first end face (41) and a second end face (42) arranged opposite to each other in the second direction. The first end face (41) extends in the direction toward the second beam segment (2) and is inclined toward the second end face (42). The second end face (42) extends in the direction toward the second beam segment (2) and is inclined toward the first end face (41). The energy-dissipating beam web (4) of the third beam segment (3) has a third end face (43) and a fourth end face (44) arranged opposite to each other in the second direction. The third end face (43) extends in the direction toward the second beam segment (2) and is inclined toward the fourth end face (44). The fourth end face (44) extends in the direction toward the second beam segment (2) and is inclined toward the third end face (43).

7. The bending shear type eccentrically supported energy-dissipating beam according to any one of claims 1-5, characterized in that, It also includes energy-dissipating beam stiffening ribs (7), which are provided on the web plate (4) of the energy-dissipating beam and connected between the first flange (5) and the second flange (6) of the energy-dissipating beam. The extension direction of the energy-dissipating beam stiffening ribs (7) has an angle with the first direction. There are multiple energy-dissipating beam stiffening ribs (7), and the multiple energy-dissipating beam stiffening ribs (7) are arranged at intervals along the first direction.

8. A bending shear-type eccentrically supported energy-dissipating beam, characterized in that, The structure includes a first beam segment (1), a second beam segment (2), and a third beam segment (3) connected sequentially along a first direction, each of the first beam segment (1), the second beam segment (2), and the third beam segment (3) comprising: The energy-dissipating beam web (4) extends along the first direction. The cross-sectional area of ​​the energy-dissipating beam web (4) of the first beam segment (1) gradually decreases along the direction toward the second beam segment (2). The cross-sectional area of ​​the energy-dissipating beam web (4) of the second beam segment (2) is constant along the first direction. The cross-sectional area of ​​the energy-dissipating beam web (4) of the third beam segment (3) gradually decreases along the direction toward the second beam segment (2). The first flange (5) of the energy dissipation beam is connected to one end of the web (4) of the energy dissipation beam in a second direction, and the second direction is orthogonal to the first direction; The second flange (6) of the energy dissipation beam is connected to the other end of the web (4) of the energy dissipation beam in the second direction; When the first flange (5) and the second flange (6) of the energy-dissipating beam in the first beam segment (1) and the first flange (5) and the second flange (6) of the energy-dissipating beam in the third beam segment (3) undergo plastic deformation strengthening and the bending moment internal force reaches μ times the full plastic bending bearing capacity, the web (4) of the energy-dissipating beam in the second beam segment (2) reaches the full plastic shear bearing capacity. Where μ is a constant ranging from 1.1 to 1.25; The first flange (5) and the second flange (6) of the energy-dissipating beam satisfy the following: b f =[h2·t w ·(0.29·l2-0.25·μ·h2)] / [μ·t f ·(h2+t f )]; in, b f The dimension of the first flange (5) or the second flange (6) of the energy dissipation beam in a third direction, the third direction being orthogonal to the first direction and the second direction; h2 is the dimension of the energy-dissipating beam web (4) of the second beam segment (2) in the second direction; t w The dimension of the web (4) of the energy-dissipating beam in the third direction; l2 is the dimension of the second beam segment (2) in the first direction; t f The dimension of the first flange (5) or the second flange (6) of the energy dissipation beam in the second direction.

9. The bending shear type eccentrically supported energy-dissipating beam according to claim 8, characterized in that, The first flange (5), the second flange (6), and the web (4) of the energy-dissipating beam satisfy the following: in, t w The dimension of the web (4) of the energy-dissipating beam in a third direction is orthogonal to the first direction and the second direction; h x The dimension of the energy-dissipating beam web (4) of the first beam segment (1) or the energy-dissipating beam web (4) of the third beam segment (3) in the second direction at any position in the first direction; b f The dimension of the first flange (5) or the second flange (6) of the energy dissipation beam in a third direction, the third direction being orthogonal to the first direction and the second direction; t f The dimension of the first flange (5) or the second flange (6) of the energy-dissipating beam in the second direction; h2 is the dimension of the energy-dissipating beam web (4) of the second beam segment (2) in the second direction; x is the distance from any position of the first beam segment (1) or the third beam segment (3) in the first direction to the midpoint of the bending shear type eccentrically supported energy dissipating beam in the first direction.

10. The bending shear type eccentrically supported energy-dissipating beam according to claim 8, characterized in that, Each of the first beam segment (1), the second beam segment (2), and the third beam segment (3) satisfies: R l ≥max(S l1 S l2 S ln );as well as R1 / γ RE ≥η·max(S lE1 ,S lE2 ,.....,S lEi ); in, R l The component resistance design value is the first beam segment (1), the second beam segment (2), or the third beam segment (3); S ln To be with R l The design values ​​of the basic combination effect of the non-seismic load for the corresponding first beam segment (1), second beam segment (2), or third beam segment (3); n represents the total number of load effect combinations under non-seismic conditions; γ RE This is the seismic adjustment coefficient for bearing capacity; η is a constant amplification factor, and η is greater than 1; S lEi To be with R l The design values ​​of the basic combination effect of the seismic load for the corresponding first beam segment (1), second beam segment (2) or third beam segment (3); i represents the total number of load effect combinations under seismic conditions.

11. The bending shear type eccentrically supported energy-dissipating beam according to any one of claims 8-10, characterized in that, The energy-dissipating beam web (4) of the first beam segment (1) has a first end face (41) and a second end face (42) arranged opposite to each other in the second direction. The first end face (41) extends in the direction toward the second beam segment (2) and is inclined toward the second end face (42). The second end face (42) extends in the direction toward the second beam segment (2) and is inclined toward the first end face (41). The energy-dissipating beam web (4) of the third beam segment (3) has a third end face (43) and a fourth end face (44) arranged opposite to each other in the second direction. The third end face (43) extends in the direction toward the second beam segment (2) and is inclined toward the fourth end face (44). The fourth end face (44) extends in the direction toward the second beam segment (2) and is inclined toward the third end face (43).

12. The bending shear type eccentrically supported energy-dissipating beam according to any one of claims 8-10, characterized in that, It also includes energy-dissipating beam stiffening ribs (7), which are provided on the web plate (4) of the energy-dissipating beam and connected between the first flange (5) and the second flange (6) of the energy-dissipating beam. The extension direction of the energy-dissipating beam stiffening ribs (7) has an angle with the first direction. There are multiple energy-dissipating beam stiffening ribs (7), and the multiple energy-dissipating beam stiffening ribs (7) are arranged at intervals along the first direction.

13. An eccentric support member, characterized in that, include: A first non-energy-dissipating beam (200) and a second non-energy-dissipating beam (300), each of the first non-energy-dissipating beam (200) and the second non-energy-dissipating beam (300) includes a non-energy-dissipating beam web (201), a non-energy-dissipating beam first flange (202) and a non-energy-dissipating beam second flange (203), the non-energy-dissipating beam web (201) extending along a first direction, the non-energy-dissipating beam first flange (202) being connected to one end of the non-energy-dissipating beam web (201) in a second direction, and the non-energy-dissipating beam second flange (203) being connected to the other end of the non-energy-dissipating beam web (201) in the second direction; A bending shear type eccentric support energy dissipation beam, wherein the bending shear type eccentric support energy dissipation beam is the bending shear type eccentric support energy dissipation beam (100) as described in any one of claims 1-7, wherein the bending shear type eccentric support energy dissipation beam (100) is connected to the first non-energy dissipation beam (200) at one end in the first direction, and the bending shear type eccentric support energy dissipation beam (100) is connected to the second non-energy dissipation beam (300) at the other end in the first direction.

14. The eccentric support member according to claim 13, characterized in that, The non-energy-dissipating beam web (201) and the bending shear-type eccentrically supported energy-dissipating beam (100) satisfy the following: in, t w The dimension of the web (4) of the energy-dissipating beam in a third direction is orthogonal to the first direction and the second direction; h1 is the dimension of the non-energy-dissipating beam web (201) in the second direction; b f The dimension of the first flange (5) or the second flange (6) of the energy dissipation beam in a third direction, the third direction being orthogonal to the first direction and the second direction; t f The dimension of the first flange (5) or the second flange (6) of the energy-dissipating beam in the second direction; h2 is the dimension of the energy-dissipating beam web (4) of the second beam segment (2) in the second direction; L is the dimension of the bending shear type eccentrically supported energy dissipation beam (100) in the first direction.

15. The eccentric support member according to claim 13, characterized in that, Each of the first non-energy-dissipating beam (200) and the second non-energy-dissipating beam (300) satisfies: M′ Rl ≥V Sm ·L / 2 in, M′ Rl The design value of the bending moment resistance of the component at the connection between the first non-energy-dissipating beam (200) and the bending shear type eccentrically supported energy-dissipating beam (100) or the design value of the bending moment resistance of the component at the connection between the second non-energy-dissipating beam (300) and the bending shear type eccentrically supported energy-dissipating beam (100); V Sm The fully plastic shear capacity of the second beam segment (2); L is the dimension of the bending shear type eccentrically supported energy dissipation beam (100) in the first direction.

16. The eccentric support member according to claim 13, characterized in that, Each of the first non-energy-dissipating beam (200) and the second non-energy-dissipating beam (300) satisfies: R b ≥max(S b1 ,S b2 ,……,S bn ); R b / c RE ≥η·max(α1·S bE1 ,α2·S bE2 ,......,a i ·S bEi ); as well as in, R b The component resistance design value of the first non-energy-dissipating beam (200) or the second non-energy-dissipating beam (300); S bn To be with R b The design value of the basic combination effect of the non-seismic load for the corresponding first non-energy-dissipating beam (200) or second non-energy-dissipating beam (300); n represents the total number of load effect combinations under non-seismic conditions; γ RE This is the seismic adjustment coefficient for bearing capacity; η is a constant amplification factor, and η is greater than 1; S bEi To be with R b The design value of the basic combination effect of the seismic load for the first non-energy-dissipating beam (200) or the second non-energy-dissipating beam (300); i represents the total number of load effect combinations under seismic conditions; M Sl The fully plastic bending bearing capacity of the first beam segment (1); M Sm This represents the fully plastic bending capacity of the second beam segment (2); M Sr The fully plastic bending bearing capacity of the third beam segment (3); V Sl The fully plastic shear bearing capacity of the first beam segment (1); V Sm The fully plastic shear capacity of the second beam segment (2); V Sr The fully plastic shear bearing capacity of the third beam segment (3); M sllEj The design value of the bending moment under the basic combination effect of the seismic load on the first beam segment (1); M smlEj The design value of the bending moment under the basic combination effect of the seismic load on the second beam segment (2); M srlEj The design value of the bending moment under the basic combination effect of the seismic load on the third beam segment (3); V sllEj The design value of shear force under the basic combination effect of seismic load on the first beam segment (1); V smlEj The design value of shear force under the basic combination effect of seismic load on the second beam segment (2); V srlEj The design value of shear force under the basic combination effect of seismic load on the third beam segment (3); j = 1, 2, ..., i.

17. The eccentric support member according to any one of claims 13-16, characterized in that, It also includes support beams (400), of which there are at least two, one of which is connected to the first non-energy-dissipating beam (200), and the other of which is connected to the second non-energy-dissipating beam (300). The one support beam (400) and the other support beam (400) extend along the second direction and are inclined in a direction that is relatively far apart. The support beams (400) satisfy the following: R c ≥max(S c1 ,S c2 ,......,S cn ); R c / c RE ≥η·max(α1·S cE1 ,α2·S cE2 ,......,a i ·S cEi ); as well as in, R c This refers to the design value of the component resistance of the supporting beam (400); S cn The design value of the basic combination effect of the non-seismic load on the supporting beam (400); n represents the total number of load effect combinations under non-seismic conditions; γ RE This is the seismic adjustment coefficient for bearing capacity; η is a constant amplification factor, and η is greater than 1; S cEi The design value of the basic combination effect of the seismic load on the supporting beam (400); i represents the total number of load effect combinations under seismic conditions; M Sl The fully plastic bending bearing capacity of the first beam segment (1); M Sm This represents the fully plastic bending capacity of the second beam segment (2); M Sr The fully plastic bending bearing capacity of the third beam segment (3); V Sl The fully plastic shear bearing capacity of the first beam segment (1); V Sm The fully plastic shear capacity of the second beam segment (2); V Sr The fully plastic shear bearing capacity of the third beam segment (3); M sllEj The design value of the bending moment under the basic combination effect of the seismic load on the first beam segment (1); M smlEj The design value of the bending moment under the basic combination effect of the seismic load on the second beam segment (2); M srlEj The design value of the bending moment under the basic combination effect of the seismic load on the third beam segment (3); V sllEj The design value of shear force under the basic combination effect of seismic load on the first beam segment (1); V smlEj The design value of shear force under the basic combination effect of seismic load on the second beam segment (2); V srlEj The design value of shear force under the basic combination effect of seismic load on the third beam segment (3); j = 1, 2, ..., i.

18. The eccentric support member according to any one of claims 13-16, characterized in that, Each of the first non-energy-dissipating beam (200) and the second non-energy-dissipating beam (300) further includes a non-energy-dissipating beam stiffening rib (204), which is disposed on the web (201) of the non-energy-dissipating beam and connected between the first flange (202) and the second flange (203) of the non-energy-dissipating beam, and the extension direction of the non-energy-dissipating beam stiffening rib (204) has an angle with the first direction.

19. An eccentric support member, characterized in that, include: A first non-energy-dissipating beam (200) and a second non-energy-dissipating beam (300), each of the first non-energy-dissipating beam (200) and the second non-energy-dissipating beam (300) includes a non-energy-dissipating beam web (201), a non-energy-dissipating beam first flange (202) and a non-energy-dissipating beam second flange (203), the non-energy-dissipating beam web (201) extending along a first direction, the non-energy-dissipating beam first flange (202) being connected to one end of the non-energy-dissipating beam web (201) in a second direction, and the non-energy-dissipating beam second flange (203) being connected to the other end of the non-energy-dissipating beam web (201) in the second direction; A bending shear type eccentric support energy dissipation beam, wherein the bending shear type eccentric support energy dissipation beam is the bending shear type eccentric support energy dissipation beam (100) as described in any one of claims 8-12, wherein the bending shear type eccentric support energy dissipation beam (100) is connected to the first non-energy dissipation beam (200) at one end in the first direction, and the bending shear type eccentric support energy dissipation beam (100) is connected to the second non-energy dissipation beam (300) at the other end in the first direction.

20. The eccentric support member according to claim 19, characterized in that, The non-energy-dissipating beam web (201) and the bending shear-type eccentrically supported energy-dissipating beam (100) satisfy the following: in, t w The dimension of the web (4) of the energy-dissipating beam in a third direction is orthogonal to the first direction and the second direction; h1 is the dimension of the non-energy-dissipating beam web (201) in the second direction; b f The dimension of the first flange (5) or the second flange (6) of the energy dissipation beam in a third direction, the third direction being orthogonal to the first direction and the second direction; t f The dimension of the first flange (5) or the second flange (6) of the energy-dissipating beam in the second direction; h2 is the dimension of the energy-dissipating beam web (4) of the second beam segment (2) in the second direction; L is the dimension of the bending shear type eccentrically supported energy dissipation beam (100) in the first direction.

21. The eccentric support member according to claim 19, characterized in that, The second beam segment (2) satisfies: in, V Rml The design value of the shear resistance of the second beam segment (2); The fully plastic bending bearing capacity at the connection between the first non-energy-dissipating beam (200) and the bending shear type eccentrically supported energy-dissipating beam (100); The fully plastic bending bearing capacity at the connection between the second non-energy-dissipating beam (300) and the bending shear type eccentrically supported energy-dissipating beam (100); M Sl The fully plastic bending bearing capacity of the first beam segment (1); M Sm This represents the fully plastic bending capacity of the second beam segment (2); M Sr The fully plastic bending bearing capacity of the third beam segment (3); x is the distance from any position of the first beam segment (1) or the third beam segment (3) in the first direction to the midpoint of the bending shear type eccentrically supported energy dissipation beam (100) in the first direction; L is the dimension of the bending shear type eccentrically supported energy dissipation beam (100) in the first direction.

22. The eccentric support member according to claim 19, characterized in that, Each of the first non-energy-dissipating beam (200) and the second non-energy-dissipating beam (300) satisfies: R b ≥max(S b1 ,S b2 ,......,S bn ); R b / c RE ≥η·max(α1·S bE1 ,α2·S bE2 ,......,a i ·S bEi ); as well as in, R b The component resistance design value of the first non-energy-dissipating beam (200) or the second non-energy-dissipating beam (300); S bn To be with R b The design value of the basic combination effect of the non-seismic load for the corresponding first non-energy-dissipating beam (200) or second non-energy-dissipating beam (300); n represents the total number of load effect combinations under non-seismic conditions; γ RE This is the seismic adjustment coefficient for bearing capacity; η is a constant amplification factor, and η is greater than 1; S bEi To be with R b The design value of the basic combination effect of the seismic load for the first non-energy-dissipating beam (200) or the second non-energy-dissipating beam (300); i represents the total number of load effect combinations under seismic conditions; M Sl The fully plastic bending bearing capacity of the first beam segment (1); M Sm This represents the fully plastic bending capacity of the second beam segment (2); M Sr The fully plastic bending bearing capacity of the third beam segment (3); V sl The fully plastic shear bearing capacity of the first beam segment (1); V Sm The fully plastic shear capacity of the second beam segment (2); V sr The fully plastic shear bearing capacity of the third beam segment (3); M sllEj The design value of the bending moment under the basic combination effect of the seismic load on the first beam segment (1); M smlEj The design value of the bending moment under the basic combination effect of the seismic load on the second beam segment (2); M srlEj The design value of the bending moment under the basic combination effect of the seismic load on the third beam segment (3); V sllEj The design value of shear force under the basic combination effect of seismic load on the first beam segment (1); V smlEj The design value of shear force under the basic combination effect of seismic load on the second beam segment (2); V srlEj The design value of shear force under the basic combination effect of seismic load on the third beam segment (3); j = 1, 2, ..., i.

23. The eccentric support member according to any one of claims 19-22, characterized in that, It also includes support beams (400), of which there are at least two, one of which is connected to the first non-energy-dissipating beam (200), and the other of which is connected to the second non-energy-dissipating beam (300). The one support beam (400) and the other support beam (400) extend along the second direction and are inclined in a direction that is relatively far apart. The support beams (400) satisfy the following: R c ≥max(S c1 ,S c2 ,......,S cn ); R c / c RE ≥η·max(α1·S cE1 ,α2·S cE2 ,......,a i ·S cEi ); as well as in, R c This refers to the design value of the component resistance of the supporting beam (400); S cn The design value of the basic combination effect of the non-seismic load on the supporting beam (400); n represents the total number of load effect combinations under non-seismic conditions; γ RE This is the seismic adjustment coefficient for bearing capacity; η is a constant amplification factor, and η is greater than 1; S cEi The design value of the basic combination effect of the seismic load on the supporting beam (400); i represents the total number of load effect combinations under seismic conditions; M Sl The fully plastic bending bearing capacity of the first beam segment (1); M Sm This represents the fully plastic bending capacity of the second beam segment (2); M sr The fully plastic bending bearing capacity of the third beam segment (3); V Sl The fully plastic shear bearing capacity of the first beam segment (1); V Sm The fully plastic shear capacity of the second beam segment (2); V Sr The fully plastic shear bearing capacity of the third beam segment (3); M sllEj The design value of the bending moment under the basic combination effect of the seismic load on the first beam segment (1); M smlEj The design value of the bending moment under the basic combination effect of the seismic load on the second beam segment (2); M srlEj The design value of the bending moment under the basic combination effect of the seismic load on the third beam segment (3); V sllEj The design value of shear force under the basic combination effect of seismic load on the first beam segment (1); V smlEj The design value of shear force under the basic combination effect of seismic load on the second beam segment (2); V srlEj The design value of shear force under the basic combination effect of seismic load on the third beam segment (3); j = 1, 2, ..., i.

24. The eccentric support member according to any one of claims 19-22, characterized in that, Each of the first non-energy-dissipating beam (200) and the second non-energy-dissipating beam (300) further includes a non-energy-dissipating beam stiffening rib (204), which is disposed on the web (201) of the non-energy-dissipating beam and connected between the first flange (202) and the second flange (203) of the non-energy-dissipating beam, and the extension direction of the non-energy-dissipating beam stiffening rib (204) has an angle with the first direction.

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