A space-stacked eccentrically braced energy dissipation beam and eccentrically braced member

Abstract

The present application relates to the technical field of support, in particular to a kind of eccentric support energy dissipation beam of interval superposition, it is characterized in that, including the first energy dissipation beam section and second energy dissipation beam section with I-shaped section, the first energy dissipation beam section and the second energy dissipation beam section are spaced apart along first direction, wherein the first energy dissipation beam section and the second energy dissipation beam section are mirror image structure respectively in second direction and the mirror image plane of both is in the same plane;The first energy dissipation beam section includes: first energy dissipation beam web, the first energy dissipation beam web extends along second direction;First energy dissipation beam flange, the first energy dissipation beam flange is connected with one end of the first energy dissipation beam web in the first direction;Second energy dissipation beam flange, the second energy dissipation beam flange is connected with the other end of the first energy dissipation beam web in the first direction;The second energy dissipation beam section includes: second energy dissipation beam web, the second energy dissipation beam web extends along the second direction.

Description

Technical Field

[0001] This invention relates to the field of support technology, specifically to an interlocking eccentrically supported energy-dissipating beam and an eccentrically supported component. Background Technology

[0002] In related technologies, seismic design of steel structure buildings is an important issue for structural engineers. According to earthquake damage surveys, the damage to steel structures under earthquake loads is mostly localized, leading to overall failure. Eccentrically braced structures are a type of structural system with strong energy dissipation capacity. They include energy-dissipating beam segments, non-energy-dissipating beam segments connected to the left and right ends of the energy-dissipating beam segments, supporting beam segments inclined to the lower sides of the energy-dissipating beam segments, and frame columns perpendicularly connected to the left and right ends of the non-energy-dissipating beam segments.

[0003] Under rare earthquake conditions, the energy-dissipating beam segment enters a plastic state, dissipating seismic energy through plastic deformation. The energy-dissipating beam segment acts as a fuse during the earthquake. The eccentric support relies on the plastic deformation of the energy-dissipating beam segment to dissipate energy, thereby protecting the other components mentioned above.

[0004] In traditional shear-yielding energy-dissipating beam segments, only the web of the energy-dissipating beam segment undergoes shear plastic deformation, while the flanges do not, resulting in insufficient energy dissipation capacity. Since steel plate thickness has specific specifications, and the codes impose strict requirements on the minimum thickness of the web of the energy-dissipating beam segment, if the fully plastic shear capacity of the energy-dissipating beam is close to the load effect shear force under frequent earthquake combinations, implementation becomes difficult, leading to a large amount of structural work and high project costs.

[0005] In traditional bending-yielding energy-dissipating beam segments, only the flanges at both ends of the energy-dissipating beam segment undergo plastic deformation, while the web does not, resulting in insufficient energy dissipation capacity. Since steel plate thickness has specific specifications, and the codes impose strict requirements on the minimum plate thickness of the flanges of energy-dissipating beam segments, if the fully plastic bending capacity of the energy-dissipating beam is close to the load-effect bending moment under frequent earthquake combinations, implementation becomes difficult, leading to a large amount of structural work and high project costs.

[0006] Furthermore, in traditional eccentrically supported energy-dissipating beam segments, these segments are typically integrated with non-energy-dissipating segments. Regardless of whether the energy-dissipating segment is shear-yielding or flexural-yielding, it is difficult to disassemble and replace it after plastic deformation and energy dissipation under seismic loading, making structural repair challenging.

[0007] In summary, under seismic loading, only the web of the shear-yielding energy-dissipating beam segment undergoes plastic deformation, while only the flange of the bending-yielding energy-dissipating beam segment undergoes plastic deformation. The plastic deformation of both types is insufficient, and their ability to dissipate seismic energy is not fully utilized. Therefore, the question of how to improve the energy dissipation effect and seismic resistance of eccentrically supported structures urgently needs to be addressed. Furthermore, the question of how to maintain the eccentrically supported structure after the energy-dissipating beam segment has undergone plastic deformation and dissipated energy also urgently needs to be addressed. Summary of the Invention

[0008] The present invention aims to at least partially solve one of the technical problems in the related art. To this end, embodiments of the present invention propose an eccentrically supported energy-dissipating beam with interleaved sections, including a first energy-dissipating beam segment and a second energy-dissipating beam segment having an I-shaped cross section. The first energy-dissipating beam segment and the second energy-dissipating beam segment are spaced apart along a first direction, wherein the first energy-dissipating beam segment and the second energy-dissipating beam segment are mirror images of each other in a second direction and their mirror surfaces are located in the same plane.

[0009] The first energy-dissipating beam segment includes:

[0010] The first energy-dissipating beam web extends along the second direction;

[0011] The first energy dissipation beam flange is connected to one end of the web of the first energy dissipation beam in the first direction;

[0012] The second energy-dissipating beam flange is connected to the other end of the web of the first energy-dissipating beam in the first direction.

[0013] The second energy-dissipating beam segment includes:

[0014] The second energy-dissipating beam web extends along the second direction;

[0015] The third energy-dissipating beam flange is connected to one end of the web of the second energy-dissipating beam in the first direction;

[0016] The fourth energy-dissipating beam flange is connected to the other end of the web of the second energy-dissipating beam in the first direction;

[0017] The second direction is orthogonal to the first direction, and the third direction is orthogonal to the first and second directions.

[0018] Optionally, when the first and second energy-dissipating beam webs undergo shear plastic deformation strengthening and the shear bearing capacity reaches μ times the fully plastic shear bearing capacity, the first and second energy-dissipating beam flanges, as well as the third and fourth energy-dissipating beam flanges, reach the fully plastic bending bearing capacity.

[0019] Where μ is a constant ranging from 1.1 to 1.25.

[0020] Optionally, based on the condition that the first and second flanges of the energy-dissipating beam reach the fully plastic bending capacity when the web of the first energy-dissipating beam undergoes shear plastic deformation strengthening and the shear bearing capacity reaches μ times the fully plastic shear bearing capacity, the first and second flanges of the energy-dissipating beam satisfy the following:

[0021] b1=[(0.29·μ·l1-0.25·h1)·h1·t w1 ] / [t f1 ·(h1+t f1 )]

[0022] in,

[0023] b1 represents the dimensions of the first and second energy-dissipating beam flanges of the first energy-dissipating beam segment in the third direction, i.e., the width.

[0024] t f1 The dimensions of the first and second energy-dissipating beam flanges of the first energy-dissipating beam segment in the first direction are, in other words, their thicknesses.

[0025] t w1 The thickness is the dimension of the web of the first energy-dissipating beam segment in the third direction.

[0026] h1 is the dimension of the web of the first energy-dissipating beam segment in the first direction, i.e., the height;

[0027] l1 is the dimension of the first energy-dissipating beam segment in the second direction, that is, its length;

[0028] μ is a constant with a value range of 1.1 to 1.25.

[0029] Optionally, based on the condition that the flanges of the first and second energy-dissipating beams reach the full plastic bending capacity when the web of the first energy-dissipating beam undergoes shear plastic deformation strengthening and the shear bearing capacity reaches μ times the fully plastic shear bearing capacity, the first energy-dissipating beam segment satisfies:

[0030]

[0031] in,

[0032] M 1 This is the design value of the bending moment resistance of the first energy-dissipating beam segment;

[0033] The fully plastic shear capacity of the first energy-dissipating beam segment;

[0034] l1 is the dimension of the first energy-dissipating beam segment in the second direction, i.e., its length.

[0035] Optionally, based on the condition that the flanges of the third and fourth energy-dissipating beams reach the fully plastic bending capacity when the web of the second energy-dissipating beam undergoes shear plastic deformation strengthening and the shear bearing capacity reaches μ times the fully plastic shear bearing capacity, the flanges of the third and fourth energy-dissipating beams satisfy:

[0036] b2=[(0.29·μ·l2-0.25·h2)·h2·t w2 ] / [t f2 ·(h2+t f2 )]

[0037] in,

[0038] b2 represents the dimensions of the third and fourth energy-dissipating beam flanges of the second energy-dissipating beam segment in the third direction, i.e., the width.

[0039] t f2 The dimensions of the third and fourth energy-dissipating beam flanges of the second energy-dissipating beam segment in the first direction are, in other words, their thicknesses.

[0040] t w2 The thickness is the dimension of the web of the second energy-dissipating beam segment in the third direction.

[0041] h2 is the dimension of the web of the second energy-dissipating beam segment in the first direction, i.e., the height;

[0042] l2 is the dimension of the second energy-dissipating beam segment in the second direction, i.e., its length;

[0043] μ is a constant with a value range of 1.1 to 1.25.

[0044] Optionally, based on the condition that the flanges of the third and fourth energy-dissipating beams reach the fully plastic bending capacity when the web of the second energy-dissipating beam undergoes shear plastic deformation strengthening and the shear bearing capacity reaches μ times the fully plastic shear bearing capacity, the second energy-dissipating beam segment satisfies:

[0045]

[0046] in,

[0047] M 2 This is the design value for the bending moment resistance of the second energy-dissipating beam segment;

[0048] This represents the fully plastic shear capacity of the second energy-dissipating beam segment.

[0049] l2 is the dimension of the second energy-dissipating beam segment in the second direction, i.e., its length.

[0050] Optionally, when the first energy-dissipating beam flange, the second energy-dissipating beam flange, the third energy-dissipating beam flange, and the fourth energy-dissipating beam flange undergo plastic deformation strengthening and the bending bearing capacity reaches μ times the fully plastic bending bearing capacity, the first energy-dissipating beam web and the second energy-dissipating beam web reach the fully plastic shear bearing capacity.

[0051] Where μ is a constant ranging from 1.1 to 1.25.

[0052] Optionally, based on the condition that the web of the first energy-dissipating beam reaches the fully plastic shear capacity when the first and second energy-dissipating beam flanges undergo plastic deformation strengthening and the flexural bearing capacity reaches μ times the fully plastic flexural bearing capacity, the web of the first energy-dissipating beam satisfies:

[0053]

[0054] in,

[0055] b1 represents the dimensions of the first and second energy-dissipating beam flanges of the first energy-dissipating beam segment in the third direction, i.e., the width.

[0056] t f1 The dimensions of the first and second energy-dissipating beam flanges of the first energy-dissipating beam segment in the first direction are, in other words, their thicknesses.

[0057] t w1 The thickness is the dimension of the web of the first energy-dissipating beam segment in the third direction.

[0058] h1 is the dimension of the web of the first energy-dissipating beam segment in the first direction, i.e., the height;

[0059] l1 is the dimension of the first energy-dissipating beam segment in the second direction, that is, its length;

[0060] μ is a constant with a value range of 1.1 to 1.25.

[0061] Optionally, based on the condition that the web of the first energy-dissipating beam reaches the fully plastic shear capacity when the first and second energy-dissipating beam flanges undergo plastic deformation strengthening and the flexural bearing capacity reaches μ times the fully plastic flexural bearing capacity, the first energy-dissipating beam segment satisfies:

[0062]

[0063] in,

[0064] V 1 This is the design value of the shear resistance of the first energy-dissipating beam segment;

[0065] The fully plastic bending capacity of the first energy-dissipating beam segment;

[0066] l1 is the dimension of the first energy-dissipating beam segment in the second direction, i.e., its length.

[0067] Optionally, based on the condition that the web of the second energy-dissipating beam reaches the fully plastic shear capacity when plastic deformation strengthening occurs in the third and fourth energy-dissipating beam flanges and the flexural bearing capacity reaches μ times the fully plastic flexural bearing capacity, the web of the second energy-dissipating beam satisfies:

[0068]

[0069] in,

[0070] b2 represents the dimensions of the third and fourth energy-dissipating beam flanges of the second energy-dissipating beam segment in the third direction, i.e., the width.

[0071] t f2 The dimensions of the third and fourth energy-dissipating beam flanges of the second energy-dissipating beam segment in the first direction are, in other words, their thicknesses.

[0072] t w2 The thickness is the dimension of the web of the second energy-dissipating beam segment in the third direction.

[0073] h2 is the dimension of the web of the second energy-dissipating beam segment in the first direction, i.e., the height;

[0074] l2 is the dimension of the second energy-dissipating beam segment in the second direction, i.e., its length;

[0075] μ is a constant with a value range of 1.1 to 1.25.

[0076] Optionally, based on the condition that the web of the second energy-dissipating beam reaches the fully plastic shear capacity when plastic deformation strengthening occurs in the third and fourth energy-dissipating beam flanges and the flexural bearing capacity reaches μ times the fully plastic flexural bearing capacity, the second energy-dissipating beam segment satisfies:

[0077]

[0078] in,

[0079] V 2 This is the design value of the shear resistance of the second energy-dissipating beam segment;

[0080] This represents the fully plastic bending capacity of the second energy-dissipating beam segment;

[0081] l2 is the dimension of the second energy-dissipating beam segment in the second direction, i.e., its length.

[0082] Optionally, the first energy-dissipating beam segment satisfies:

[0083]

[0084]

[0085] in,

[0086] This is the design resistance value for the first energy-dissipating beam segment;

[0087] To and The corresponding design value of the basic combination effect of the non-seismic load on the first energy-dissipating beam segment;

[0088] To and The design value of the basic combination effect of the seismic load for the first energy-dissipating beam segment;

[0089] n represents the total number of load effect combinations under non-seismic conditions;

[0090] i represents the total number of load effect combinations under seismic conditions;

[0091] γ RE This is the seismic adjustment coefficient for bearing capacity;

[0092] η is a constant amplification factor, and η is greater than 1.

[0093] Optionally, the second energy-dissipating beam segment satisfies:

[0094]

[0095]

[0096] in,

[0097] This is the design resistance value for the second energy-dissipating beam segment;

[0098] To and The corresponding design value of the basic combination effect of non-seismic loads for the second energy-dissipating beam segment;

[0099] To and The design value of the basic combination effect of the seismic load for the corresponding second energy-dissipating beam segment;

[0100] n represents the total number of load effect combinations under non-seismic conditions;

[0101] i represents the total number of load effect combinations under seismic conditions;

[0102] γ RE This is the seismic adjustment coefficient for bearing capacity;

[0103] η is a constant amplification factor, and η is greater than 1.

[0104] Optionally, the eccentrically supported energy-dissipating beam may also include:

[0105] The energy-dissipating beam stiffening ribs are respectively provided on the web of the first energy-dissipating beam and the web of the second energy-dissipating beam, and are respectively connected between the flanges of the first energy-dissipating beam and the second energy-dissipating beam, and between the flanges of the third energy-dissipating beam and the fourth energy-dissipating beam.

[0106] Optionally, multiple energy-dissipating beam stiffeners are provided, and the multiple energy-dissipating beam stiffeners are arranged at intervals along the second direction.

[0107] Embodiments of the present invention provide another eccentric support member, comprising:

[0108] The aforementioned eccentrically supported energy-dissipating beam;

[0109] The frame column includes a first frame column and a second frame column extending along a first direction.

[0110] The transition beam includes a first transition beam and a second transition beam extending along a second direction, and the first transition beam and the second transition beam are respectively connected to the two ends of the eccentrically supported energy dissipation beam in the second direction.

[0111] The non-energy-dissipating beam includes a first non-energy-dissipating beam and a second non-energy-dissipating beam extending along a second direction. The first and second non-energy-dissipating beams are respectively connected to the first and second transition beams in the second direction and are away from the eccentrically supported energy-dissipating beam. Each of the first and second non-energy-dissipating beams includes:

[0112] The non-energy-dissipating beam intersection segment has one end connected to the transition beam in the second direction;

[0113] The non-intersecting segment of the non-energy-dissipating beam has one end connected to the other end of the intersecting segment of the non-energy-dissipating beam in the second direction, and the other end connected to the frame column.

[0114] The support beam is inclined, with one end connected to the intersection of the non-energy-dissipating beam in the first direction and the other end connected to the frame column in the second direction.

[0115] Optionally, each of the first transition beam and the second transition beam includes a first transition beam segment and a second transition beam segment having an I-shaped cross section, the first transition beam segment and the second transition beam segment being spaced apart along a first direction;

[0116] The first transition beam segment includes:

[0117] The first transition beam web extends along the second direction and is connected to the first energy dissipation beam web.

[0118] The first transition beam flange is connected to one end of the web of the first transition beam in the first direction and to the first energy dissipation beam flange in the second direction.

[0119] The second transition beam flange is connected to the other end of the web of the first energy dissipation beam in the first direction and to the second energy dissipation beam flange in the second direction.

[0120] The second transition beam segment includes:

[0121] The web of the second transition beam extends along the second direction and is connected to the web of the second energy dissipation beam.

[0122] The third transition beam flange is connected to one end of the web of the second transition beam in the first direction and to the third energy dissipation beam flange in the second direction.

[0123] The fourth transition beam flange is connected to the other end of the web of the second transition beam in the first direction and to the fourth energy dissipation beam flange in the second direction.

[0124] Optionally, the dimensions of the first transition beam flange and the second transition beam flange are equal in a third direction; and

[0125] The dimensions of the third transition beam flange and the fourth transition beam flange are equal in the third direction.

[0126] Optionally, the dimensions of each of the first transition beam flange, the second transition beam flange, the third transition beam flange, and the fourth transition beam flange in the third direction increase uniformly in the direction away from the eccentrically supported energy-dissipating beam.

[0127] Optionally, the first transition beam segment of the first transition beam satisfies:

[0128]

[0129]

[0130]

[0131] in,

[0132] This represents the design value of the component resistance of the first transition beam segment of the first transition beam.

[0133] To and The design value of the basic combination effect of the non-seismic load on the first transition beam segment of the corresponding first transition beam;

[0134] To and The design value of the basic combination effect of seismic load on the first transition beam segment of the corresponding first transition beam;

[0135] The fully plastic bending capacity of the first energy-dissipating beam segment;

[0136] This represents the fully plastic bending capacity of the second energy-dissipating beam segment;

[0137] The fully plastic shear capacity of the first energy-dissipating beam segment;

[0138] This represents the fully plastic shear capacity of the second energy-dissipating beam segment.

[0139] The combined values ​​of bending moment and internal force under the basic combined effect of seismic load on the first energy-dissipating beam segment;

[0140] The combined values ​​of bending moment and internal force under the basic combined effect of seismic load on the second energy-dissipating beam segment;

[0141] The combined values ​​of shear force and internal force under the basic combination effect of seismic load on the first energy-dissipating beam segment;

[0142] The combined values ​​of shear force and internal force under the basic combined effect of seismic load on the second energy-dissipating beam segment;

[0143] γ RE This is the seismic adjustment coefficient for bearing capacity;

[0144] η is a constant amplification factor, and η is greater than 1;

[0145] n represents the total number of load effect combinations under non-seismic conditions;

[0146] i represents the total number of load effect combinations under seismic conditions.

[0147] Optionally, the first transition beam segment of the second transition beam satisfies:

[0148]

[0149]

[0150]

[0151] in,

[0152] This represents the design value of the component resistance of the first transition beam segment of the second transition beam.

[0153] To and The design value of the basic combination effect of the non-seismic load on the first transition beam segment of the corresponding second transition beam;

[0154] To and Design value of basic combination effect of seismic load on the first transition beam segment of the corresponding second transition beam;

[0155] The fully plastic bending capacity of the first energy-dissipating beam segment;

[0156] This represents the fully plastic bending capacity of the second energy-dissipating beam segment;

[0157] The fully plastic shear capacity of the first energy-dissipating beam segment;

[0158] This represents the fully plastic shear capacity of the second energy-dissipating beam segment.

[0159] The combined values ​​of bending moment and internal force under the basic combined effect of seismic load on the first energy-dissipating beam segment;

[0160] The combined values ​​of bending moment and internal force under the basic combined effect of seismic load on the second energy-dissipating beam segment;

[0161] The combined values ​​of shear force and internal force under the basic combination effect of seismic load on the first energy-dissipating beam segment;

[0162] The combined values ​​of shear force and internal force under the basic combined effect of seismic load on the second energy-dissipating beam segment;

[0163] γ RE This is the seismic adjustment coefficient for bearing capacity;

[0164] η is a constant amplification factor, and η is greater than 1;

[0165] n represents the total number of load effect combinations under non-seismic conditions;

[0166] i represents the total number of load effect combinations under seismic conditions.

[0167] Optionally, the second transition beam segment of the first transition beam satisfies:

[0168]

[0169]

[0170]

[0171] in,

[0172] This represents the design value of the component resistance of the second transition beam segment of the first transition beam.

[0173] To and The design value of the basic combination effect of the non-seismic load on the second transition beam segment of the first transition beam;

[0174] To and Design values ​​of basic combination effects of seismic loads on the second transition beam segment of the corresponding first transition beam;

[0175] The fully plastic bending capacity of the first energy-dissipating beam segment;

[0176] This represents the fully plastic bending capacity of the second energy-dissipating beam segment;

[0177] The fully plastic shear capacity of the first energy-dissipating beam segment;

[0178] This represents the fully plastic shear capacity of the second energy-dissipating beam segment.

[0179] The combined values ​​of bending moment and internal force under the basic combined effect of seismic load on the first energy-dissipating beam segment;

[0180] The combined values ​​of bending moment and internal force under the basic combined effect of seismic load on the second energy-dissipating beam segment;

[0181] The combined values ​​of shear force and internal force under the basic combination effect of seismic load on the first energy-dissipating beam segment;

[0182] The combined values ​​of shear force and internal force under the basic combined effect of seismic load on the second energy-dissipating beam segment;

[0183] γ RE This is the seismic adjustment coefficient for bearing capacity;

[0184] η is a constant amplification factor, and η is greater than 1;

[0185] n represents the total number of load effect combinations under non-seismic conditions;

[0186] i represents the total number of load effect combinations under seismic conditions.

[0187] Optionally, the second transition beam segment of the second transition beam satisfies:

[0188]

[0189]

[0190]

[0191] in,

[0192] This refers to the design value of the component resistance of the second transition beam segment of the second transition beam.

[0193] To and The design value of the basic combination effect of the non-seismic load on the second transition beam segment of the corresponding second transition beam;

[0194] To and The design value of the basic combination effect of seismic load on the second transition beam segment corresponding to the second transition beam;

[0195] The fully plastic bending capacity of the first energy-dissipating beam segment;

[0196] This represents the fully plastic bending capacity of the second energy-dissipating beam segment;

[0197] The fully plastic shear capacity of the first energy-dissipating beam segment;

[0198] This represents the fully plastic shear capacity of the second energy-dissipating beam segment.

[0199] The combined values ​​of bending moment and internal force under the basic combined effect of seismic load on the first energy-dissipating beam segment;

[0200] The combined values ​​of bending moment and internal force under the basic combined effect of seismic load on the second energy-dissipating beam segment;

[0201] The combined values ​​of shear force and internal force under the basic combination effect of seismic load on the first energy-dissipating beam segment;

[0202] The combined values ​​of shear force and internal force under the basic combined effect of seismic load on the second energy-dissipating beam segment;

[0203] γ RE This is the seismic adjustment coefficient for bearing capacity;

[0204] η is a constant amplification factor, and η is greater than 1;

[0205] n represents the total number of load effect combinations under non-seismic conditions;

[0206] i represents the total number of load effect combinations under seismic conditions.

[0207] Optionally, each of the first non-energy-dissipating beam and the second non-energy-dissipating beam includes:

[0208] The first non-energy-dissipating beam web extends along the second direction and is connected to the first transition beam web and the second transition beam web.

[0209] The first non-energy-dissipating beam flange is connected to one end of the web of the first transition beam in the first direction and to the first transition beam flange in the second direction.

[0210] The second non-energy-dissipating beam flange is orthogonally connected to the web of the first non-energy-dissipating beam in the first direction and connected to the second transition beam flange in the second direction.

[0211] The third non-energy-dissipating beam flange is orthogonally connected to the web of the first non-energy-dissipating beam in the first direction and connected to the third transition beam flange in the second direction.

[0212] The fourth non-energy-dissipating beam flange is connected to the other end of the web of the first non-energy-dissipating beam in the first direction and to the fourth transition beam flange in the second direction.

[0213] Optionally, the dimensions of the first non-energy-dissipating beam flange, the second non-energy-dissipating beam flange, the third non-energy-dissipating beam flange, and the fourth non-energy-dissipating beam flange are all equal in the third direction.

[0214] Optionally, the dimensions of the first non-energy-dissipating beam flange, the second non-energy-dissipating beam flange, the third non-energy-dissipating beam flange, and the fourth non-energy-dissipating beam flange in the third direction are greater than the dimensions of the first energy-dissipating beam flange, the second energy-dissipating beam flange, the third energy-dissipating beam flange, and the fourth energy-dissipating beam flange in the third direction.

[0215] Optionally, the first non-energy-dissipating beam satisfies:

[0216] R 1b ≥max(S 1b1 S 1b2 , ......, S 1bn )

[0217] R 1b / γ RE ≥η·max(α1·S 1bE1 α2·S 1bE2 , ......, α i ·S 1bEi )

[0218]

[0219] in,

[0220] R 1b This is the design value of the component resistance of the first non-energy-dissipating beam.

[0221] S 1b1 S 1b2 , ......, S 1bn To be with R 1b The corresponding design value of the basic combination effect of the non-seismic load for the first non-energy-dissipating beam;

[0222] S 1bE1 S 1bE2 , ......, S 1bEi To be with R 1b Design value of basic combination effect of seismic load for the first non-energy-dissipating beam;

[0223] The fully plastic bending capacity of the first energy-dissipating beam segment;

[0224] This represents the fully plastic bending capacity of the second energy-dissipating beam segment;

[0225] The fully plastic shear capacity of the first energy-dissipating beam segment;

[0226] This represents the fully plastic shear capacity of the second energy-dissipating beam segment.

[0227] The combined values ​​of bending moment and internal force under the basic combined effect of seismic load on the first energy-dissipating beam segment;

[0228] The combined values ​​of bending moment and internal force under the basic combined effect of seismic load on the second energy-dissipating beam segment;

[0229] The combined values ​​of shear force and internal force under the basic combination effect of seismic load on the first energy-dissipating beam segment;

[0230] The combined values ​​of shear force and internal force under the basic combined effect of seismic load on the second energy-dissipating beam segment;

[0231] γ RE This is the seismic adjustment coefficient for bearing capacity;

[0232] η is a constant amplification factor, and η is greater than 1;

[0233] n represents the total number of load effect combinations under non-seismic conditions;

[0234] i represents the total number of load effect combinations under seismic conditions.

[0235] Optionally, the second non-energy-dissipating beam satisfies:

[0236] R 2b ≥max(S 2b1 S 2b2 , ......, S 2bn )

[0237] R 2b / γ RE ≥η·max(α1·S 2bE1 α2·S 2bE2 , ......, α i ·S 2bEi )

[0238]

[0239] in,

[0240] R 2b This is the design value of the component resistance of the second non-energy-dissipating beam.

[0241] S 2b1 S 2b2 , ......, S 2bn To be with R 2b The corresponding design value of the basic combination effect of the non-seismic load for the second non-energy-dissipating beam;

[0242] S 2bE1 S 2bE2 S 2bEi To be with R 2b The design value of the basic combination effect of the seismic load for the corresponding second non-energy-dissipating beam;

[0243] The fully plastic bending capacity of the first energy-dissipating beam segment;

[0244] This represents the fully plastic bending capacity of the second energy-dissipating beam segment;

[0245] The fully plastic shear capacity of the first energy-dissipating beam segment;

[0246] This represents the fully plastic shear capacity of the second energy-dissipating beam segment.

[0247] The combined values ​​of bending moment and internal force under the basic combined effect of seismic load on the first energy-dissipating beam segment;

[0248] The combined values ​​of bending moment and internal force under the basic combined effect of seismic load on the second energy-dissipating beam segment;

[0249] The combined values ​​of shear force and internal force under the basic combination effect of seismic load on the first energy-dissipating beam segment;

[0250] The combined values ​​of shear force and internal force under the basic combined effect of seismic load on the second energy-dissipating beam segment;

[0251] γ RE This is the seismic adjustment coefficient for bearing capacity;

[0252] η is a constant amplification factor, and η is greater than 1;

[0253] n represents the total number of load effect combinations under non-seismic conditions;

[0254] i represents the total number of load effect combinations under seismic conditions.

[0255] Optionally, each of the first and second non-energy-dissipating beams includes non-energy-dissipating beam stiffeners;

[0256] Non-energy-dissipating beam stiffeners include:

[0257] The first non-energy-dissipating beam stiffening rib is provided on the web of the first non-energy-dissipating beam and is respectively connected between the flanges of the first non-energy-dissipating beam and the flanges of the second non-energy-dissipating beam.

[0258] The second non-energy-dissipating beam stiffener is provided on the web of the first non-energy-dissipating beam and is respectively connected between the flange of the second non-energy-dissipating beam and the flange of the third non-energy-dissipating beam.

[0259] The third non-energy-dissipating beam stiffener is provided on the web of the first non-energy-dissipating beam and is respectively connected between the flanges of the third non-energy-dissipating beam and the flanges of the fourth non-energy-dissipating beam.

[0260] Optionally, the first non-energy-dissipating beam stiffener, the second non-energy-dissipating beam stiffener, and the third non-energy-dissipating beam stiffener are located in the same plane.

[0261] Optionally, at the connection surface between the intersection of the non-energy-dissipating beam and the transition beam, and at the connection surface between the intersection of the non-energy-dissipating beam and the non-intersection of the non-energy-dissipating beam, each connection surface is provided with a first non-energy-dissipating beam stiffening rib, a second non-energy-dissipating beam stiffening rib, and a third non-energy-dissipating beam stiffening rib located on the same plane.

[0262] Optionally, two support beams are provided, each connecting to a different frame column; or

[0263] There are four support beams, and each pair of support beams is connected to different frame columns.

[0264] Optionally, the support column satisfies:

[0265] R c ≥max(S c1S c2 , ......, S cn )

[0266] R c / γ RE ≥η·max(α1·S cE1 α2·S cE2 , ......, α i ·S cEi )

[0267]

[0268] in,

[0269] R c This refers to the design value of the structural resistance of the supporting column.

[0270] S c1 S c2 , ......, S cn To be with R c The corresponding design values ​​of the basic combination effect of non-seismic loads on the supporting columns;

[0271] S cE1 S cE2 , ......, S cEi To be with R c The design values ​​of the basic combination effect of the seismic load on the corresponding support column;

[0272] The fully plastic bending capacity of the first energy-dissipating beam segment;

[0273] This represents the fully plastic bending capacity of the second energy-dissipating beam segment;

[0274] The fully plastic shear capacity of the first energy-dissipating beam segment;

[0275] This represents the fully plastic shear capacity of the second energy-dissipating beam segment.

[0276] The combined values ​​of bending moment and internal force under the basic combined effect of seismic load on the first energy-dissipating beam segment;

[0277] The combined values ​​of bending moment and internal force under the basic combined effect of seismic load on the second energy-dissipating beam segment;

[0278] The combined values ​​of shear force and internal force under the basic combination effect of seismic load on the first energy-dissipating beam segment;

[0279] The combined values ​​of shear force and internal force under the basic combined effect of seismic load on the second energy-dissipating beam segment;

[0280] γ RE This is the seismic adjustment coefficient for bearing capacity;

[0281] η is a constant amplification factor, and η is greater than 1;

[0282] n represents the total number of load effect combinations under non-seismic conditions;

[0283] i represents the total number of load effect combinations under seismic conditions.

[0284] Optionally, the eccentric support member may also include a connecting component;

[0285] The connection components include:

[0286] A first connecting assembly is installed on a first transition beam segment and a first energy-dissipating beam segment; and

[0287] The second connecting component is installed on the second transition beam segment and the second energy-dissipating beam segment;

[0288] Each of the first and second connecting assemblies includes a bolt and a mounting plate.

[0289] Optionally, the first connecting component satisfies:

[0290]

[0291]

[0292]

[0293] in,

[0294] The design values ​​of bending moment resistance and shear force resistance are for the bolted connection joint between the first energy-dissipating beam segment and the first transition beam segment.

[0295] The bearing capacity of any bolt at the bolted connection node between the first energy-dissipating beam segment and the first transition beam segment;

[0296] When the fully plastic flexural bearing capacity of the first energy-dissipating beam segment is used to replace the design value of the load combination effect bending moment at the joint, the load effect force of any bolt at the bolt connection joint between the first energy-dissipating beam segment and the first transition beam segment is calculated.

[0297] The fully plastic bending capacity of the first energy-dissipating beam segment;

[0298] The fully plastic shear capacity of the first energy-dissipating beam segment;

[0299] η is a constant amplification factor, and η is greater than 1.

[0300] Optionally, the second connecting component satisfies:

[0301]

[0302]

[0303]

[0304] in,

[0305] The design values ​​of bending moment resistance and shear force resistance are for the bolted connection joint between the second energy-dissipating beam segment and the second transition beam segment.

[0306] The bearing capacity of any bolt at the bolted connection node between the second energy-dissipating beam segment and the second transition beam segment;

[0307] The load effect force of any bolt at the bolted connection node between the second energy dissipation beam segment and the second transition beam segment when the fully plastic flexural bearing capacity of the second energy beam segment is used to replace the design value of the load combination effect bending moment at the node;

[0308] This represents the fully plastic bending capacity of the second energy-dissipating beam segment;

[0309] This represents the fully plastic shear capacity of the second energy-dissipating beam segment.

[0310] η is a constant amplification factor, and η is greater than 1.

[0311] This invention defines the specific structure of the first and second energy-dissipating beam segments and their spatial arrangement. A through space is formed between the first and second energy-dissipating beam segments, providing space for the arrangement of cables and water pipes, increasing the utilization rate of building space, and saving building structural headroom. At the same time, the energy dissipation capacity of the double-beam structure formed by the first and second energy-dissipating beam segments is higher than that of a single beam. Attached Figure Description

[0312] Figure 1 This is a schematic diagram of one embodiment of the eccentric support member in this invention.

[0313] Figure 2 yes Figure 1 A cross-sectional schematic diagram of AA.

[0314] Figure 3 yes Figure 1 A cross-sectional view of BB.

[0315] Figure 4 yes Figure 1 A cross-sectional view of CC.

[0316] Figure 5 yes Figure 1 A cross-sectional schematic diagram of DD.

[0317] Figure 6 yes Figure 1 A cross-sectional schematic diagram of the EE.

[0318] Reference numerals: 1000 - Eccentric support member;

[0319] 100 - Eccentrically supported energy-dissipating beam, 110 - First energy-dissipating beam segment, 111 - First energy-dissipating beam flange, 112 - First energy-dissipating beam web, 113 - Second energy-dissipating beam flange, 120 - Second energy-dissipating beam segment, 121 - Third energy-dissipating beam flange, 122 - Second energy-dissipating beam web, 123 - Fourth energy-dissipating beam flange, 130 - Energy-dissipating beam stiffening rib;

[0320] 200-Transition beam, 200a-First transition beam, 200b-Second transition beam, 210-First transition beam segment, 211-First transition beam flange, 212-First transition beam web, 213-Second transition beam flange, 220-Second transition beam segment, 221-Third transition beam flange, 222-Second transition beam web, 223-Fourth transition beam flange;

[0321] 300 - Non-energy-dissipating beam, 300a - First non-energy-dissipating beam, 300b - Second non-energy-dissipating beam, 300α - Intersecting section of non-energy-dissipating beam, 300β - Non-intersecting section of non-energy-dissipating beam, 301 - Flange of first non-energy-dissipating beam, 302 - Web of first non-energy-dissipating beam, 303 - Flange of second non-energy-dissipating beam, 304 - Flange of third non-energy-dissipating beam, 305 - Flange of fourth non-energy-dissipating beam, 306 - Stiffening rib of non-energy-dissipating beam, 306a - Stiffening rib of first non-energy-dissipating beam, 306b - Stiffening rib of second non-energy-dissipating beam, 306c - Stiffening rib of third non-energy-dissipating beam;

[0322] 400 - Support beam;

[0323] 500 - Connecting assembly, 510 - First connecting assembly, 511 - First bolt, 512 - First mounting plate, 520 - Second connecting assembly, 521 - Second bolt, 522 - Second mounting plate. Detailed Implementation

[0324] 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.

[0325] The eccentrically supported energy-dissipating beam 100 according to an embodiment of the present invention is described below with reference to the accompanying drawings. Figure 1 , Figure 2 and Figure 5 As shown, the eccentrically supported energy-dissipating beam 100 according to an embodiment of the present invention includes a first energy-dissipating beam segment 110 and a second energy-dissipating beam segment 120. The first energy-dissipating beam segment 110 includes a first energy-dissipating beam web 112, a first energy-dissipating beam flange 111, and a second energy-dissipating beam flange 113; the second energy-dissipating beam segment 120 includes a second energy-dissipating beam web 122, a third energy-dissipating beam flange 121, and a fourth energy-dissipating beam flange 123.

[0326] Specifically, the eccentrically supported energy-dissipating beam 100 consists of a first energy-dissipating beam segment 110 and a second energy-dissipating beam segment 120 arranged in a spaced-overlapping manner. The first energy-dissipating beam segment 110 and the second energy-dissipating beam segment 120 have an I-shaped cross-section (e.g., ...). Figure 2 As shown in the figure), the two are spaced apart along the first direction, wherein the first energy-dissipating beam segment 110 and the second energy-dissipating beam segment 120 are mirror images of each other in the second direction and their mirror surfaces are located in the same plane. That is to say, as shown in the figure Figure 1 As shown, the first energy-dissipating beam segment 110 and the second energy-dissipating beam segment 120 are spaced apart vertically, forming a through space between them. This space facilitates the arrangement of cables and water pipes (i.e., cables and water pipes can pass through this space, avoiding the occupation of excess building space when arranging cables and water pipes), while also ensuring that the eccentrically supported energy-dissipating beam 100 has good energy dissipation capacity. However, in related technologies, for eccentrically supported energy-dissipating beams with only a single beam, it is necessary to consider how cables and water pipes can bypass the single beam during the arrangement process. At the same time, the energy dissipation capacity of a single beam is not as strong as that of a double beam. It can be understood that the spaced and overlapping eccentrically supported energy-dissipating beam 100 can provide space for the arrangement of cables and water pipes, increase the utilization rate of building space, save building structural headroom, and also have good energy dissipation capacity.

[0327] Furthermore, the first energy-dissipating beam segment 110 and the second energy-dissipating beam segment 120 are mirror images of each other in the second direction, and their mirror surfaces lie in the same plane. It should be noted that, in the attached... Figure 1In this structure, the first energy-dissipating beam segment 110 is a mirror-symmetric structure in the left-right direction (i.e., the second direction), and the second energy-dissipating beam segment 120 is also a mirror-symmetric structure in the left-right direction (i.e., the second direction), with the mirror surfaces of the first energy-dissipating beam segment 110 and the second energy-dissipating beam segment 120 located in the same plane. The arrangement of the first energy-dissipating beam segment 110 and the second energy-dissipating beam segment 120 ensures that the first energy-dissipating beam segment 110 and the second energy-dissipating beam segment 120 are subjected to uniform stress, thereby ensuring that both can dissipate energy simultaneously.

[0328] In summary, this invention defines the specific structure of the first energy-dissipating beam segment 110 and the second energy-dissipating beam segment 120, as well as their spatial arrangement. A through space is formed between the first energy-dissipating beam segment 110 and the second energy-dissipating beam segment 120, providing space for the arrangement of cables and water pipes, increasing the utilization rate of building space, and saving building structural headroom. At the same time, the double-beam structure formed by the first energy-dissipating beam segment 110 and the second energy-dissipating beam segment 120 has a stronger energy dissipation capacity than a single beam.

[0329] The structure of the eccentrically supported energy-dissipating beam 100 is described in detail below with reference to the attached drawings. For example... Figure 1 , Figure 2 and Figure 5 As shown.

[0330] Both the first energy-dissipating beam segment 110 and the second energy-dissipating beam segment 120 have an I-shaped cross-section. The web 112 of the first energy-dissipating beam extends orthogonally to a second direction along a first direction. The flange 111 of the first energy-dissipating beam is connected to one end of the web 112 in the first direction, and the flange 113 of the second energy-dissipating beam is connected to the other end of the web 112 in the first direction. The web 122 of the second energy-dissipating beam extends along the second direction. The flange 121 of the third energy-dissipating beam is connected to one end of the web 122 in the first direction, and the flange 123 of the fourth energy-dissipating beam is connected to the other end of the web 122 in the first direction. Specifically, as shown in the attached figure... Figure 1As shown, the first energy-dissipating beam web 112 and the second energy-dissipating beam web 122 are vertically arranged flat plates, and the first energy-dissipating beam flanges 111, 113, 121, and 123 are horizontally arranged flat plates. Regarding the first energy-dissipating beam segment 110, the first energy-dissipating beam flanges 111 and 113 are connected vertically to both ends of the first energy-dissipating beam web 112, thus forming an I-shaped structure. Regarding the second energy-dissipating beam segment 120, the third energy-dissipating beam flanges 121 and 123 are connected vertically to both ends of the second energy-dissipating beam web 122, thus forming an I-shaped structure. It should be noted that the first energy-dissipating beam web 112 and the second energy-dissipating beam web 122 are parallel to each other and lie in the same plane, and the first energy-dissipating beam flanges 111, 113, 121, and 123 are parallel to each other. That is, the distance between the first energy-dissipating beam segment 110 and the second energy-dissipating beam segment 120 is the same, and the first energy-dissipating beam segment 110 and the second energy-dissipating beam segment 120 are parallel in the vertical direction.

[0331] Furthermore, the first energy-dissipating beam web 112, the first energy-dissipating beam flange 111, and the second energy-dissipating beam flange 113 are welded together to form the first energy-dissipating beam segment 110. Each of these components is a separate flat plate, not spliced ​​together. Similarly, the second energy-dissipating beam segment 120 is also welded together, and each of these components is a separate flat plate, not spliced ​​together. In some embodiments, when the first energy-dissipating beam web 112 and the second energy-dissipating beam web 122 undergo shear plastic deformation strengthening and the shear bearing capacity reaches μ times the fully plastic shear bearing capacity, the first energy-dissipating beam flanges 111 and 112, as well as the third energy-dissipating beam flanges 121 and 123, reach the fully plastic bending bearing capacity, where μ is a constant ranging from 1.1 to 1.25.

[0332] Specifically, in their research on shear-yielding energy-dissipating beams, the inventors discovered that if only the web of the beam undergoes shear plastic deformation while the flanges do not, the energy-dissipating capacity of the beam will be insufficient. Simultaneously, if both the flanges and web of the beam undergo plastic deformation, the structural stiffness of the beam will decrease too rapidly, leading to an excessively rapid increase in deformation and further amplifying the impact of earthquakes.

[0333] For shear-yielding energy-dissipating beams, the energy dissipation sequence of the eccentrically supported energy-dissipating beam 100 of the present invention is strictly limited. That is, the web of the eccentrically supported energy-dissipating beam 100 (the first energy-dissipating beam web 112 and the second energy-dissipating beam web 122) is limited to undergo shear yielding plastic deformation first, and the flanges of the eccentrically supported energy-dissipating beam 100 (the first energy-dissipating beam flange 111, the second energy-dissipating beam flange 112, the third energy-dissipating beam flange 121, and the fourth energy-dissipating beam flange 123) undergo plastic deformation later. This ensures that both the web and flanges of the eccentrically supported energy-dissipating beam 100 can fully utilize their energy dissipation capacity, while also preventing the flanges and web of the eccentrically supported energy-dissipating beam 100 from undergoing plastic deformation simultaneously. This prevents the structural stiffness of the eccentrically supported energy-dissipating beam 100 from decreasing too rapidly, thereby preventing the deformation of the eccentrically supported energy-dissipating beam 100 from increasing too quickly.

[0334] Furthermore, for shear-yielding energy-dissipating beams, how to strictly limit the energy dissipation sequence of the eccentrically supported energy-dissipating beam 100? By designing the internal forces of the first energy-dissipating beam web 112 and the second energy-dissipating beam web 122, when the first energy-dissipating beam web 112 and the second energy-dissipating beam web 122 undergo shear plastic deformation strengthening, it is ensured that the shear bearing capacity of the first energy-dissipating beam web 112 and the second energy-dissipating beam web 122 reaches μ times the fully plastic shear bearing capacity, and that the first energy-dissipating beam flange 111 and the second energy-dissipating beam flange 112, as well as the third energy-dissipating beam flange 121 and the fourth energy-dissipating beam flange 123, reach the fully plastic bending bearing capacity. When the internal force design of the first energy-dissipating beam segment 110 and the second energy-dissipating beam segment 120 of the eccentrically supported energy-dissipating beam 100 meets the above requirements, it can ensure that the web and flange of the eccentrically supported energy-dissipating beam 100 can fully exert their energy-dissipating capacity, and can also prevent the flange and web of the eccentrically supported energy-dissipating beam 100 from undergoing plastic deformation at the same time.

[0335] In some embodiments, based on the condition that the first energy-dissipating beam flange 111 and the second energy-dissipating beam flange 113 reach the full plastic bending capacity when the first energy-dissipating beam web 112 undergoes shear plastic deformation strengthening and the shear bearing capacity reaches μ times the full plastic shear bearing capacity, the first energy-dissipating beam flange 111 and the second energy-dissipating beam flange 113 satisfy the following:

[0336] b1=[(0.29·μ·l1-0.25·h1)·h1·t w1 ] / [t f1 ·(h1+t f1 )]

[0337] in,

[0338] b1 is the dimension of the first energy-dissipating beam flange 111 and the second energy-dissipating beam flange 113 in the third direction of the first energy-dissipating beam segment 110, that is, the width;

[0339] t f1The dimensions of the first energy-dissipating beam flange 111 and the second energy-dissipating beam flange 113 in the first energy-dissipating beam segment 110 in the first direction are, i.e., their thicknesses.

[0340] t w1 The first energy-dissipating beam web 112 of the first energy-dissipating beam segment 110 has a third dimension in the third direction, namely, its thickness;

[0341] h1 is the dimension of the first energy-dissipating beam web 112 of the first energy-dissipating beam segment 110 in the first direction, that is, the height;

[0342] l1 is the dimension of the first energy-dissipating beam segment 110 in the second direction, that is, its length;

[0343] μ is a constant with a value range of 1.1 to 1.25.

[0344] Specifically, under the condition of strictly limiting the energy dissipation sequence of the first energy-dissipating beam segment 110, when the fully plastic flexural bearing capacity of the first energy-dissipating beam flange 111 and the second energy-dissipating beam flange 113 is close to the load effect bending moment under the combination of frequent earthquakes, the internal force design value of the first energy-dissipating beam segment 110 is minimized, that is, the steel consumption of the first energy-dissipating beam segment 110 is also minimized. In other words, when the first energy-dissipating beam flange 111 and the second energy-dissipating beam flange 113 satisfy b1=[(0.29·μ·l1-0.25·h1)·h1·t w1 ] / [t f1 ·(h1+t f1 When reducing the width of the first energy dissipation beam flange 111 and the second energy dissipation beam flange 113, the fully plastic bending bearing capacity of the first energy dissipation beam flange 111 and the second energy dissipation beam flange 113 is increased to meet the load effect bending moment under earthquake combination, and the amount of steel used in the first energy dissipation beam segment 110 can also be reduced.

[0345] In some embodiments, based on the condition that the first energy-dissipating beam flange 111 and the second energy-dissipating beam flange 112 reach the full plastic bending capacity when the first energy-dissipating beam web 112 undergoes shear plastic deformation strengthening and the shear bearing capacity reaches μ times the full plastic shear bearing capacity, the first energy-dissipating beam segment satisfies:

[0346]

[0347] in,

[0348] M 1 The design value of the bending moment resistance of the first energy-dissipating beam segment 110;

[0349] The fully plastic shear bearing capacity of the first energy-dissipating beam segment 110;

[0350] l1 is the dimension of the first energy-dissipating beam segment 110 in the second direction, that is, its length.

[0351] Specifically, in order to achieve the goal of shear plastic deformation strengthening of the first energy-dissipating beam web 112 and shear bearing capacity reaching μ times the fully plastic shear bearing capacity, the first energy-dissipating beam flange 111 and the second energy-dissipating beam flange 113 must reach the fully plastic bending bearing capacity. This requires that the design value of the bending moment resistance of twice the first energy-dissipating beam segment 110 must be greater than or equal to the product of the fully plastic shear bearing capacity of the first energy-dissipating beam segment 110 and the length of the first energy-dissipating beam segment 110. In other words, when the first energy-dissipating beam segment 110 meets this requirement, it can prevent the first energy-dissipating beam flange 111 and the second energy-dissipating beam flange 113 from undergoing yield deformation before the first energy-dissipating beam web 112 reaches the fully plastic shear bearing capacity.

[0352] In some embodiments, based on the condition that the third energy dissipation beam flange 121 and the fourth energy dissipation beam flange 123 reach the fully plastic bending capacity when the second energy dissipation beam web 122 undergoes shear plastic deformation strengthening and the shear bearing capacity reaches μ times the fully plastic shear bearing capacity, the third energy dissipation beam flange 121 and the fourth energy dissipation beam flange 123 satisfy the following:

[0353] b2=[(0.29·μ·l2-0.25·h2)·h2·t w2 ] / [t f2 ·(h2+t f2 )]

[0354] in,

[0355] b2 is the dimension of the third energy-dissipating beam flange 121 and the fourth energy-dissipating beam flange 123 in the third direction of the second energy-dissipating beam segment 120, that is, the width;

[0356] t f2 The third energy-dissipating beam flange 121 and the fourth energy-dissipating beam flange 123 of the second energy-dissipating beam segment 120 are the dimensions, i.e., the thicknesses, in the first direction.

[0357] t w2 The dimension of the web 122 of the second energy-dissipating beam in the third direction is the thickness;

[0358] h2 is the dimension of the web 122 of the second energy-dissipating beam in the first direction, i.e., the height;

[0359] l2 is the dimension of the second energy-dissipating beam segment 120 in the second direction, that is, its length;

[0360] μ is a constant with a value range of 1.1 to 1.25.

[0361] Specifically, under the condition of strictly limiting the energy dissipation sequence of the second energy-dissipating beam segment 120, when the fully plastic flexural bearing capacity of the third energy-dissipating beam flange 121 and the fourth energy-dissipating beam flange 123 is close to the load effect bending moment under the combination of frequent earthquakes, the internal force design value of the second energy-dissipating beam segment 120 is minimized, that is, the steel consumption of the second energy-dissipating beam segment 120 is also minimized. In other words, when the third energy-dissipating beam flange 121 and the fourth energy-dissipating beam flange 123 satisfy b2=[(0.29·μ·l2-0.25·h2)·h2·t w2 ] / [t f2 ·(h2+t f2 When reducing the width of the third energy dissipation beam flange 121 and the fourth energy dissipation beam flange 123, the fully plastic bending bearing capacity of the third energy dissipation beam flange 121 and the fourth energy dissipation beam flange 123 is increased to meet the load effect bending moment under combined earthquake conditions. At the same time, the amount of steel used in the second energy dissipation beam segment 120 can also be reduced.

[0362] It should be noted that the widths of the third energy-dissipating beam flange 121 and the fourth energy-dissipating beam flange 123 may be different from or the same as the widths of the first energy-dissipating beam flange 111 and the second energy-dissipating beam flange 113.

[0363] In some embodiments, based on the condition that the third energy-dissipating beam flange 121 and the fourth energy-dissipating beam flange 123 reach the fully plastic bending capacity when the second energy-dissipating beam web 122 undergoes shear plastic deformation strengthening and the shear bearing capacity reaches μ times the fully plastic shear bearing capacity, the second energy-dissipating beam segment satisfies:

[0364]

[0365] in,

[0366] M 2 The design value of the bending moment resistance of the second energy-dissipating beam segment 120;

[0367] The fully plastic shear bearing capacity of the second energy-dissipating beam segment 120;

[0368] l2 is the dimension of the second energy-dissipating beam segment 120 in the second direction, that is, its length.

[0369] Specifically, in order to achieve shear plastic deformation strengthening of the second energy-dissipating beam web 122 and a shear bearing capacity reaching μ times the fully plastic shear bearing capacity, the third energy-dissipating beam flange 121 and the fourth energy-dissipating beam flange 123 must reach the fully plastic bending bearing capacity. This requires that the design value of the bending moment resistance of twice the second energy-dissipating beam segment 122 must be greater than or equal to the product of the fully plastic shear bearing capacity of the second energy-dissipating beam segment 122 and the length of the second energy-dissipating beam segment 122. When the second energy-dissipating beam segment 122 meets this requirement, it can prevent the third energy-dissipating beam flange 121 and the fourth energy-dissipating beam flange 123 from yielding before the second energy-dissipating beam web 122 has reached the fully plastic shear bearing capacity.

[0370] In some embodiments, when the first energy-dissipating beam flange 111, the second energy-dissipating beam flange 113, the third energy-dissipating beam flange 121, and the fourth energy-dissipating beam flange 123 undergo plastic deformation strengthening and their flexural bearing capacity reaches μ times the fully plastic flexural bearing capacity, the first energy-dissipating beam web 112 and the second energy-dissipating beam web 122 reach the fully plastic shear bearing capacity. Here, μ is a constant ranging from 1.1 to 1.25.

[0371] Specifically, in their research on bending yielding type energy-dissipating beams, the inventors discovered that if only the flanges of the energy-dissipating beam undergo plastic deformation while the web does not, the beam's energy-dissipating capacity will be insufficient. Conversely, if both the flanges and web of the energy-dissipating beam undergo plastic deformation simultaneously, the structural stiffness of the beam will decrease too rapidly, leading to an excessively rapid increase in deformation and further amplifying the impact of earthquakes.

[0372] For bending yielding type energy dissipation beams, the energy dissipation sequence of the eccentrically supported energy dissipation beam 100 of the present invention is strictly limited. That is, the flanges (first energy dissipation beam flange 111, second energy dissipation beam flange 113, third energy dissipation beam flange 121, and fourth energy dissipation beam flange 123) of the eccentrically supported energy dissipation beam 100 are limited to undergo plastic deformation first, and the web (first energy dissipation beam web 112 and second energy dissipation beam web 122) of the eccentrically supported energy dissipation beam 100 undergoes shear yielding plastic deformation later. This ensures that both the web and flanges of the eccentrically supported energy dissipation beam 100 can fully exert their energy dissipation capacity, while avoiding simultaneous plastic deformation of the flanges and web of the eccentrically supported energy dissipation beam 100. This prevents the structural stiffness of the eccentrically supported energy dissipation beam 100 from decreasing too quickly, and further avoids the deformation of the eccentrically supported energy dissipation beam 100 from increasing too rapidly.

[0373] Furthermore, for bending yielding energy-dissipating beams, how to strictly limit the energy dissipation sequence of the eccentrically supported energy-dissipating beam 100? By designing the internal forces of the first energy-dissipating beam flange 111, the second energy-dissipating beam flange 113, the third energy-dissipating beam flange 121, and the fourth energy-dissipating beam flange 123, during the plastic deformation strengthening process, it is ensured that the bending bearing capacity of the first energy-dissipating beam flange 111, the second energy-dissipating beam flange 113, the third energy-dissipating beam flange 121, and the fourth energy-dissipating beam flange 123 reaches μ times the fully plastic bending bearing capacity, and that the first energy-dissipating beam web 112 and the second energy-dissipating beam web 122 reach the fully plastic shear bearing capacity. When the internal force design of the first energy-dissipating beam segment 110 and the second energy-dissipating beam segment 120 of the eccentrically supported energy-dissipating beam 100 meets the above requirements, it can ensure that the web and flange of the eccentrically supported energy-dissipating beam 100 can fully exert their energy-dissipating capacity, and can also prevent the flange and web of the eccentrically supported energy-dissipating beam 100 from undergoing plastic deformation at the same time.

[0374] In some embodiments, based on the condition that the first energy-dissipating beam web 112 reaches the fully plastic shear capacity when the first energy-dissipating beam flange 111 and the second energy-dissipating beam flange 113 undergo plastic deformation strengthening and the flexural bearing capacity reaches μ times the fully plastic flexural bearing capacity, the first energy-dissipating beam web 112 satisfies:

[0375]

[0376] in,

[0377] b1 is the dimension of the first energy-dissipating beam flange 111 and the second energy-dissipating beam flange 113 in the third direction of the first energy-dissipating beam segment 110, that is, the width;

[0378] t f1 The dimensions of the first energy-dissipating beam flange 111 and the second energy-dissipating beam flange 113 in the first energy-dissipating beam segment 110 in the first direction are, i.e., their thicknesses.

[0379] t w1 The first energy-dissipating beam web 112 of the first energy-dissipating beam segment 110 has a third dimension in the third direction, namely, its thickness;

[0380] h1 is the dimension of the first energy-dissipating beam web 112 of the first energy-dissipating beam segment 110 in the first direction, that is, the height;

[0381] l1 is the dimension of the first energy-dissipating beam segment 110 in the second direction, that is, its length;

[0382] μ is a constant with a value range of 1.1 to 1.25.

[0383] Specifically, under the condition of strictly limiting the energy dissipation sequence of the first energy-dissipating beam segment 110, when the fully plastic shear bearing capacity of the web 112 of the first energy-dissipating beam is close to the shear force of the load effect under the combination of frequent earthquakes, the design value of the internal force of the first energy-dissipating beam segment 110 is minimized, that is, the amount of steel used in the first energy-dissipating beam segment 110 is also minimized. In other words, when the web 112 of the first energy-dissipating beam satisfies... At the same time, reducing the height of the first energy dissipation beam web 112 will increase the shear force of the first energy dissipation beam web 112 under the load effect of the earthquake combination, and at the same time, it can also reduce the amount of steel used in the first energy dissipation beam segment 110.

[0384] In some embodiments, based on the condition that the first energy-dissipating beam web 112 reaches the fully plastic shear capacity when the first energy-dissipating beam flange 111 and the second energy-dissipating beam flange 113 undergo plastic deformation strengthening and the flexural bearing capacity reaches μ times the fully plastic flexural bearing capacity, the first energy-dissipating beam segment 110 satisfies:

[0385]

[0386] in,

[0387] V 1 The design value of the shear resistance of the first energy-dissipating beam segment 110;

[0388] The fully plastic bending bearing capacity of the first energy-dissipating beam segment 110;

[0389] l1 is the dimension of the first energy-dissipating beam segment 110 in the second direction, that is, its length.

[0390] Specifically, to achieve plastic deformation strengthening of the first energy-dissipating beam flange 111 and the second energy-dissipating beam flange 113, and to ensure that the flexural bearing capacity reaches μ times the fully plastic flexural bearing capacity, the web 112 of the first energy-dissipating beam must reach the fully plastic shear bearing capacity. This requires that the design value of the shear resistance of the first energy-dissipating beam segment 110 must be greater than or equal to twice the ratio of the fully plastic flexural bearing capacity of the first energy-dissipating beam segment 110 to the length of the first energy-dissipating beam segment 110. When the first energy-dissipating beam segment 110 meets this requirement, it can prevent the web 112 of the first energy-dissipating beam from yielding before the first energy-dissipating beam flanges 111 and 113 have reached the fully plastic flexural bearing capacity.

[0391] In some embodiments, based on the condition that the web of the second energy-dissipating beam reaches the fully plastic shear capacity when plastic deformation strengthening occurs in the third energy-dissipating beam flange 121 and the fourth energy-dissipating beam flange 123 and the flexural bearing capacity reaches μ times the fully plastic flexural bearing capacity, the web of the second energy-dissipating beam 122 satisfies:

[0392]

[0393] in,

[0394] b2 is the dimension of the third energy-dissipating beam flange 121 and the fourth energy-dissipating beam flange 123 in the third direction of the second energy-dissipating beam segment 120, that is, the width;

[0395] t f2 The third energy-dissipating beam flange 121 and the fourth energy-dissipating beam flange 123 of the second energy-dissipating beam segment 120 are the dimensions, i.e., the thicknesses, in the first direction.

[0396] t w2 The dimension of the web 122 of the second energy-dissipating beam in the third direction is the thickness;

[0397] h2 is the dimension of the web 122 of the second energy-dissipating beam in the first direction, i.e., the height;

[0398] l2 is the dimension of the second energy-dissipating beam segment 120 in the second direction, that is, its length;

[0399] μ is a constant with a value range of 1.1 to 1.25.

[0400] Specifically, under the condition of strictly limiting the energy dissipation sequence of the second energy-dissipating beam segment 120, when the fully plastic shear bearing capacity of the web 122 of the second energy-dissipating beam is close to the shear force of the load effect under the combination of frequent earthquakes, the design value of the internal force of the second energy-dissipating beam segment 120 is minimized, that is, the amount of steel used in the second energy-dissipating beam segment 120 is also minimized. In other words, when the web 122 of the second energy-dissipating beam satisfies... At the same time, reducing the height of the web 122 of the second energy dissipation beam will increase the shear capacity of the web 122 of the second energy dissipation beam under the load effect of earthquake combination, and at the same time reduce the amount of steel used in the second energy dissipation beam segment 120.

[0401] It should be noted that the height of the web 122 of the second energy-dissipating beam can be different from or the same as the height of the web 112 of the first energy-dissipating beam.

[0402] In some embodiments, based on the condition that the web 122 of the second energy-dissipating beam reaches the fully plastic shear capacity when plastic deformation strengthening occurs in the third energy-dissipating beam flange 121 and the fourth energy-dissipating beam flange 123 and the flexural bearing capacity reaches μ times the fully plastic flexural bearing capacity, the second energy-dissipating beam segment 120 satisfies:

[0403]

[0404] in,

[0405] V 2 The design value of the shear resistance of the second energy-dissipating beam segment 120;

[0406] The fully plastic bending capacity of the second energy-dissipating beam segment 120;

[0407] l2 is the dimension of the second energy-dissipating beam segment 120 in the second direction, that is, its length.

[0408] Specifically, to ensure that the third and fourth energy-dissipating beam flanges 121 and 123 undergo plastic deformation strengthening and achieve a flexural capacity that is μ times the fully plastic flexural capacity, the web 122 of the second energy-dissipating beam must reach its fully plastic shear capacity. This requires that the design shear resistance value of the second energy-dissipating beam segment 120 be greater than or equal to twice the ratio of its fully plastic flexural capacity to its length. When the second energy-dissipating beam segment 120 meets this requirement, it prevents the web 122 from yielding before the third and fourth energy-dissipating beam flanges 121 and 123 have reached their fully plastic flexural capacity.

[0409] In some embodiments, the first energy-dissipating beam segment 110 satisfies:

[0410]

[0411]

[0412] in,

[0413] This is the design resistance value for the first energy-dissipating beam segment 110;

[0414] To and The corresponding design value of the basic combination effect of the non-seismic load for the first energy-dissipating beam segment 110;

[0415] To and The design value of the basic combination effect of the seismic load for the first energy-dissipating beam segment 110;

[0416] n represents the total number of load effect combinations under non-seismic conditions;

[0417] i represents the total number of load effect combinations under seismic conditions;

[0418] γ RE This is the seismic adjustment coefficient for bearing capacity;

[0419] η is a constant amplification factor, and η is greater than 1.

[0420] Specifically, in designing the first energy-dissipating beam segment 110, it is necessary to consider not only the design values ​​of the basic combination effects of the building's non-seismic loads but also the design values ​​of the basic combination effects of the seismic loads. When the first energy-dissipating beam segment 110 satisfies: This makes the structure of the first energy-dissipating beam segment 110 more stable, and at the same time, the first energy-dissipating beam segment 110 has a better energy dissipation effect in both non-seismic and seismic working conditions.

[0421] The constant η is amplification factor greater than 1.0, and its value is related to the seismic resistance level of the structure. For details, please refer to the current "Code for Seismic Design of Buildings" (GB 50011). For example: ≥1.3 for seismic resistance level 1; ≥1.2 for seismic resistance level 2; and ≥1.1 for seismic resistance level 3.

[0422] In some embodiments, the second energy-dissipating beam segment 120 satisfies:

[0423]

[0424]

[0425] in,

[0426] This is the design resistance value for the second energy-dissipating beam segment 120.

[0427] To and The corresponding design value of the basic combination effect of the non-seismic load on the second energy-dissipating beam segment 120;

[0428] To and The design value of the basic combination effect of the seismic load for the corresponding second energy-dissipating beam segment 120;

[0429] n represents the total number of load effect combinations under non-seismic conditions;

[0430] i represents the total number of load effect combinations under seismic conditions;

[0431] γ RE This is the seismic adjustment coefficient for bearing capacity;

[0432] η is a constant amplification factor, and η is greater than 1.

[0433] Specifically, in designing the second energy-dissipating beam segment 120, it is necessary to consider not only the design values ​​of the basic combination effects of the building's non-seismic loads but also the design values ​​of the basic combination effects of the seismic loads. The second energy-dissipating beam segment 120 must satisfy the following: This makes the structure of the second energy-dissipating beam segment 120 more stable, and at the same time, the second energy-dissipating beam segment 120 has a better energy dissipation effect in both non-seismic and seismic conditions.

[0434] In some embodiments, such as Figure 1and Figure 5 As shown, the eccentrically supported energy-dissipating beam 100 provided by the present invention also includes energy-dissipating beam stiffening ribs 130, which are respectively disposed on the first energy-dissipating beam web 112 and the second energy-dissipating beam web 122 and respectively connected between the first energy-dissipating beam flange 111 and the second energy-dissipating beam flange 113 and between the third energy-dissipating beam flange 121 and the fourth energy-dissipating beam flange 123.

[0435] Specifically, the energy-dissipating beam stiffener 130 is a vertical flat plate. On the first energy-dissipating beam segment 110, the energy-dissipating beam stiffener 130 is orthogonal to the web 112, the flange 111, and the flange 113 of the first energy-dissipating beam, and is connected to each other by welding. This energy-dissipating beam stiffener 130 can further increase the support strength of the first energy-dissipating beam segment 110, making the structure of the first energy-dissipating beam segment 110 more stable. Meanwhile, the connection method and the effect achieved by the energy-dissipating beam stiffener 130 in the second energy-dissipating beam segment 120 are the same as those in the first energy-dissipating beam segment 110, and will not be elaborated further here.

[0436] In some embodiments, the energy-dissipating beam stiffeners 130 are provided with a plurality of stiffeners, which are arranged at intervals along the second direction. Specifically, as shown in the figure Figure 1 As shown, multiple energy-dissipating beam stiffeners 130 are arranged at intervals on the second energy-dissipating beam segment 120 and the first energy-dissipating beam segment 110, which can uniformly enhance the structural strength of the entire beam segment of the second energy-dissipating beam segment 120 and the first energy-dissipating beam segment 110, making the overall structure of the second energy-dissipating beam segment 120 and the first energy-dissipating beam segment 110 more stable, and ensuring that the overall structure of the second energy-dissipating beam segment 120 and the first energy-dissipating beam segment 110 have better support and energy dissipation capabilities.

[0437] An eccentric support member 1000 according to another embodiment of the present invention will now be described with reference to the accompanying drawings. Figures 1 to 6 As shown, the eccentric support member 1000 according to an embodiment of the present invention includes: the aforementioned eccentric support energy-dissipating beam 100, a frame column (not shown in the figure), a transition beam 200, a non-energy-dissipating beam 300, and a support beam 400.

[0438] The frame columns include a first frame column and a second frame column extending along a first direction; the transition beam 200 includes a first transition beam 200a and a second transition beam 200b extending along a second direction, the first transition beam 200a and the second transition beam 200b being respectively connected to both ends of the eccentrically supported energy-dissipating beam 100 in the second direction; the non-energy-dissipating beam 300 includes a first non-energy-dissipating beam 300a and a second non-energy-dissipating beam 300b extending along a second direction, the first non-energy-dissipating beam 300a and the second non-energy-dissipating beam 300b being respectively connected to both ends of the eccentrically supported energy-dissipating beam 100 in the second direction. On the first transition beam 200a and the second transition beam 200b, and away from the eccentrically supported energy-dissipating beam 100, one end of the non-energy-dissipating beam intersection segment 300α is connected to the transition beam 200 in the second direction; one end of the non-intersection segment 300β of the non-energy-dissipating beam is connected to the other end of the non-energy-dissipating beam intersection segment 300α in the second direction, and the other end is connected to the frame column; the support beam 400 is inclined, and one end of the support beam 400 is connected to the non-energy-dissipating beam intersection segment 300α in the first direction, and the other end is connected to the frame column in the second direction.

[0439] Specifically, such as Figure 1 As shown, in the eccentrically supported member 1000, the left and right ends of the eccentrically supported energy-dissipating beam 100 are sequentially connected to the transition beam 200, the non-energy-dissipating beam 300, and the frame column, wherein the support beam 400 is connected to the non-energy-dissipating beam 300. That is, the left end of the eccentrically supported energy-dissipating beam 100 is sequentially connected to the first transition beam 200a, the first non-energy-dissipating beam 300a, and the first frame column; and the right end of the eccentrically supported energy-dissipating beam 100 is sequentially connected to the second transition beam 200b, the second non-energy-dissipating beam 300b, and the second frame column. It should be noted that, as... Figure 1 Both the first non-energy-dissipating beam 300a and the second non-energy-dissipating beam 300b include an intersecting segment 300α and a non-intersecting segment 300β. For the first non-energy-dissipating beam 300a, the right end of the intersecting segment 300α connects to the first transition beam 200a, its left end connects to the non-intersecting segment 300β, and its lower end connects to the support beam 400. Meanwhile, the connection method of the intersecting segment 300α in the second non-energy-dissipating beam 300b is the same in structure and function as that in the first non-energy-dissipating beam 300a, and will not be repeated here.

[0440] The structure of the eccentrically supported energy-dissipating beam 100 can have its height or width reduced, thereby decreasing the amount of steel used and the design value of its internal forces. Simultaneously, the design values ​​of the internal forces of the transition beam 200, non-energy-dissipating beam 300, support beam 400, and frame columns connected to the eccentrically supported energy-dissipating beam 100 can also be correspondingly reduced, i.e., by reducing the amount of steel used in the transition beam 200, non-energy-dissipating beam 300, support beam 400, and frame columns. In other words, the eccentrically supported member 1000 can fully utilize its energy-dissipating capacity while simultaneously reducing the overall steel consumption of the structure, thus saving on project costs.

[0441] In some embodiments, each of the first transition beam 200a and the second transition beam 200b includes a first transition beam segment 210 and a second transition beam segment 220 having an I-shaped cross-section, the first transition beam segment 210 and the second transition beam segment 220 being spaced apart along a first direction. Specifically, as Figure 1 As shown, the first transition beam segment 210 connects to the first energy-dissipating beam segment 110, and the second transition beam segment 220 connects to the second energy-dissipating beam segment 210. Furthermore, the first transition beam segment 210 and the second transition beam segment 220 are spaced apart vertically, forming a through space. The function and effect of this space are the same as those of the space formed by the eccentrically supported energy-dissipating beam 100, and will not be elaborated further here.

[0442] The first transition beam segment 210 includes a first transition beam web 212, a first transition beam flange 211, and a second transition beam flange 213. The first transition beam web 212 extends along a second direction and is connected to the first energy-dissipating beam web 112. The first transition beam flange 211 is connected to one end of the first transition beam web 212 in a first direction and to the first energy-dissipating beam flange 111 in a second direction. The second transition beam flange 213 is connected to the other end of the first energy-dissipating beam web 212 in a first direction and to the second energy-dissipating beam flange 113 in a second direction. Specifically, as shown... Figure 1The first transition beam 200a shown has a web 212 that is a vertical flat plate. The left end of the web 212 is connected to the right end of the web 112 of the first energy-dissipating beam, and both are located in the same plane. The first transition beam flange 211 and the second transition beam flange 213 are horizontal flat plates. The left end of the first transition beam flange 211 is connected to the right end of the first energy-dissipating beam flange 111, and the first transition beam flange 211 is connected vertically to the upper end of the web 212. The left end of the second transition beam flange 213 is connected to the right end of the second energy-dissipating beam flange 113, and the second transition beam flange 213 is connected vertically to the lower end of the web 212. Meanwhile, the structure and function of the second transition beam 200b are the same as those of the first transition beam 200a, and will not be described again here.

[0443] The second transition beam segment 220 includes a second transition beam web 222, a third transition beam flange 221, and a fourth transition beam flange 223. The second transition beam web 222 extends along a second direction and is connected to the second energy-dissipating beam web 122; the third transition beam flange 221 is connected to one end of the second transition beam web 222 in a first direction and to the third energy-dissipating beam flange 121 in a second direction; the fourth transition beam flange 223 is connected to the other end of the second transition beam web 222 in a first direction and to the fourth energy-dissipating beam flange 123 in a second direction. Specifically, the second transition beam segment 220 has the same structure as the first transition beam segment 210, which will not be described in detail here.

[0444] In some embodiments, the dimensions of the first transition beam flange and the second transition beam flange are equal in a third direction; and the dimensions of the third transition beam flange and the fourth transition beam flange are equal in a third direction;

[0445] In some embodiments, the dimension of each of the first transition beam flange 211, the second transition beam flange 213, the third transition beam flange 221, and the fourth transition beam flange 223 in the third direction increases uniformly in a direction away from the eccentrically supported energy-dissipating beam. Specifically, as Figure 1 As shown, the widths of the first transition beam flange 211, the second transition beam flange 213, the third transition beam flange 221, and the fourth transition beam flange 223 gradually increase from right to left. For example, in Figure 2 As shown, the flange 213 of the second transition beam gradually increases from right to left.

[0446] In some embodiments, the first transition beam segment 210 of the first transition beam 200a satisfies:

[0447]

[0448]

[0449]

[0450] in,

[0451] The component resistance design value is the first transition beam segment 210 of the first transition beam 200a.

[0452] To and The design value of the basic combination effect of the non-seismic load on the first transition beam segment 210 of the first transition beam 200a;

[0453] To and The design value of the basic combination effect of the seismic load on the first transition beam segment 210 of the first transition beam 200a;

[0454] The fully plastic bending bearing capacity of the first energy-dissipating beam segment 110;

[0455] The fully plastic bending capacity of the second energy-dissipating beam segment 120;

[0456] The fully plastic shear bearing capacity of the first energy-dissipating beam segment 110;

[0457] The fully plastic shear bearing capacity of the second energy-dissipating beam segment 120;

[0458] The combined values ​​of bending moment and internal force under the basic combination effect of seismic load on the first energy-dissipating beam segment 110 are:

[0459] The combined values ​​of bending moment and internal force under the basic combined effect of seismic load on the second energy-dissipating beam segment 120 are:

[0460] The combined values ​​of shear force and internal force under the basic combination effect of seismic load on the first energy-dissipating beam segment 110 are:

[0461] The combined values ​​of shear force and internal force under the basic combination effect of seismic load on segment 120 of the second energy-dissipating beam are given.

[0462] γ RE This is the seismic adjustment coefficient for bearing capacity;

[0463] η is a constant amplification factor, and η is greater than 1;

[0464] n represents the total number of load effect combinations under non-seismic conditions;

[0465] i represents the total number of load effect combinations under seismic conditions.

[0466] Specifically, the first transition beam segment 210 satisfies The conditions are such that the design value of the component resistance of the first transition beam segment 210 is greater than the design value of the resistance of the first energy dissipation beam segment 110. Under seismic conditions, since the design value of the component resistance of the first transition beam segment 210 is greater than the design value of the resistance of the first energy dissipation beam segment 110, the first energy dissipation beam segment 110 first dissipates energy to avoid structural damage to the first transition beam segment 210.

[0467] In some embodiments, the first transition beam segment 210 of the second transition beam 200b satisfies:

[0468]

[0469]

[0470]

[0471] in,

[0472] The component resistance design value is the first transition beam segment 210 of the second transition beam 200b.

[0473] To and The design value of the basic combination effect of the non-seismic load on the first transition beam segment 210 of the second transition beam 200b;

[0474] To and The design value of the basic combination effect of the seismic load on the first transition beam segment 210 of the corresponding second transition beam 200b;

[0475] The fully plastic bending bearing capacity of the first energy-dissipating beam segment 110;

[0476] The fully plastic bending capacity of the second energy-dissipating beam segment 120;

[0477] The fully plastic shear bearing capacity of the first energy-dissipating beam segment 110;

[0478] The fully plastic shear bearing capacity of the second energy-dissipating beam segment 120;

[0479] The combined values ​​of bending moment and internal force under the basic combination effect of seismic load on the first energy-dissipating beam segment 110 are:

[0480] The combined values ​​of bending moment and internal force under the basic combined effect of seismic load on the second energy-dissipating beam segment 120 are:

[0481] The combined values ​​of shear force and internal force under the basic combination effect of seismic load on the first energy-dissipating beam segment 110 are:

[0482] The combined values ​​of shear force and internal force under the basic combination effect of seismic load on the second energy-dissipating beam segment 120 are given.

[0483] γ RE This is the seismic adjustment coefficient for bearing capacity;

[0484] η is a constant amplification factor, and η is greater than 1;

[0485] n represents the total number of load effect combinations under non-seismic conditions;

[0486] i represents the total number of load effect combinations under seismic conditions.

[0487] Specifically, the effect of the first transition beam segment 210 of the second transition beam 200b satisfying the above conditions is the same as the effect of the first transition beam segment 210 of the first transition beam 200a, which will not be repeated here.

[0488] In some embodiments, the second transition beam segment 220 of the first transition beam 200a satisfies:

[0489]

[0490]

[0491]

[0492] in,

[0493] The component resistance design value is the second transition beam segment 220 of the first transition beam 200a.

[0494] To and The design value of the basic combination effect of the non-seismic load on the second transition beam segment 220 of the first transition beam 200a;

[0495] To and The design value of the basic combination effect of the seismic load for the second transition beam segment 220 corresponding to the first transition beam 200a;

[0496] The fully plastic bending bearing capacity of the first energy-dissipating beam segment 110;

[0497] The fully plastic bending capacity of the second energy-dissipating beam segment 120;

[0498] The fully plastic shear bearing capacity of the first energy-dissipating beam segment 110;

[0499] The fully plastic shear bearing capacity of the second energy-dissipating beam segment 120;

[0500] The combined values ​​of bending moment and internal force under the basic combination effect of seismic load on the first energy-dissipating beam segment 110 are:

[0501] The combined values ​​of bending moment and internal force under the basic combined effect of seismic load on the second energy-dissipating beam segment 120 are:

[0502] The combined values ​​of shear force and internal force under the basic combination effect of seismic load on the first energy-dissipating beam segment 110 are:

[0503] The combined values ​​of shear force and internal force under the basic combination effect of seismic load on the second energy-dissipating beam segment 120 are given.

[0504] γ RE This is the seismic adjustment coefficient for bearing capacity;

[0505] η is a constant amplification factor, and η is greater than 1;

[0506] n represents the total number of load effect combinations under non-seismic conditions;

[0507] i represents the total number of load effect combinations under seismic conditions.

[0508] Specifically, the effect of the second transition beam segment 220 of the first transition beam 200a satisfying the above conditions is the same as the effect of the first transition beam segment 210 of the first transition beam 200a, which will not be elaborated here.

[0509] In some embodiments, the second transition beam segment 220 of the second transition beam 200b satisfies:

[0510]

[0511]

[0512]

[0513] in,

[0514] The component resistance design value is the second transition beam segment 220 of the second transition beam 200b.

[0515] To and The design value of the basic combination effect of the non-seismic load on the second transition beam segment 220 of the second transition beam 200b;

[0516] To and The design value of the basic combination effect of the seismic load on the second transition beam segment 220 of the corresponding second transition beam 200b;

[0517] The fully plastic bending bearing capacity of the first energy-dissipating beam segment 110;

[0518] The fully plastic bending capacity of the second energy-dissipating beam segment 120;

[0519] The fully plastic shear bearing capacity of the first energy-dissipating beam segment 110;

[0520] The fully plastic shear bearing capacity of the second energy-dissipating beam segment 120;

[0521] The combined values ​​of bending moment and internal force under the basic combination effect of seismic load on the first energy-dissipating beam segment 110 are:

[0522] The combined values ​​of bending moment and internal force under the basic combined effect of seismic load on the second energy-dissipating beam segment 120 are:

[0523] The combined values ​​of shear force and internal force under the basic combination effect of seismic load on the first energy-dissipating beam segment 110 are:

[0524] The combined values ​​of shear force and internal force under the basic combination effect of seismic load on the second energy-dissipating beam segment 120 are given.

[0525] γ RE This is the seismic adjustment coefficient for bearing capacity;

[0526] η is a constant amplification factor, and η is greater than 1;

[0527] n represents the total number of load effect combinations under non-seismic conditions;

[0528] i represents the total number of load effect combinations under seismic conditions.

[0529] Specifically, the effect of the second transition beam segment 220 of the second transition beam 200b satisfying the above conditions is the same as the effect of the first transition beam segment 210 of the first transition beam 200a, which will not be elaborated here.

[0530] In some embodiments, each of the first non-energy-dissipating beam 300a and the second non-energy-dissipating beam 300b includes: a first non-energy-dissipating beam web 302, a first non-energy-dissipating beam flange 301, a second non-energy-dissipating beam flange 303, a third non-energy-dissipating beam flange 304, and a fourth non-energy-dissipating beam flange 305. Specifically, the first non-energy-dissipating beam web 302 is a horizontal flat plate, and the first non-energy-dissipating beam flanges 301, 303, 304, and 305 are vertical flat plates. The cross-sectional structure of the first non-energy-dissipating beam 300a and the second non-energy-dissipating beam 300b is as follows: Figure 3 As shown.

[0531] Specifically, the first non-energy-dissipating beam web 302 extends along the second direction and is connected to the first transition beam web 212 and the second transition beam web 222; the first non-energy-dissipating beam flange 301 is connected to one end of the first transition beam web 302 in the first direction and to the first transition beam flange 211 in the second direction; the second non-energy-dissipating beam flange 303 is orthogonally connected to the first non-energy-dissipating beam web 302 in the first direction and to the second transition beam flange 213 in the second direction; the third non-energy-dissipating beam flange 304 is orthogonally connected to the first non-energy-dissipating beam web 302 in the first direction and to the third transition beam flange 221 in the second direction; the fourth non-energy-dissipating beam flange 305 is connected to the other end of the first non-energy-dissipating beam web 302 in the first direction and to the fourth transition beam flange 223 in the second direction. Specifically, as shown in the attached diagram... Figure 1 As shown, for the first non-energy-dissipating beam 300a, the right end of the web 302 of the first non-energy-dissipating beam is connected to the left end of the web 212 of the first transition beam and the web 222 of the second transition beam; the flange 301 of the first non-energy-dissipating beam is connected to the upper end of the web 302 of the first transition beam, and its right end is connected to the left end of the flange 211 of the first transition beam; the flange 303 of the second non-energy-dissipating beam is orthogonally connected to the web 302 of the first non-energy-dissipating beam, and its right end is connected to the left end of the flange 213 of the second transition beam; the flange 304 of the third non-energy-dissipating beam is orthogonally connected to the web 302 of the first non-energy-dissipating beam, and its right end is connected to the left end of the flange 221 of the third transition beam; the flange 305 of the fourth non-energy-dissipating beam is connected to the lower end of the web 302 of the first non-energy-dissipating beam, and its right end is connected to the left end of the flange 223 of the fourth transition beam. Meanwhile, the structure and function of the first non-energy-dissipating beam 300b are the same as those of the first non-energy-dissipating beam 300a, and will not be repeated here.

[0532] In some embodiments, the first non-energy-dissipating beam flange 301, the second non-energy-dissipating beam flange 303, the third non-energy-dissipating beam flange 304, and the fourth non-energy-dissipating beam flange 305 are all equal in size in a third direction.

[0533] In some embodiments, the dimensions of the first non-energy-dissipating beam flange 301, the second non-energy-dissipating beam flange 303, the third non-energy-dissipating beam flange 304, and the fourth non-energy-dissipating beam flange 305 in a third direction are greater than the dimensions of the first energy-dissipating beam flange 111, the second energy-dissipating beam flange 113, the third energy-dissipating beam flange 121, and the fourth energy-dissipating beam flange 123 in a third direction.

[0534] In some embodiments, the first non-energy-dissipating beam 300a satisfies:

[0535] R ib ≥max(S 1b1 S 1b2 , ......, S 1bn )

[0536] R 1b / γ RE ≥η·max(α1·S 1bE1 α2·S 1bE2 , ......, α i ·S 1bEi )

[0537]

[0538] in,

[0539] R 1b The design value of the component resistance of the first non-energy-dissipating beam 300a is given.

[0540] S 1b1 S 1b2 , ......, S 1bn To be with R 1b The corresponding design value of the basic combination effect of the non-seismic load for the first non-energy-dissipating beam 300a;

[0541] S 1bE1 S 1bE2 , ......, S 1bEi To be with R 1b The design value of the basic combination effect of the seismic load for the first non-energy-dissipating beam 300a;

[0542] The fully plastic bending bearing capacity of the first energy-dissipating beam segment 110;

[0543] The fully plastic bending capacity of the second energy-dissipating beam segment 120;

[0544] The fully plastic shear bearing capacity of the first energy-dissipating beam segment 110;

[0545] The fully plastic shear bearing capacity of the second energy-dissipating beam segment 120;

[0546] The combined values ​​of bending moment and internal force under the basic combination effect of seismic load on the first energy-dissipating beam segment 110 are:

[0547] The combined values ​​of bending moment and internal force under the basic combined effect of seismic load on the second energy-dissipating beam segment 120 are:

[0548] The combined values ​​of shear force and internal force under the basic combination effect of seismic load on the first energy-dissipating beam segment 110 are:

[0549] The combined values ​​of shear force and internal force under the basic combination effect of seismic load on the second energy-dissipating beam segment 120 are given.

[0550] γ RE This is the seismic adjustment coefficient for bearing capacity;

[0551] η is a constant amplification factor, and η is greater than 1;

[0552] n represents the total number of load effect combinations under non-seismic conditions;

[0553] i represents the total number of load effect combinations under seismic conditions.

[0554] The first non-energy-dissipating beam 300a satisfies R 1b ≥max(S 1b1 S 1b2 , ......, S 1bn ), R 1b / γR E ≥η·max(α1·S 1bE1 α2·S 1bE2 , ......, α i ·S 1bEi ), The conditions are such that the design resistance value of the first non-energy-dissipating beam 300a is greater than the design resistance value of the first energy-dissipating beam segment 110. During an earthquake, because the design resistance value of the first non-energy-dissipating beam 300a is greater than the design resistance value of the first energy-dissipating beam segment 110, the first energy-dissipating beam segment 110 first dissipates energy to prevent structural damage to the first non-energy-dissipating beam 300a.

[0555] In some embodiments, the second non-energy-dissipating beam 300b satisfies:

[0556] R 2b ≥max(S 2b1 S 2b2 , ......, S 2bn )

[0557] R 2b / γ RE ≥η·max(α1·S 2bE1 α2·S 2bE2 , ......, α i ·S 2bEi )

[0558]

[0559] in,

[0560] R 2b The design value of the component resistance of the second non-energy-dissipating beam 300b is given.

[0561] S 2b1 S 2b2 , ......, S 2bn To be with R 2b The corresponding design value of the basic combination effect of the non-seismic load for the second non-energy-dissipating beam 300b;

[0562] S 2bE1 S 2bE2 , ......, S 2bEi To be with R 2b The design value of the basic combination effect of the seismic load for the corresponding second non-energy-dissipating beam 300b;

[0563] The fully plastic bending bearing capacity of the first energy-dissipating beam segment 110;

[0564] The fully plastic bending capacity of the second energy-dissipating beam segment 120;

[0565] The fully plastic shear bearing capacity of the first energy-dissipating beam segment 110;

[0566] The fully plastic shear bearing capacity of the second energy-dissipating beam segment 120;

[0567] The combined values ​​of bending moment and internal force under the basic combination effect of seismic load on the first energy-dissipating beam segment 110 are:

[0568] The combined values ​​of bending moment and internal force under the basic combined effect of seismic load on the second energy-dissipating beam segment 120 are:

[0569] The combined values ​​of shear force and internal force under the basic combination effect of seismic load on the first energy-dissipating beam segment 110 are:

[0570] The combined values ​​of shear force and internal force under the basic combination effect of seismic load on the second energy-dissipating beam segment 120 are given.

[0571] γ RE This is the seismic adjustment coefficient for bearing capacity;

[0572] η is a constant amplification factor, and η is greater than 1;

[0573] n represents the total number of load effect combinations under non-seismic conditions;

[0574] i represents the total number of load effect combinations under seismic conditions.

[0575] Specifically, the effect of the second non-energy-dissipating beam 300b satisfying the above conditions is the same as that of the first non-energy-dissipating beam 300a, which will not be repeated here.

[0576] In this invention, each of the first non-energy-dissipating beam 300a and the second non-energy-dissipating beam 300b includes a non-energy-dissipating beam stiffener 306; wherein the non-energy-dissipating beam stiffener 306 includes: a first non-energy-dissipating beam stiffener 306a, a second non-energy-dissipating beam stiffener 306b and a third non-energy-dissipating beam stiffener 306c.

[0577] The first non-energy-dissipating beam stiffener 306a is provided on the web 302 of the first non-energy-dissipating beam and connects the first non-energy-dissipating beam flange 301 and the second non-energy-dissipating beam flange 303 respectively; the second non-energy-dissipating beam stiffener 306b is provided on the web 302 of the first non-energy-dissipating beam and connects the second non-energy-dissipating beam flange 303 and the third non-energy-dissipating beam flange 304 respectively; the third non-energy-dissipating beam stiffener 306c is provided on the web 302 of the first non-energy-dissipating beam and connects the third non-energy-dissipating beam flange 304 and the fourth non-energy-dissipating beam flange 305 respectively. Specifically, the first non-energy-dissipating beam stiffener 306a is a vertical flat plate, and the first non-energy-dissipating beam stiffener 306a is orthogonal to the first non-energy-dissipating beam web 302, the first non-energy-dissipating beam flange 301 and the second non-energy-dissipating beam flange 303. The first non-energy-dissipating beam web 302 has first non-energy-dissipating beam stiffening ribs 306a on both sides, and the first non-energy-dissipating beam web 302 is connected to the first non-energy-dissipating beam web 302, the first non-energy-dissipating beam flange 301, and the second non-energy-dissipating beam flange 303, thereby strengthening the structural strength between the first non-energy-dissipating beam web 302, the first non-energy-dissipating beam flange 301, and the second non-energy-dissipating beam flange 303. Meanwhile, the structure and function of the second non-energy-dissipating beam stiffening ribs 306b and 306c are the same as those of the first non-energy-dissipating beam stiffening ribs 306a, and will not be described again here.

[0578] In some embodiments, the first non-energy-dissipating beam stiffener 306a, the second non-energy-dissipating beam stiffener 306b, and the third non-energy-dissipating beam stiffener 306c are located in the same plane.

[0579] In some embodiments, each of the connection surfaces at the interface between the non-energy-dissipating beam intersection segment 300α and the transition beam 200 and the interface between the non-energy-dissipating beam intersection segment 300α and the non-energy-dissipating beam non-intersection segment 300β is provided with a first non-energy-dissipating beam stiffener 306a, a second non-energy-dissipating beam stiffener 306b and a third non-energy-dissipating beam stiffener 306c located on the same plane.

[0580] In some embodiments, two support beams 400 are provided, and the two support beams 400 are respectively connected to different frame columns; or

[0581] There are four support beams 400, and each pair of support beams 400 is connected to different frame columns.

[0582] In some embodiments, the support column 400 satisfies:

[0583] R c ≥max(S c1 S c2 , ......, S cn )

[0584] R c / γ RE ≥η·max(α1·S cE1 α2·S cE2 , ......, α i ·S cEi )

[0585]

[0586] in,

[0587] R c This is the design value of the component resistance for supporting column 400.

[0588] S c1 S c2 S cn To be with R c The corresponding design value of the basic combination effect of the non-seismic load on the supporting column 400;

[0589] S cE1 S cE2 , ......, S cEi To be with R c The design value of the basic combination effect of the seismic load for the corresponding support column 400;

[0590] The fully plastic bending bearing capacity of the first energy-dissipating beam segment 110;

[0591] The fully plastic bending capacity of the second energy-dissipating beam segment 120;

[0592] The fully plastic shear bearing capacity of the first energy-dissipating beam segment 110;

[0593] The fully plastic shear bearing capacity of the second energy-dissipating beam segment 120;

[0594] The combined values ​​of bending moment and internal force under the basic combination effect of seismic load on the first energy-dissipating beam segment 110 are:

[0595] The combined values ​​of bending moment and internal force under the basic combined effect of seismic load on the second energy-dissipating beam segment 120 are:

[0596] The combined values ​​of shear force and internal force under the basic combination effect of seismic load on the first energy-dissipating beam segment 110 are:

[0597] The combined values ​​of shear force and internal force under the basic combination effect of seismic load on the second energy-dissipating beam segment 120 are given.

[0598] γ RE This is the seismic adjustment coefficient for bearing capacity;

[0599] η is a constant amplification factor, and η is greater than 1;

[0600] n represents the total number of load effect combinations under non-seismic conditions;

[0601] i represents the total number of load effect combinations under seismic conditions.

[0602] Specifically, the support column 400 satisfies R c ≥max(S c1 S c2 , ......, S cn ), R c / γ RE ≥η·max(α1·S cE1 α2·S cE2 , ......, α i ·S cEi ), The conditions are such that the design resistance value of the supporting column 400 is greater than the design resistance value of the first energy-dissipating beam segment 110. Under seismic conditions, since the design resistance value of the supporting column 400 is greater than the design resistance value of the first energy-dissipating beam segment 110, the first energy-dissipating beam segment 110 first dissipates energy to avoid structural damage to the first transition beam segment 210.

[0603] In some embodiments, the eccentric support member 1000 further includes a connecting component 500. The connecting component 500 includes a first connecting component 510 and a second connecting component 520.

[0604] A first connecting assembly 510 is installed on the first transition beam segment 210 and the first energy-dissipating beam segment 110; and a second connecting assembly 520 is installed on the second transition beam segment 220 and the second energy-dissipating beam segment 120; wherein each of the first connecting assembly 510 and the second connecting assembly 520 includes a bolt and a mounting plate. Specifically, as shown... Figure 1 and Figure 6 As shown, for the first connecting assembly 510, the first mounting plate 512 is mounted on the first energy-dissipating beam web 112 and the first transition beam web 212, the first energy-dissipating beam flange 111 and the first transition beam flange 211, and the second energy-dissipating beam flange 113 and the second transition beam flange 213 via first bolts 511. For the second connecting assembly 520, the second mounting plate 522 is mounted on the second energy-dissipating beam web 122 and the second transition beam web 222, the third energy-dissipating beam flange 121 and the third transition beam flange 221, and the fourth energy-dissipating beam flange 123 and the fourth transition beam flange 223 via second bolts 521. In related technologies, the energy-dissipating beam segment of a traditional eccentrically supported structure is usually integrally set with the non-energy-dissipating beam segment. Regardless of whether it is a shear yielding or bending yielding type, under seismic loading, when the energy-dissipating beam segment undergoes plastic deformation and dissipates energy, it is difficult to disassemble and replace, and structural repair is difficult. Therefore, the eccentric support member 1000 of this embodiment of the invention can be disassembled via the connecting assembly 500 to remove the eccentric support energy dissipation beam 100. In other words, when the eccentric support energy dissipation beam 100 has undergone plastic deformation, it can be disassembled and replaced via the connecting assembly 500, making the eccentric support member 1000 easy to maintain.

[0605] In some embodiments, the first connection component 510 satisfies:

[0606]

[0607]

[0608]

[0609] in,

[0610] The design values ​​of bending moment resistance and shear force resistance are for the bolted connection joint between the first energy-dissipating beam segment 110 and the first transition beam segment 210.

[0611] The bearing capacity of any bolt at the bolted connection node between the first energy-dissipating beam segment 110 and the first transition beam segment 210;

[0612] When the fully plastic flexural bearing capacity of the first energy dissipation beam segment 110 is used to replace the design value of the load combination effect bending moment at the node, the load effect force of any bolt at the bolt connection node between the first energy dissipation beam segment 110 and the first transition beam segment 210 is calculated.

[0613] The fully plastic bending bearing capacity of the first energy-dissipating beam segment 110;

[0614] The fully plastic shear bearing capacity of the first energy-dissipating beam segment 110;

[0615] η is a constant amplification factor, and η is greater than 1.

[0616] Specifically, the first connection component 510 satisfies Under the condition of seismic operation, when the first energy-dissipating beam segment 110 dissipates energy, the first bolt 511 on the first connecting component 510 is prevented from being damaged, and the connection strength between the first energy-dissipating beam segment 110 and the first transition beam segment 210 is guaranteed.

[0617] In some embodiments, the second connection component 520 satisfies:

[0618]

[0619]

[0620]

[0621] in,

[0622] The design values ​​of bending moment resistance and shear force resistance are for the bolted connection joint between the second energy-dissipating beam segment 120 and the second transition beam segment 220.

[0623] The bearing capacity of any bolt at the bolted connection node between the second energy-dissipating beam segment 120 and the second transition beam segment 220;

[0624] When the fully plastic flexural bearing capacity of the second energy dissipation beam segment 120 is used to replace the design value of the load combination effect bending moment at the joint, the load effect force of any bolt at the bolt connection joint between the second energy dissipation beam segment 120 and the second transition beam segment 220 is calculated.

[0625] The fully plastic bending capacity of the second energy-dissipating beam segment 120;

[0626] The fully plastic shear bearing capacity of the second energy-dissipating beam segment 120;

[0627] η is a constant amplification factor, and η is greater than 1.

[0628] Specifically, the second connection component 520 satisfies Under seismic conditions, when the second connecting component 520 dissipates energy, damage to the first bolt 521 of the second connecting component 520 is prevented, ensuring the connection strength between the second energy-dissipating beam segment 120 and the first transition beam segment 210. Damage to the first bolt on the second connecting component 520 is prevented, ensuring the connection strength between the second energy-dissipating beam segment 120 and the second transition beam segment 220.

[0629] In the description of this invention, it should be understood that the terms "center," "longitudinal," "lateral," "length," "width," "thickness," "upper," "lower," "front," "rear," "left," "right," "vertical," "horizontal," "top," "bottom," "inner," "outer," "clockwise," "counterclockwise," "axial," "radial," and "circumferential" indicate the orientation or positional relationship based on the orientation or positional relationship shown in the accompanying drawings. They are used only for the convenience of describing this invention and simplifying the description, and are not intended to indicate or imply that the device or element referred to must have a specific orientation, or be constructed and operated in a specific orientation. Therefore, they should not be construed as limitations on this invention.

[0630] Furthermore, the terms "first" and "second" are used for descriptive purposes only and should not be construed as indicating or implying relative importance or implicitly specifying the number of technical features indicated. Thus, a feature defined as "first" or "second" may explicitly or implicitly include at least one of that feature. In the description of this invention, "a plurality of" means at least two, such as two, three, etc., unless otherwise explicitly specified.

[0631] In this invention, unless otherwise explicitly specified and limited, the terms "installation," "connection," "linking," and "fixing," etc., should be interpreted broadly. For example, they can refer to a fixed connection, a detachable connection, or an integral part; they can refer to a mechanical connection, an electrical connection, or a connection that allows communication between them; they can refer to a direct connection or an indirect connection through an intermediate medium; they can refer to the internal communication of two components or the interaction between two components, unless otherwise explicitly limited. Those skilled in the art can understand the specific meaning of the above terms in this invention according to the specific circumstances.

[0632] In this invention, unless otherwise explicitly specified and limited, "above" or "below" the second feature can mean that the first feature is in direct contact with the second feature, or that the first feature is in indirect contact with the second feature through an intermediate medium. Furthermore, "above," "over," and "on top" of the second feature can mean that the first feature is directly above or diagonally above the second feature, or simply that the first feature is at a higher horizontal level than the second feature. "Below," "below," and "under" the second feature can mean that the first feature is directly below or diagonally below the second feature, or simply that the first feature is at a lower horizontal level than the second feature.

[0633] In this invention, the terms "one embodiment," "some embodiments," "example," "specific example," or "some examples," etc., refer to a specific feature, structure, material, or characteristic described in connection with that embodiment or example, which is included in at least one embodiment or example of the invention. In this specification, the illustrative expressions of the above terms do not necessarily refer to the same embodiment or example. Furthermore, the specific features, structures, materials, or characteristics described may be combined in any suitable manner in one or more embodiments or examples. Moreover, without contradiction, those skilled in the art can combine and integrate the different embodiments or examples described in this specification, as well as the features of different embodiments or examples.

[0634] Although the above embodiments have been shown and described, it is understood that the above embodiments are exemplary and should not be construed as limiting the present invention. Variations, modifications, substitutions and modifications made to the above embodiments by those skilled in the art are within the protection scope of the present invention.

Claims

1. An eccentric support member, characterized in that, include: An eccentrically supported energy-dissipating beam with interleaved overlapping sections includes a first energy-dissipating beam segment and a second energy-dissipating beam segment with an I-shaped cross-section. The first and second energy-dissipating beam segments are spaced apart along a first direction, wherein the first and second energy-dissipating beam segments are mirror images of each other in a second direction, and their mirror surfaces lie in the same plane. The first energy-dissipating beam segment includes a first energy-dissipating beam web, a first energy-dissipating beam flange, and a second energy-dissipating beam flange. The first energy-dissipating beam web extends along the second direction, and the first energy-dissipating beam flange is parallel to the first energy-dissipating beam web in the first direction. One end of the plate is connected, and the second energy-dissipating beam flange is connected to the other end of the first energy-dissipating beam web in the first direction; the second energy-dissipating beam segment includes a second energy-dissipating beam web, a third energy-dissipating beam flange, and a fourth energy-dissipating beam flange, the second energy-dissipating beam web extends along the second direction, the third energy-dissipating beam flange is connected to one end of the second energy-dissipating beam web in the first direction, and the fourth energy-dissipating beam flange is connected to the other end of the second energy-dissipating beam web in the first direction; wherein, the second direction is orthogonal to the first direction, and the third direction is orthogonal to both the first and second directions; The frame column includes a first frame column and a second frame column extending along the first direction; The transition beam includes a first transition beam and a second transition beam extending along the second direction, wherein the first transition beam and the second transition beam are respectively connected to both ends of the eccentrically supported energy dissipation beam in the second direction; A non-energy-dissipating beam, comprising a first non-energy-dissipating beam and a second non-energy-dissipating beam extending along the second direction, wherein the first non-energy-dissipating beam and the second non-energy-dissipating beam are respectively connected to the first transition beam and the second transition beam in the second direction and are away from the eccentrically supported energy-dissipating beam, each of the first non-energy-dissipating beam and the second non-energy-dissipating beam comprising: A non-energy-dissipating beam intersection segment, one end of which is connected to the transition beam in the second direction; Non-intersecting segments of non-energy-dissipating beams, one end of which is connected in the second direction to the other end of the intersecting segments of non-energy-dissipating beams, and the other end of which is connected to the frame column; A support beam is provided at an incline, with one end of the support beam connected to the intersection of the non-energy-dissipating beam in the first direction and the other end connected to the frame column in the second direction. When the first and second energy-dissipating beam webs undergo shear plastic deformation strengthening and the shear bearing capacity reaches µ times the full plastic shear bearing capacity, the first, second, third, and fourth energy-dissipating beam flanges reach the full plastic bending bearing capacity. in, It is a constant whose value ranges from 1.1 to 1.25; Each of the first transition beam and the second transition beam includes a first transition beam segment and a second transition beam segment having an I-shaped cross-section, and the first transition beam segment and the second transition beam segment are spaced apart along the first direction; The first transition beam segment includes: The first transition beam web extends along the second direction and is connected to the first energy dissipation beam web. The first transition beam flange is connected to one end of the web of the first transition beam in the first direction and to the first energy dissipation beam flange in the second direction. The second transition beam flange is connected to the other end of the web of the first energy dissipation beam in the first direction and to the second energy dissipation beam flange in the second direction. The second transition beam segment includes: The second transition beam web extends along the second direction and is connected to the second energy dissipation beam web. The third transition beam flange is connected to one end of the web of the second transition beam in the first direction and to the third energy dissipation beam flange in the second direction. The fourth transition beam flange is connected to the other end of the web of the second transition beam in the first direction and to the fourth energy dissipation beam flange in the second direction. Each of the first non-energy-dissipating beam and the second non-energy-dissipating beam includes: The first non-energy-dissipating beam web extends along the second direction and is connected to the first transition beam web and the second transition beam web. The first non-energy-dissipating beam flange is connected to one end of the web of the first transition beam in the first direction and to the first transition beam flange in the second direction. The second non-energy-dissipating beam flange is orthogonally connected to the web of the first non-energy-dissipating beam in the first direction and connected to the second transition beam flange in the second direction. The third non-energy-dissipating beam flange is orthogonally connected to the web of the first non-energy-dissipating beam in the first direction and connected to the third transition beam flange in the second direction. The fourth non-energy-dissipating beam flange is connected to the other end of the web of the first non-energy-dissipating beam in the first direction and to the fourth transition beam flange in the second direction.

2. The eccentric support member according to claim 1, characterized in that, Based on the condition that the flanges of the first and second energy-dissipating beams reach the full plastic bending capacity when the web of the first energy-dissipating beam undergoes shear plastic deformation strengthening and the shear bearing capacity reaches µ times the full plastic shear bearing capacity, the flanges of the first and second energy-dissipating beams satisfy the following: in, The dimensions of the first energy-dissipating beam flange and the second energy-dissipating beam flange of the first energy-dissipating beam segment in the third direction are, in other words, the width. The first energy-dissipating beam flange and the second energy-dissipating beam flange of the first energy-dissipating beam segment are sized in the first direction, i.e., their thickness. The thickness is the dimension of the web of the first energy-dissipating beam segment in the third direction. The dimension of the web of the first energy-dissipating beam segment in the first direction is the height. The first energy-dissipating beam segment is the dimension in the second direction, i.e., its length; It is a constant with a value range of 1.1 to 1.

25.

3. The eccentric support member according to claim 1, characterized in that, Based on the condition that the flanges of the first and second energy-dissipating beams reach full plastic bending capacity when shear plastic deformation strengthening occurs in the web of the first energy-dissipating beam and the shear bearing capacity reaches µ times the full plastic shear bearing capacity, the first energy-dissipating beam segment satisfies: in, The design value of the bending moment resistance of the first energy-dissipating beam segment; This represents the fully plastic shear capacity of the first energy-dissipating beam segment; Let be the dimension of the first energy-dissipating beam segment in the second direction, i.e., its length.

4. The eccentric support member according to claim 1, characterized in that, Based on the condition that the third and fourth energy-dissipating beam flanges reach full plastic bending capacity when the web of the second energy-dissipating beam undergoes shear plastic deformation strengthening and the shear bearing capacity reaches µ times the fully plastic shear bearing capacity, the third and fourth energy-dissipating beam flanges satisfy the following: in, The dimensions of the third and fourth energy-dissipating beam flanges of the second energy-dissipating beam segment in the third direction are, in other words, their widths. The dimensions of the third and fourth energy-dissipating beam flanges of the second energy-dissipating beam segment in the first direction are, in other words, their thicknesses. The thickness is the dimension of the web of the second energy-dissipating beam in the third direction of the second energy-dissipating beam segment. The dimension of the web of the second energy-dissipating beam segment in the first direction is the height. The dimension of the second energy-dissipating beam segment in the second direction is its length. It is a constant with a value range of 1.1 to 1.

25.

5. The eccentric support member according to claim 1, characterized in that, Based on the condition that the third and fourth energy-dissipating beam flanges reach full plastic bending capacity when the web of the second energy-dissipating beam undergoes shear plastic deformation strengthening and the shear bearing capacity reaches µ times the full plastic shear bearing capacity, the second energy-dissipating beam segment satisfies: in, This is the design value of the bending moment resistance of the second energy-dissipating beam segment; This represents the fully plastic shear capacity of the second energy-dissipating beam segment; The dimension of the second energy-dissipating beam segment in the second direction is, i.e., its length.

6. The eccentric support member according to claim 1, characterized in that, When the first energy-dissipating beam flange, the second energy-dissipating beam flange, the third energy-dissipating beam flange, and the fourth energy-dissipating beam flange undergo plastic deformation strengthening and the bending bearing capacity reaches µ times the full plastic bending bearing capacity, the web of the first energy-dissipating beam and the web of the second energy-dissipating beam reach the full plastic shear bearing capacity. in, It is a constant with a value range of 1.1 to 1.

25.

7. The eccentric support member according to claim 6, characterized in that, Based on the condition that the web of the first energy-dissipating beam reaches the fully plastic shear capacity when plastic deformation strengthening occurs in the first and second energy-dissipating beam flanges and the flexural bearing capacity reaches µ times the fully plastic flexural bearing capacity, the web of the first energy-dissipating beam satisfies: in, The dimensions of the first energy-dissipating beam flange and the second energy-dissipating beam flange of the first energy-dissipating beam segment in the third direction are, in other words, the width. The first energy-dissipating beam flange and the second energy-dissipating beam flange of the first energy-dissipating beam segment are sized in the first direction, i.e., their thickness. The thickness is the dimension of the web of the first energy-dissipating beam segment in the third direction. The dimension of the web of the first energy-dissipating beam segment in the first direction is the height. The first energy-dissipating beam segment is the dimension in the second direction, i.e., its length; It is a constant with a value range of 1.1 to 1.

25.

8. The eccentric support member according to claim 6, characterized in that, Based on the condition that the web of the first energy-dissipating beam reaches the full plastic shear capacity when plastic deformation strengthening occurs in the first and second energy-dissipating beam flanges and the flexural bearing capacity reaches µ times the full plastic flexural bearing capacity, the first energy-dissipating beam segment satisfies: in, This is the design value of the shear resistance of the first energy-dissipating beam segment; This represents the fully plastic bending capacity of the first energy-dissipating beam segment; Let be the dimension of the first energy-dissipating beam segment in the second direction, i.e., its length.

9. The eccentric support member according to claim 6, characterized in that, Based on the condition that the web of the second energy-dissipating beam reaches the fully plastic shear capacity when plastic deformation strengthening occurs in the third and fourth energy-dissipating beam flanges and the flexural bearing capacity reaches µ times the fully plastic flexural bearing capacity, the web of the second energy-dissipating beam satisfies: in, The dimensions of the third and fourth energy-dissipating beam flanges of the second energy-dissipating beam segment in the third direction are, in other words, their widths. The dimensions of the third and fourth energy-dissipating beam flanges of the second energy-dissipating beam segment in the first direction are, in other words, their thicknesses. The thickness is the dimension of the web of the second energy-dissipating beam in the third direction of the second energy-dissipating beam segment. The dimension of the web of the second energy-dissipating beam segment in the first direction is the height. The dimension of the second energy-dissipating beam segment in the second direction is its length. It is a constant with a value range of 1.1 to 1.

25.

10. The eccentric support member according to claim 6, characterized in that, Based on the condition that the web of the second energy-dissipating beam reaches the full plastic shear capacity when plastic deformation strengthening occurs in the third and fourth energy-dissipating beam flanges and the flexural bearing capacity reaches µ times the full plastic flexural bearing capacity, the second energy-dissipating beam segment satisfies: in, This is the design value of the shear resistance of the second energy-dissipating beam segment; This represents the fully plastic bending capacity of the second energy-dissipating beam segment; The dimension of the second energy-dissipating beam segment in the second direction is, i.e., its length.

11. The eccentric support member according to any one of claims 1-10, characterized in that, The first energy-dissipating beam segment satisfies: in, This is the design resistance value of the first energy-dissipating beam segment; To and The corresponding design value of the basic combination effect of the non-seismic load on the first energy-dissipating beam segment; To and The design value of the basic combination effect of the seismic load for the first energy-dissipating beam segment; This represents the total number of load effect combinations under non-seismic conditions. This represents the total number of load effect combinations under seismic conditions. This is the seismic adjustment coefficient for bearing capacity; The constant amplification factor is... Greater than 1.

12. The eccentric support member according to any one of claims 1-10, characterized in that, The second energy-dissipating beam segment satisfies: in, This is the design resistance value for the second energy-dissipating beam segment; To and The corresponding design value of the basic combination effect of the non-seismic load on the second energy-dissipating beam segment; To and The design value of the basic combination effect of the seismic load for the second energy-dissipating beam segment; This represents the total number of load effect combinations under non-seismic conditions. This represents the total number of load effect combinations under seismic conditions. This is the seismic adjustment coefficient for bearing capacity; The constant amplification factor is... Greater than 1.

13. The eccentric support member according to claim 1, characterized in that, The eccentrically supported energy-dissipating beam also includes: The energy-dissipating beam stiffening ribs are respectively disposed on the web of the first energy-dissipating beam and the web of the second energy-dissipating beam, and respectively connected between the flanges of the first energy-dissipating beam and the second energy-dissipating beam, and between the flanges of the third energy-dissipating beam and the fourth energy-dissipating beam.

14. The eccentric support member according to claim 13, characterized in that, The energy-dissipating beam stiffening ribs are provided in multiple ways, and the multiple energy-dissipating beam stiffening ribs are arranged at intervals along the second direction.

15. The eccentric support member according to claim 1, characterized in that, The first transition beam flange and the second transition beam flange have equal dimensions in the third direction; and The dimensions of the third transition beam flange and the fourth transition beam flange are equal in the third direction.

16. The eccentric support member according to claim 1, characterized in that, The dimension of each of the first transition beam flange, the second transition beam flange, the third transition beam flange, and the fourth transition beam flange in the third direction increases uniformly in the direction away from the eccentrically supported energy-dissipating beam.

17. The eccentric support member according to claim 1, characterized in that, The first transition beam segment of the first transition beam satisfies: in, The component resistance design value of the first transition beam segment of the first transition beam; To and The design value of the basic combination effect of the non-seismic load on the first transition beam segment of the first transition beam; To and The design value of the basic combination effect of seismic load on the first transition beam segment of the first transition beam; This represents the fully plastic bending capacity of the first energy-dissipating beam segment; This represents the fully plastic bending capacity of the second energy-dissipating beam segment; This represents the fully plastic shear capacity of the first energy-dissipating beam segment; This represents the fully plastic shear capacity of the second energy-dissipating beam segment; The combined value of bending moment and internal force under the basic combined effect of seismic load on the first energy-dissipating beam segment; The combined value of bending moment and internal force under the basic combined effect of seismic load on the second energy-dissipating beam segment; The combined value of shear force and internal force under the basic combined effect of seismic load on the first energy-dissipating beam segment; The combined values ​​of shear force and internal force under the basic combined effect of seismic load on the second energy-dissipating beam segment are: This is the seismic adjustment coefficient for bearing capacity; The constant amplification factor is... Greater than 1; This represents the total number of load effect combinations under non-seismic conditions. This represents the total number of load effect combinations under seismic conditions.

18. The eccentric support member according to claim 1, characterized in that, The first transition beam segment of the second transition beam satisfies: in, The component resistance design value of the first transition beam segment of the second transition beam; To and The design value of the basic combination effect of the non-seismic load on the first transition beam segment of the second transition beam; To and The design value of the basic combination effect of seismic load on the first transition beam segment of the corresponding second transition beam; This represents the fully plastic bending capacity of the first energy-dissipating beam segment; This represents the fully plastic bending capacity of the second energy-dissipating beam segment; This represents the fully plastic shear capacity of the first energy-dissipating beam segment; This represents the fully plastic shear capacity of the second energy-dissipating beam segment; The combined value of bending moment and internal force under the basic combined effect of seismic load on the first energy-dissipating beam segment; The combined value of bending moment and internal force under the basic combined effect of seismic load on the second energy-dissipating beam segment; The combined value of shear force and internal force under the basic combined effect of seismic load on the first energy-dissipating beam segment; The combined values ​​of shear force and internal force under the basic combined effect of seismic load on the second energy-dissipating beam segment are: This is the seismic adjustment coefficient for bearing capacity; The constant amplification factor is... Greater than 1; This represents the total number of load effect combinations under non-seismic conditions. This represents the total number of load effect combinations under seismic conditions.

19. The eccentric support member according to claim 1, characterized in that, The second transition beam segment of the first transition beam satisfies: in, The component resistance design value of the second transition beam segment of the first transition beam; To and The design value of the basic combination effect of the non-seismic load on the second transition beam segment of the first transition beam; To and The design value of the basic combination effect of seismic load on the second transition beam segment corresponding to the first transition beam; This represents the fully plastic bending capacity of the first energy-dissipating beam segment; This represents the fully plastic bending capacity of the second energy-dissipating beam segment; This represents the fully plastic shear capacity of the first energy-dissipating beam segment; This represents the fully plastic shear capacity of the second energy-dissipating beam segment; The combined value of bending moment and internal force under the basic combined effect of seismic load on the first energy-dissipating beam segment; The combined value of bending moment and internal force under the basic combined effect of seismic load on the second energy-dissipating beam segment; The combined value of shear force and internal force under the basic combined effect of seismic load on the first energy-dissipating beam segment; The combined values ​​of shear force and internal force under the basic combined effect of seismic load on the second energy-dissipating beam segment are: This is the seismic adjustment coefficient for bearing capacity; The constant amplification factor is... Greater than 1; This represents the total number of load effect combinations under non-seismic conditions. This represents the total number of load effect combinations under seismic conditions.

20. The eccentric support member according to claim 1, characterized in that, The second transition beam segment of the second transition beam satisfies: in, This refers to the design value of the component resistance of the second transition beam segment of the second transition beam; To and The corresponding design value of the basic combination effect of the non-seismic load on the second transition beam segment of the second transition beam; To and The design value of the basic combination effect of seismic load on the second transition beam segment of the corresponding second transition beam; This represents the fully plastic bending capacity of the first energy-dissipating beam segment; This represents the fully plastic bending capacity of the second energy-dissipating beam segment; This represents the fully plastic shear capacity of the first energy-dissipating beam segment; This represents the fully plastic shear capacity of the second energy-dissipating beam segment; The combined value of bending moment and internal force under the basic combined effect of seismic load on the first energy-dissipating beam segment; The combined value of bending moment and internal force under the basic combined effect of seismic load on the second energy-dissipating beam segment; The combined value of shear force and internal force under the basic combined effect of seismic load on the first energy-dissipating beam segment; The combined values ​​of shear force and internal force under the basic combined effect of seismic load on the second energy-dissipating beam segment are: This is the seismic adjustment coefficient for bearing capacity; The constant amplification factor is... Greater than 1; This represents the total number of load effect combinations under non-seismic conditions. This represents the total number of load effect combinations under seismic conditions.

21. The eccentric support member according to claim 1, characterized in that, The dimensions of the first non-energy-dissipating beam flange, the second non-energy-dissipating beam flange, the third non-energy-dissipating beam flange, and the fourth non-energy-dissipating beam flange are all equal in the third direction.

22. The eccentric support member according to claim 1, characterized in that, The dimensions of the first non-energy-dissipating beam flange, the second non-energy-dissipating beam flange, the third non-energy-dissipating beam flange, and the fourth non-energy-dissipating beam flange in the third direction are greater than the dimensions of the first energy-dissipating beam flange, the second energy-dissipating beam flange, the third energy-dissipating beam flange, and the fourth energy-dissipating beam flange in the third direction.

23. The eccentric support member according to claim 1, characterized in that, The first non-energy-dissipating beam satisfies: in, The component resistance design value of the first non-energy-dissipating beam; To and The corresponding design value of the basic combination effect of the non-seismic load on the first non-energy-dissipating beam; To and The design value of the basic combination effect of the seismic load for the first non-energy-dissipating beam; This represents the fully plastic bending capacity of the first energy-dissipating beam segment; This represents the fully plastic bending capacity of the second energy-dissipating beam segment; This represents the fully plastic shear capacity of the first energy-dissipating beam segment; This represents the fully plastic shear capacity of the second energy-dissipating beam segment; The combined value of bending moment and internal force under the basic combined effect of seismic load on the first energy-dissipating beam segment; The combined value of bending moment and internal force under the basic combined effect of seismic load on the second energy-dissipating beam segment; The combined value of shear force and internal force under the basic combined effect of seismic load on the first energy-dissipating beam segment; The combined values ​​of shear force and internal force under the basic combined effect of seismic load on the second energy-dissipating beam segment are: This is the seismic adjustment coefficient for bearing capacity; The constant amplification factor is... Greater than 1; This represents the total number of load effect combinations under non-seismic conditions. This represents the total number of load effect combinations under seismic conditions.

24. The eccentric support member according to claim 1, characterized in that, The second non-energy-dissipating beam satisfies: in, This is the design value of the component resistance of the second non-energy-dissipating beam; To and The corresponding design value of the basic combination effect of the non-seismic load for the second non-energy-dissipating beam; To and The design value of the basic combination effect of the seismic load for the second non-energy-dissipating beam; This represents the fully plastic bending capacity of the first energy-dissipating beam segment; This represents the fully plastic bending capacity of the second energy-dissipating beam segment; This represents the fully plastic shear capacity of the first energy-dissipating beam segment; This represents the fully plastic shear capacity of the second energy-dissipating beam segment; The combined value of bending moment and internal force under the basic combined effect of seismic load on the first energy-dissipating beam segment; The combined value of bending moment and internal force under the basic combined effect of seismic load on the second energy-dissipating beam segment; The combined value of shear force and internal force under the basic combined effect of seismic load on the first energy-dissipating beam segment; The combined values ​​of shear force and internal force under the basic combined effect of seismic load on the second energy-dissipating beam segment are: This is the seismic adjustment coefficient for bearing capacity; The constant amplification factor is... Greater than 1; This represents the total number of load effect combinations under non-seismic conditions. This represents the total number of load effect combinations under seismic conditions.

25. The eccentric support member according to claim 1, characterized in that, Each of the first non-energy-dissipating beam and the second non-energy-dissipating beam includes a non-energy-dissipating beam stiffener; The non-energy-dissipating beam stiffeners include: The first non-energy-dissipating beam stiffening rib is disposed on the web of the first non-energy-dissipating beam and is respectively connected between the flange of the first non-energy-dissipating beam and the flange of the second non-energy-dissipating beam. The second non-energy-dissipating beam stiffener is disposed on the web of the first non-energy-dissipating beam and is respectively connected between the flange of the second non-energy-dissipating beam and the flange of the third non-energy-dissipating beam. The third non-energy-dissipating beam stiffening rib is disposed on the web of the first non-energy-dissipating beam and is respectively connected between the flange of the third non-energy-dissipating beam and the flange of the fourth non-energy-dissipating beam.

26. The eccentric support member according to claim 25, characterized in that, The first non-energy-dissipating beam stiffener, the second non-energy-dissipating beam stiffener, and the third non-energy-dissipating beam stiffener are located in the same plane.

27. The eccentric support member according to claim 26, characterized in that, At the connection surface between the intersection of the non-energy-dissipating beam and the transition beam, and at the connection surface between the intersection of the non-energy-dissipating beam and the non-intersection of the non-energy-dissipating beam, each connection surface is provided with a first non-energy-dissipating beam stiffening rib, a second non-energy-dissipating beam stiffening rib, and a third non-energy-dissipating beam stiffening rib located on the same plane.

28. The eccentric support member according to claim 1, characterized in that, Two support beams are provided, and the two support beams are respectively connected to different frame columns; or There are four support beams, and each pair of support beams is connected to a different frame column.

29. The eccentric support member according to claim 1, characterized in that, The supporting beam satisfies: in, This refers to the design value of the component resistance of the supporting beam; To and The corresponding design values ​​of the basic combination effect of the non-seismic load on the supporting beam; To and The corresponding design value of the basic combination effect of the seismic load on the supporting beam; This represents the fully plastic bending capacity of the first energy-dissipating beam segment; This represents the fully plastic bending capacity of the second energy-dissipating beam segment; This represents the fully plastic shear capacity of the first energy-dissipating beam segment; This represents the fully plastic shear capacity of the second energy-dissipating beam segment; The combined value of bending moment and internal force under the basic combined effect of seismic load on the first energy-dissipating beam segment; The combined value of bending moment and internal force under the basic combined effect of seismic load on the second energy-dissipating beam segment; The combined value of shear force and internal force under the basic combined effect of seismic load on the first energy-dissipating beam segment; The combined values ​​of shear force and internal force under the basic combined effect of seismic load on the second energy-dissipating beam segment are: This is the seismic adjustment coefficient for bearing capacity; The constant amplification factor is... Greater than 1; This represents the total number of load effect combinations under non-seismic conditions. This represents the total number of load effect combinations under seismic conditions.

30. The eccentric support member according to any one of claims 13-29, characterized in that, The eccentric support member also includes a connecting component; The connection component includes: A first connecting assembly is installed on the first transition beam segment and the first energy-dissipating beam segment; and A second connecting component is installed on the second transition beam segment and the second energy dissipation beam segment; Each of the first connecting assembly and the second connecting assembly includes a bolt and a mounting plate.

31. The eccentric support member according to claim 30, characterized in that, The first connection component satisfies: in, , The design values ​​of bending moment resistance and shear force resistance are the bolted connection nodes between the first energy-dissipating beam segment and the first transition beam segment. The bearing capacity of any bolt at the bolted connection node between the first energy-dissipating beam segment and the first transition beam segment; When the fully plastic flexural bearing capacity of the first energy-dissipating beam segment is used to replace the design value of the load combination effect bending moment at the node, the load effect force of any bolt at the bolt connection node between the first energy-dissipating beam segment and the first transition beam segment is defined as follows: This represents the fully plastic bending capacity of the first energy-dissipating beam segment; This represents the fully plastic shear capacity of the first energy-dissipating beam segment; The constant amplification factor is... Greater than 1.

32. The eccentric support member according to claim 30, characterized in that, The second connection component satisfies: in, , The design values ​​of bending moment resistance and shear force resistance are for the bolted connection joint between the second energy-dissipating beam segment and the second transition beam segment. The bearing capacity of any bolt at the bolted connection node between the second energy-dissipating beam segment and the second transition beam segment; The load effect force of any bolt at the bolted connection node between the second energy dissipation beam segment and the second transition beam segment when the fully plastic flexural bearing capacity of the second energy dissipation beam segment is used to replace the design value of the load combination effect bending moment at the node; This represents the fully plastic bending capacity of the second energy-dissipating beam segment; This represents the fully plastic shear capacity of the second energy-dissipating beam segment; The constant amplification factor is... Greater than 1.

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