Eccentrically braced structural energy dissipating beam and brace members

Abstract

This invention provides an eccentrically supported energy-dissipating beam and supporting structural members. The eccentrically supported energy-dissipating beam includes a first beam segment, a second beam segment, and a third beam segment connected sequentially along a first direction. When the web of the energy-dissipating beam in the second beam segment undergoes shear plastic deformation strengthening and its shear bearing capacity reaches μ times the fully plastic shear bearing capacity, the first and third beam segments reach the fully plastic bending bearing capacity, where μ is a constant ranging from 1.1 to 1.25. This ensures that during an earthquake, the web of the energy-dissipating beam in the second beam segment undergoes shear yielding plastic deformation first, followed by plastic deformation of the first and second flanges of the energy-dissipating beams in the first and third beam segments. Therefore, the eccentrically supported energy-dissipating beam of this invention has better seismic performance.

Description

Technical Field

[0001] This invention relates to the field of building component technology, and in particular to an eccentrically supported energy-dissipating beam and a supporting structural component. Background Technology

[0002] Eccentric support refers to a beam or beam segment whose intersection with the support axis and the beam axis is at a certain distance from the beam-column intersection. The beam or beam segment between the two intersections is called an energy-dissipating beam or energy-dissipating beam segment.

[0003] In related technologies, a variable-height bending-shear type eccentrically supported energy-dissipating beam and eccentrically supported structure are proposed. The web of the energy-dissipating beam includes a first zone, a second zone, and a third zone connected in sequence. The height of the second zone is less than the height of the web of the non-energy-dissipating beam. The upper and lower flanges are adapted to the structure of the web so that the energy-dissipating beam can generate bending plastic deformation and shear plastic deformation at the same time, thereby improving seismic performance.

[0004] However, the energy-dissipating beams in related technologies can experience a rapid decrease in stiffness and an excessive increase in deformation, and their seismic performance needs further improvement. Summary of the Invention

[0005] This invention is based on the inventor's discoveries and understanding of the following facts and problems:

[0006] A related technology proposes a variable-height bending-shear type eccentrically supported energy-dissipating beam and eccentrically supported structure. The web of this energy-dissipating beam comprises sequentially connected first, second, and third zones. The height of the second zone is less than the height of the web of the non-energy-dissipating beam, and the upper and lower flanges are structurally adapted to the web. During an earthquake, the flanges at both ends of the energy-dissipating beam undergo bending plastic deformation due to the large bending moment. Since the web includes the lower-height second zone, shear plastic deformation occurs simultaneously with the bending plastic deformation of the flanges at both ends of the energy-dissipating beam. Therefore, this energy-dissipating beam can dissipate seismic energy through both bending and shear plastic deformation, fully utilizing the plastic deformation effect of the energy-dissipating beam, improving its energy dissipation effect, and enhancing its seismic performance.

[0007] However, the inventors found in practical applications that the simultaneous plastic deformation of the flanges and webs at both ends of the energy dissipation beam can cause the structural stiffness of the energy dissipation beam to decrease too quickly and the deformation to increase too quickly, so its seismic performance needs to be further improved.

[0008] This invention aims to at least partially solve one of the technical problems in related technologies. To this end, embodiments of this invention propose an eccentrically supported energy-dissipating beam. During an earthquake, the web of the second beam segment undergoes shear yielding and plastic deformation first, followed by plastic deformation of the first and second flanges of the first and third beam segments. This avoids excessively rapid decreases in structural stiffness and excessively rapid increases in deformation, thus enabling the eccentrically supported energy-dissipating beam to possess better seismic performance.

[0009] An embodiment of the present invention also proposes a supporting structural member.

[0010] The eccentrically supported energy-dissipating beam of this embodiment of the invention includes a first beam segment, a second beam segment, and a third beam segment connected sequentially along a first direction. Each of the first beam segment, the second beam segment, and the third beam segment includes:

[0011] The energy-dissipating beam web extends along the first direction. The cross-sectional area of ​​the energy-dissipating beam web of the first beam segment gradually decreases along the direction toward the second beam segment. The cross-sectional area of ​​the energy-dissipating beam web of the second beam segment is constant along the first direction. The cross-sectional area of ​​the energy-dissipating beam web of the third beam segment gradually decreases along the direction toward the second beam segment. The end faces of the energy-dissipating beam web of the first beam segment, the energy-dissipating beam web of the second beam segment, and the energy-dissipating beam web of the third beam segment are located in the same plane. The plane is orthogonal to the second direction, and the second direction is orthogonal to the first direction.

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

[0013] The second flange of the energy-dissipating beam is connected to the other end of the web of the energy-dissipating beam in the second direction;

[0014] When the energy-dissipating web of the second beam segment undergoes shear plastic deformation strengthening and the shear bearing capacity reaches μ times the fully plastic shear bearing capacity, the first beam segment and the third beam segment reach the fully plastic bending bearing capacity, where μ is a constant ranging from 1.1 to 1.25.

[0015] In this embodiment of the invention, when the web of the energy-dissipating beam in the second beam segment undergoes shear plastic deformation strengthening and the shear bearing capacity reaches μ times the fully plastic shear bearing capacity, the first beam segment and the third beam segment reach the fully plastic bending bearing capacity. This causes the web of the energy-dissipating beam in the second beam segment to undergo shear yielding plastic deformation first, followed by plastic deformation of the first flange and the second flange of the energy-dissipating beam in the first and third beam segments. This avoids the structural stiffness of the eccentrically supported energy-dissipating beam from decreasing too quickly and the deformation from increasing too quickly, thus giving the eccentrically supported energy-dissipating beam better seismic performance.

[0016] In some embodiments, the first flange and the second flange of the energy-dissipating beam satisfy the following:

[0017] b f =[h2·t w ·(0.29·μ·l2-0.25·h2)] / [ f ·(h2+ f )];

[0018] in,

[0019] b f The dimension of the first flange or the second flange of the energy-dissipating beam in a third direction, wherein the third direction is orthogonal to the first direction and the second direction;

[0020] h2 is the dimension of the energy-dissipating beam web of the second beam segment in the second direction;

[0021] t w The dimension of the web of the energy-dissipating beam in the third direction;

[0022] l2 is the dimension of the second beam segment in the first direction;

[0023] t f The dimension of the first flange or the second flange of the energy-dissipating beam in the second direction.

[0024] In some embodiments, the first flange, the second flange, and the web of the energy-dissipating beam satisfy the following:

[0025]

[0026] in,

[0027] t w The dimension of the web of the energy-dissipating beam in a third direction is orthogonal to the first direction and the second direction;

[0028] h xThe dimension of the energy-dissipating beam web of the first beam segment or the energy-dissipating beam web of the third beam segment in the second direction at any position in the first direction;

[0029] b f The dimension of the first flange or the second flange of the energy-dissipating beam in a third direction, wherein the third direction is orthogonal to the first direction and the second direction;

[0030] t f The dimension of the first flange or the second flange of the energy-dissipating beam in the second direction;

[0031] h2 is the dimension of the energy-dissipating beam web of the second beam segment in the second direction;

[0032] x is the distance from any position of the first beam segment or the third beam segment in the first direction to the midpoint of the energy-dissipating beam of the eccentric support structure in the first direction.

[0033] In some embodiments, each of the first beam segment and the third beam segment satisfies:

[0034] M Rl ≥V Sm ·x;

[0035] in,

[0036] M Rl The design value of the bending moment resistance of the first beam segment or the third beam segment;

[0037] V Sm This represents the fully plastic shear capacity of the second beam segment;

[0038] x is the distance from any position of the first beam segment or the third beam segment in the first direction to the midpoint of the energy-dissipating beam of the eccentric support structure in the first direction.

[0039] In some embodiments, the second beam segment satisfies:

[0040] M Rml ≥V Sm ·l2 / 2;

[0041] in,

[0042] M Rml This is the design value of the bending moment resistance of the second beam segment;

[0043] V Sm This represents the fully plastic shear capacity of the second beam segment;

[0044] l2 is the dimension of the second beam segment in the first direction.

[0045] In some embodiments, each of the first beam segment, the second beam segment, and the third beam segment satisfies:

[0046] R l ≥max(S l1 S l2 S ln );as well as

[0047] R l / RE ≥η·max(S lE1 S lE2 S lEi );

[0048] in,

[0049] R l The component resistance design value is the first beam segment, the second beam segment, or the third beam segment;

[0050] S ln To be with R l The design values ​​of the basic combination effect of the non-seismic loads for the corresponding first beam segment, second beam segment, or third beam segment;

[0051] n represents the total number of load effect combinations under non-seismic conditions;

[0052] γ RE This is the seismic adjustment coefficient for bearing capacity;

[0053] η is a constant amplification factor, and η is greater than 1;

[0054] S lEi To be with R l The design values ​​of the basic combination effect of seismic loads for the corresponding first beam segment, second beam segment, or third beam segment;

[0055] i represents the total number of load effect combinations under seismic conditions.

[0056] In some embodiments, the eccentric support structure energy-dissipating beam further includes energy-dissipating beam stiffening ribs, which are disposed on the web of the energy-dissipating beam and connected between the first flange and the second flange of the energy-dissipating beam. The extending direction of the energy-dissipating beam stiffening ribs forms an angle with the first direction. There are multiple energy-dissipating beam stiffening ribs, which are arranged along the first direction.

[0057] The supporting structural components of this invention include:

[0058] A first non-energy-dissipating beam and a second non-energy-dissipating beam, each of the first non-energy-dissipating beam and the second non-energy-dissipating beam including a non-energy-dissipating beam web, a first non-energy-dissipating beam flange and a second non-energy-dissipating beam flange, the non-energy-dissipating beam web extending along a first direction, the first non-energy-dissipating beam flange being connected to one end of the non-energy-dissipating beam web in a second direction, and the second non-energy-dissipating beam flange being connected to the other end of the non-energy-dissipating beam web in the second direction;

[0059] An eccentrically supported energy-dissipating beam, wherein the eccentrically supported energy-dissipating beam is the eccentrically supported energy-dissipating beam described in any of the above embodiments, wherein one end of the eccentrically supported energy-dissipating beam in the first direction is connected to the first non-energy-dissipating beam, and the other end of the eccentrically supported energy-dissipating beam in the first direction is connected to the second non-energy-dissipating beam.

[0060] Since the supporting structure component of the present invention includes the eccentric supporting structure energy dissipation beam described in any of the above embodiments, the supporting structure component of the present invention also has better seismic performance.

[0061] In some embodiments, the non-energy-dissipating beam web and the eccentrically supported energy-dissipating beam satisfy the following:

[0062]

[0063] in,

[0064] t w The dimension of the web of the energy-dissipating beam in a third direction is orthogonal to the first direction and the second direction;

[0065] h1 is the dimension of the non-energy-dissipating beam web in the second direction;

[0066] b f The dimension of the first flange or the second flange of the energy-dissipating beam in a third direction, wherein the third direction is orthogonal to the first direction and the second direction;

[0067] t f The dimension of the first flange or the second flange of the energy-dissipating beam in the second direction;

[0068] h2 is the dimension of the energy-dissipating beam web of the second beam segment in the second direction;

[0069] L is the dimension of the energy-dissipating beam of the eccentric support structure in the first direction.

[0070] In some embodiments, each of the first non-energy-dissipating beam and the second non-energy-dissipating beam satisfies:

[0071] M′ Rl ≥V Sm·L / 2

[0072] in,

[0073] M′ Rl The design value of the bending moment resistance of the component at the connection between the first non-energy-dissipating beam and the energy-dissipating beam of the eccentric support structure, or the design value of the bending moment resistance of the component at the connection between the second non-energy-dissipating beam and the energy-dissipating beam of the eccentric support structure;

[0074] V Sm This represents the fully plastic shear capacity of the second beam segment;

[0075] L is the dimension of the energy-dissipating beam of the eccentric support structure in the first direction.

[0076] In some embodiments, each of the first non-energy-dissipating beam and the second non-energy-dissipating beam satisfies:

[0077] R b ≥max(S b1 S b2 S bn );as well as

[0078] R b / RE ≥η·max(S bE1 S bE2 S bEi );

[0079] in,

[0080] R b The component resistance design value is the first non-energy-dissipating beam or the second non-energy-dissipating beam.

[0081] S bn To be with R b The design value of the basic combination effect of the non-seismic load on the first or second non-energy-dissipating beam;

[0082] n represents the total number of load effect combinations under non-seismic conditions;

[0083] γ RE This is the seismic adjustment coefficient for bearing capacity;

[0084] η is a constant amplification factor, and η is greater than 1;

[0085] S bEi To be with R b The design value of the basic combination effect of the seismic load for the first or second non-energy-dissipating beam;

[0086] i represents the total number of load effect combinations under seismic conditions.

[0087] In some embodiments, the supporting structure member further includes a supporting beam, wherein there are at least two supporting beams, one of which is connected to the first non-energy-dissipating beam, and the other of which is connected to the second non-energy-dissipating beam, and the one of the supporting beams and the other of the supporting beams extend along the second direction and are inclined in a direction that is relatively far apart.

[0088] In some embodiments, each of the first non-energy-dissipating beam and the second non-energy-dissipating beam further includes a non-energy-dissipating beam stiffening rib, which is disposed on the web of the non-energy-dissipating beam and connected between the first flange and the second flange of the non-energy-dissipating beam, and the extending direction of the non-energy-dissipating beam stiffening rib forms an angle with the first direction. Attached Figure Description

[0089] Figure 1 This is a structural schematic diagram of the supporting structure component according to an embodiment of the present invention;

[0090] Figure 2 yes Figure 1 Sectional view along line AA of the supporting structural member;

[0091] Figure 3 yes Figure 1 BB-direction sectional view of the supporting structural member;

[0092] Figure 4 yes Figure 1 CC-direction sectional view of the supporting structural member;

[0093] Figure 5 yes Figure 1 DD section view of the supporting structural member.

[0094] Figure label:

[0095] 100. Energy-dissipating beam with eccentric support structure; 1. First beam segment; 2. Second beam segment; 3. Third beam segment; 4. Web of energy-dissipating beam; 5. First flange of energy-dissipating beam; 6. Second flange of energy-dissipating beam; 7. Stiffening rib of energy-dissipating beam; 71. Stiffening rib of first energy-dissipating beam; 72. Stiffening rib of second energy-dissipating beam;

[0096] 200. First non-energy-dissipating beam; 201. Web of non-energy-dissipating beam; 202. First flange of non-energy-dissipating beam; 203. Second flange of non-energy-dissipating beam; 204. Stiffening rib of non-energy-dissipating beam; 2041. Stiffening rib of first non-energy-dissipating beam; 2042. Stiffening rib of second non-energy-dissipating beam; 300. Second non-energy-dissipating beam; 400. Support beam. Detailed Implementation

[0097] 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.

[0098] The following is a reference appendix. Figure 1 -Appendix Figure 5 The invention describes an eccentrically supported energy-dissipating beam and a supporting structural member according to embodiments of the invention.

[0099] like Figures 1-5 As shown, the supporting structure components of the embodiment of the invention include a first non-energy-dissipating beam 200, a second non-energy-dissipating beam 300, and an eccentric supporting structure energy-dissipating beam.

[0100] Each of the first non-energy-dissipating beam 200 and the second non-energy-dissipating beam 300 includes a non-energy-dissipating beam web 201, a non-energy-dissipating beam first flange 202, and a non-energy-dissipating beam second flange 203. The non-energy-dissipating beam web 201 is along a first direction (e.g., ...). Figure 1 Extending in the left-right direction (as shown), the first flange 202 of the non-energy-dissipating beam and the web 201 of the non-energy-dissipating beam extend in the second direction (as shown). Figure 1 The second flange 203 of the non-energy-dissipating beam is connected to the web 201 of the non-energy-dissipating beam at one end in the vertical direction, and the other end in the vertical direction is connected to the web 201 of the non-energy-dissipating beam. Specifically, as shown... Figure 1 and Figure 2 As shown, the web 201 of the non-energy-dissipating beam is a vertically arranged plate, and the first flange 202 and the second flange 203 of the non-energy-dissipating beam are horizontally arranged plates. The web 201 of the non-energy-dissipating beam is connected between the first flange 202 and the second flange 203 of the non-energy-dissipating beam by welding.

[0101] The eccentrically supported energy-dissipating beam is the eccentrically supported energy-dissipating beam 100 in the embodiment of the invention. One end of the eccentrically supported energy-dissipating beam 100 is connected to the first non-energy-dissipating beam 200 in the first direction, and the other end of the eccentrically supported energy-dissipating beam 100 is connected to the second non-energy-dissipating beam 300 in the first direction.

[0102] The following is for reference. Figure 1 , Figure 2 , Figure 4 and Figure 5 The eccentrically supported energy-dissipating beam of an embodiment of the present invention is described in detail.

[0103] like Figure 1 and Figure 2 As shown, the eccentrically supported energy-dissipating beam 100 of this embodiment includes a beam along a first direction (e.g., Figure 1 The first beam segment 1, the second beam segment 2, and the third beam segment 3 are connected sequentially in the left-right direction (as shown). Each of the first beam segment 1, the second beam segment 2, and the third beam segment 3 includes an energy-dissipating beam web 4, an energy-dissipating beam first flange 5, and an energy-dissipating beam second flange 6. Specifically, as shown... Figure 1 As shown, the first beam segment 1 is located to the left of the second beam segment 2, and the third beam segment 3 is located to the right of the second beam segment 2. The energy-dissipating beam web 4 of the first beam segment 1, the energy-dissipating beam web 4 of the second beam segment 2, and the energy-dissipating beam web 4 of the third beam segment 3 are integral structures. The first flange 5 of the energy-dissipating beam of the first beam segment 1, the first flange 5 of the energy-dissipating beam of the second beam segment 2, and the first flange 5 of the energy-dissipating beam of the third beam segment 3 are integral structures. The second flange 6 of the energy-dissipating beam of the first beam segment 1, the second flange 6 of the energy-dissipating beam of the second beam segment 2, and the second flange 6 of the energy-dissipating beam of the third beam segment 3 are integral structures. The energy-dissipating beam web 4, the first flange 5, and the second flange 6 are welded together. It is understood that, in other embodiments, the energy-dissipating beam web 4 of the first beam segment 1, the energy-dissipating beam web 4 of the second beam segment 2, and the energy-dissipating beam web 4 of the third beam segment 3 are welded or bolted together; the first flange 5 of the energy-dissipating beam of the first beam segment 1, the first flange 5 of the energy-dissipating beam of the second beam segment 2, and the first flange 5 of the energy-dissipating beam of the third beam segment 3 are welded or bolted together; the second flange 6 of the energy-dissipating beam of the first beam segment 1, the second flange 6 of the energy-dissipating beam of the second beam segment 2, and the second flange 6 of the energy-dissipating beam of the third beam segment 3 are welded or bolted together; and the energy-dissipating beam web 4, the first flange 5, and the second flange 6 in each of the first beam segment 1, the second beam segment 2, and the third beam segment 3 are an integral structure or are connected by bolts.

[0104] The energy-dissipating beam web 4 extends along a first direction. The cross-sectional area of ​​the energy-dissipating beam web 4 of the first beam segment 1 gradually decreases along the direction towards the second beam segment 2. The cross-sectional area of ​​the energy-dissipating beam web 4 of the second beam segment 2 remains constant along the first direction. The cross-sectional area of ​​the energy-dissipating beam web 4 of the third beam segment 3 gradually decreases along the direction towards the second beam segment 2. Furthermore, the end faces of the energy-dissipating beam web 4 of the first beam segment 1, the second beam segment 2, and the third beam segment 3 in the second direction are located in the same plane, which is orthogonal to the second direction, and the second direction is orthogonal to the first direction. Specifically, as shown... Figure 1As shown, the energy-dissipating beam web 4 is a vertically arranged plate. The dimension of the energy-dissipating beam web 4 in the second beam segment 2 is constant in the vertical direction and horizontal direction. The dimension of the energy-dissipating beam web 4 in the first beam segment 1 gradually decreases to the right in the vertical direction, and the dimension of the rightmost end of the energy-dissipating beam web 4 in the vertical direction is the same as that of the energy-dissipating beam web 4 in the second beam segment 2. The dimension of the energy-dissipating beam web 4 in the vertical direction gradually decreases to the left in the vertical direction, and the dimension of the third beam segment 3 energy-dissipating beam web 4 gradually decreases to the left in the vertical direction. The leftmost end of the energy-dissipating beam web 4 of segment 3 has the same vertical dimension as the energy-dissipating beam web 4 of segment 2. The upper end faces of the energy-dissipating beam web 4 of segment 1, segment 2, and segment 3 are located in the same horizontal plane perpendicular to the vertical direction. The lower end face of the energy-dissipating beam web 4 of segment 1 extends to the right and tilts upward, while the lower end face of the energy-dissipating beam web 4 of segment 3 extends to the left and tilts upward.

[0105] The first flange 5 of the energy-dissipating beam is connected to one end of the web 4 of the energy-dissipating beam in the second direction. Specifically, as shown... Figure 1 and Figure 2 As shown, the first flange 5 of the energy dissipation beam is a horizontally arranged plate, and the first flange 5 of the energy dissipation beam is perpendicular to the vertical direction. The first flange 5 of the energy dissipation beam is located above the web plate 4 of the energy dissipation beam, and the lower end face of the first flange 5 of the energy dissipation beam is welded to the upper end of the web plate 4 of the energy dissipation beam. Preferably, the upper end of the web plate 4 of the energy dissipation beam is connected to the middle part of the first flange 5 of the energy dissipation beam in the front-rear direction.

[0106] The second flange 6 of the energy-dissipating beam is connected to the other end of the web 4 of the energy-dissipating beam in the second direction. Specifically, as shown... Figure 1 and Figure 2 As shown, the second flange 6 of the energy dissipation beam is a horizontally arranged plate. The second flange 6 of the energy dissipation beam is located below the web plate 4 of the energy dissipation beam, and the upper end face of the second flange 6 of the energy dissipation beam is welded to the lower end of the web plate 4 of the energy dissipation beam. Preferably, the lower end of the web plate 4 of the energy dissipation beam is connected to the middle part of the second flange 6 of the energy dissipation beam in the front-rear direction.

[0107] When the energy-dissipating web 4 of the second beam segment 2 undergoes shear plastic deformation strengthening and the shear bearing capacity reaches μ times the fully plastic shear bearing capacity, the first beam segment 1 and the third beam segment 3 reach the fully plastic bending bearing capacity, where μ is a constant ranging from 1.1 to 1.25.

[0108] In this embodiment of the invention, the eccentrically supported energy-dissipating beam needs to form a supporting structural member with at least a first non-energy-dissipating beam and a second non-energy-dissipating beam during use, and then the supporting structural member is installed on the building. The supporting structural member can be an integral structure, or the eccentrically supported energy-dissipating beam, the first non-energy-dissipating beam, and the second non-energy-dissipating beam can exist independently and then be connected during use to form the supporting structural member.

[0109] When an earthquake occurs, in this embodiment of the invention, the eccentrically supported energy-dissipating beam undergoes shear plastic deformation strengthening in the web of the second beam segment, and its shear bearing capacity reaches μ times the fully plastic shear bearing capacity. Simultaneously, the first and third beam segments reach the fully plastic bending bearing capacity. This causes the web of the second beam segment to undergo shear yielding plastic deformation first, followed by plastic deformation in the first and second flanges of the energy-dissipating beams in the first and third beam segments. Therefore, compared to related technologies, the eccentrically supported energy-dissipating beam of this embodiment can avoid excessively rapid decreases in structural stiffness and increases in deformation, resulting in better seismic performance. Furthermore, it avoids excessively rapid decreases in structural stiffness and increases in deformation in the supporting structural members, thus enhancing their seismic performance.

[0110] In some embodiments, the first flange 5 and the second flange 6 of the energy-dissipating beam satisfy the following:

[0111] b f =[h2·t w ·(0.29·μ·l2-0.25·h2)] / [t f ·(h2+t f (1)

[0112] in,

[0113] b f For the first flange 5 or the second flange 6 of the energy-dissipating beam in a third direction (e.g. Figure 2 The dimensions (shown in the front-back direction) are such that the third direction is orthogonal to the first and second directions;

[0114] h2 is the dimension of the energy-dissipating beam web 4 of the second beam segment 2 in the second direction;

[0115] t w The dimensions of the web 4 of the energy-dissipating beam in the third direction;

[0116] l2 is the dimension of the second beam segment 2 in the first direction;

[0117] t f The dimension of the first flange 5 or the second flange 6 of the energy-dissipating beam in the second direction.

[0118] Both the first flange 5 and the second flange 6 of the energy-dissipating beam must satisfy formula (1). When the first flange 5 of the energy-dissipating beam satisfies formula (1), b f t represents the longitudinal dimension of the first flange 5 of the energy-dissipating beam. f Let b be the dimension of the first flange 5 of the energy-dissipating beam in the vertical direction. When the second flange 6 of the energy-dissipating beam satisfies formula (1), b f t represents the longitudinal dimension of the second flange 6 of the energy-dissipating beam.f The dimension of the second flange 6 of the energy-dissipating beam in the vertical direction.

[0119] Since μ is a constant with a value range of 1.1 to 1.25, the parameter formed by 0.29·μ in formula (1) has a value range of 0.319 to 0.3625, preferably 0.33.

[0120] Preferably, such as Figure 1 and Figure 2 As shown, the first flange 5 of the energy-dissipating beams in the first beam segment 1, the second beam segment 2, and the third beam segment 3 has the same and constant dimensions in the longitudinal direction. The second flange 6 of the energy-dissipating beams in the first beam segment 1, the second beam segment 2, and the third beam segment 3 also has the same and constant dimensions in the longitudinal direction, and the first flange 5 and the second flange 6 of the energy-dissipating beams have the same dimensions in the longitudinal direction.

[0121] Preferably, L / 4≤l2≤L / 3, where L is the dimension of the eccentrically supported energy-dissipating beam 100 in the left-right direction.

[0122] When the first flange and the second flange of the energy dissipation beam satisfy formula (1), the energy dissipation beam of the eccentrically supported structure can undergo shear plastic deformation strengthening in the web of the energy dissipation beam in the second beam segment and the shear bearing capacity reaches μ times the fully plastic shear bearing capacity. At this time, the first beam segment and the third beam segment can reach the fully plastic bending bearing capacity. Thus, during an earthquake, the web of the energy dissipation beam in the second beam segment of the eccentrically supported structure will first undergo shear yielding plastic deformation, and the first flange and the second flange of the energy dissipation beam in the first and third beam segments will then undergo plastic deformation.

[0123] In some embodiments, the first flange 5, the second flange 6, and the web 4 of the energy-dissipating beam satisfy the following:

[0124]

[0125] in,

[0126] t w The dimensions of the web 4 of the energy-dissipating beam in the third direction;

[0127] h x The dimension in the second direction is the size of the energy-dissipating beam web 4 of the first beam segment 1 or the energy-dissipating beam web 4 of the third beam segment 3 at any position in the first direction.

[0128] b fThe dimension of the first flange 5 or the second flange 6 of the energy-dissipating beam in the third direction is orthogonal to the first direction and the second direction.

[0129] t f The dimension of the first flange 5 or the second flange 6 of the energy-dissipating beam in the second direction;

[0130] h2 is the dimension of the energy-dissipating beam web 4 of the second beam segment 2 in the second direction;

[0131] x is the distance from any position of the first beam segment 1 or the third beam segment 3 in the first direction to the midpoint of the eccentrically supported energy-dissipating beam 100 in the first direction. In other words, x is the distance from any position of the web 4 of the energy-dissipating beam of the first beam segment 1 or the web 4 of the energy-dissipating beam of the third beam segment 3 in the first direction to the midpoint of the eccentrically supported energy-dissipating beam 100 in the first direction.

[0132] When b f When t is the dimension of the first flange 5 of the energy-dissipating beam in the longitudinal direction, f Let b be the dimension of the first flange 5 of the energy-dissipating beam in the vertical direction. f When t is the dimension of the second flange 6 of the energy-dissipating beam in the longitudinal direction, f The dimension of the second flange 6 of the energy-dissipating beam in the vertical direction.

[0133] When h x When h is the dimension in the vertical direction of any position of the web 4 of the energy-dissipating beam in the left-right direction, x is the distance from the corresponding position of the web 4 of the energy-dissipating beam in the left-right direction to the midpoint of the eccentrically supported energy-dissipating beam 100 in the left-right direction. x When x is the dimension of the web 4 of the energy-dissipating beam in the left-right direction at any position in the left-right direction, x is the distance from the corresponding position of the web 4 of the energy-dissipating beam in the left-right direction to the midpoint of the eccentrically supported energy-dissipating beam 100 in the left-right direction.

[0134] Since μ is a constant with a value range of 1.1 to 1.25, the parameter formed by 2.32·μ in formula (2) has a value range of 2.552 to 2.9, preferably 2.64.

[0135] Preferably, such as Figure 1 As shown, if the dimensions of the first beam segment 1 or the third beam segment 3 are equal in the left and right directions, then the range of values ​​for x is... Where l1 is the dimension of the first beam segment 1 or the third beam segment 3 in the left-right direction. L / 4≤l1≤L / 3, where L is the dimension of the eccentrically supported energy-dissipating beam 100 in the left-right direction.

[0136] When the first flange, the second flange, and the web of the energy dissipation beam satisfy formula (2), the energy dissipation beam of the eccentrically supported structure undergoes shear plastic deformation strengthening in the web of the energy dissipation beam in the second beam segment and the shear bearing capacity reaches μ times the fully plastic shear bearing capacity, the first and third beam segments reach the fully plastic bending bearing capacity. Thus, during an earthquake, the web of the energy dissipation beam in the second beam segment of the eccentrically supported structure undergoes shear yielding plastic deformation first, and the first flange and the second flange of the energy dissipation beam in the first and third beam segments undergo plastic deformation afterwards.

[0137] Meanwhile, formula (2) has a limiting effect on the dimensions of the energy-dissipating beam web 4 of the first beam segment 1 and the energy-dissipating beam web 4 of the third beam segment 3 in the vertical direction at any position in the left-right direction. Therefore, the projection lines of the lower end face of the energy-dissipating beam web 4 of the first beam segment 1 and the lower end face of the energy-dissipating beam web 4 of the third beam segment 3 in the front-back direction are both parabolas.

[0138] In some embodiments, each of the first beam segment 1 and the third beam segment 3 satisfies:

[0139] M Rl ≥V Sm ·x; (3)

[0140] in,

[0141] M Rl The design value of the bending moment resistance of the member in the first beam segment 1 or the third beam segment 3;

[0142] V Sm The fully plastic shear capacity of the second beam segment 2;

[0143] x is the distance from any position of the first beam segment 1 or the third beam segment 3 in the first direction to the midpoint of the energy-dissipating beam of the eccentrically supported structure in the first direction.

[0144] M Rl x corresponds to either the first beam segment 1 or the third beam segment 3 simultaneously; in other words, when M... Rl When M is the design value of the bending moment resistance of the first beam segment 1, x is the distance from any position of the first beam segment 1 in the first direction to the midpoint of the energy dissipation beam of the eccentrically supported structure in the first direction. Rl When x is the design value of the bending moment resistance of the third beam segment 3, x is the distance from any position of the third beam segment 3 in the first direction to the midpoint of the energy dissipation beam of the eccentrically supported structure in the first direction.

[0145] The first beam segment 1 and the third beam segment 3 satisfy formula (3), which enables the energy dissipation beam of the eccentrically supported structure to not undergo flexural plastic deformation before the web of the energy dissipation beam in the second beam segment reaches the fully plastic shear bearing capacity. As a result, during an earthquake, the web of the energy dissipation beam in the second beam segment of the eccentrically supported structure undergoes shear yielding plastic deformation first, and the first flange and the second flange of the energy dissipation beam in the first and third beam segments undergo plastic deformation later.

[0146] In some embodiments, the second beam segment 2 satisfies:

[0147] M Rml ≥V Sm ·l2 / 2; (4)

[0148] in,

[0149] M Rml The design value of the bending moment resistance of the second beam segment 2;

[0150] V Sm The fully plastic shear capacity of the second beam segment 2;

[0151] l2 is the dimension of the second beam segment 2 in the first direction.

[0152] The second beam segment 2 satisfies formula (4), ensuring that the energy-dissipating beam of the eccentrically supported structure does not undergo flexural plastic deformation before the web of the energy-dissipating beam in the second beam segment reaches its fully plastic shear bearing capacity. This allows the web of the energy-dissipating beam in the second beam segment to undergo shear yielding plastic deformation first during an earthquake, followed by plastic deformation of the first and second flanges of the energy-dissipating beams in the first and third beam segments. Preferably, formulas (3) and (4) are satisfied simultaneously.

[0153] In some embodiments, each of the first beam segment 1, the second beam segment 2, and the third beam segment 3 satisfies:

[0154] R l ≥max(S l1 S l2 , ……, S ln (5) and R l / γ RE ≥η·max(S lE1 S lE2 S lEi (6)

[0155] in,

[0156] R l The design value of the component resistance for the first beam segment 1, the second beam segment 2, or the third beam segment 3;

[0157] S lnTo be with R l The design values ​​of the basic combination effect of the non-seismic load for the corresponding first beam segment 1, second beam segment 2, or third beam segment 3;

[0158] n represents the total number of load effect combinations under non-seismic conditions;

[0159] γ RE This is the seismic adjustment coefficient for bearing capacity;

[0160] η is a constant amplification factor, and η is greater than 1;

[0161] S lEi To be with R l Design values ​​of basic combination effects of seismic loads for the corresponding first beam segment 1, second beam segment 2, or third beam segment 3;

[0162] i represents the total number of load effect combinations under seismic conditions.

[0163] When the first beam segment 1 satisfies formulas (5) and (6), R l S represents the design value of the structural resistance of the first beam segment 1. ln S is the design value of the basic combination effect of the non-seismic load for beam segment 1. lEi R is the design value of the basic combination effect of the seismic load for the first beam segment 1. When the second beam segment 2 satisfies formulas (5) and (6), R l S represents the design value of the component resistance of the second beam segment 2. ln S is the design value of the basic combination effect of the non-seismic load for the second beam segment 2. lEi The design value of the basic combination effect of seismic load for the second beam segment 2. When the third beam segment 3 satisfies formulas (5) and (6), R l S represents the design value of the component resistance of the third beam segment 3. ln S is the design value of the basic combination effect of the non-seismic load for the third beam segment 3. lEi The design value of the basic combination effect of seismic load for the third beam segment 3.

[0164] Among them, the component resistance design value R l At least the design values ​​of bending moment resistance, shear force resistance, and axial force resistance of the member are included, along with the corresponding design value S of the basic combination effect of the non-seismic load. ln At least including the design values ​​of bending moment, shear force, and axial force under the basic combination effects of non-seismic loads, and the design value S of the basic combination effects of seismic loads. lEiAt least including the design values ​​of bending moment, shear force, and axial force under the basic combination effect of seismic loads. Taking the first beam segment 1 as an example, when the first beam segment 1 satisfies formulas (5) and (6), each of the member bending moment resistance design values, member shear force resistance design values, and member axial force resistance design values ​​of the first beam segment 1 must satisfy formulas (5) and (6) respectively. Taking the member bending moment resistance design value of the first beam segment 1 as an example, when the member bending moment resistance design value of the first beam segment 1 satisfies formulas (5) and (6), S ln S is the design value of the bending moment under the basic combination effect of the non-seismic load on beam segment 1. lEi The design value of the bending moment under the basic combination effect of seismic load on the first beam segment 1 is given.

[0165] γ RE γ is the seismic adjustment coefficient for bearing capacity. RE The value is determined with reference to the "Code for Seismic Design of Buildings" (GB 50011).

[0166] η is a constant amplification factor. The value of η is determined with reference to the "Code for Seismic Design of Buildings" (GB 50011). The value of η is related to the seismic resistance level of the structure. Preferably, η ≥ 1.3 when the seismic resistance level is 1, η ≥ 1.2 when the seismic resistance level is 2, and η ≥ 1.1 when the seismic resistance level is 3.

[0167] The total number and content of load effect combinations under non-seismic conditions for beam segment 1, beam segment 2, or beam segment 3 are the same. The total number and content of load effect combinations under seismic conditions for beam segment 1, beam segment 2, or beam segment 3 are the same. However, since there is no seismic load participating in the load effect combination under non-seismic conditions, but there is seismic load participating in the load effect combination under seismic conditions, i is greater than n.

[0168] Each of the first, second, and third beam segments satisfies formulas (5) and (6) such that during an earthquake, the web of the energy-dissipating beam in the second beam segment undergoes shear yielding and plastic deformation first, while the first and second flanges of the energy-dissipating beams in the first and third beam segments undergo plastic deformation later.

[0169] In some embodiments, the eccentric support structure energy-dissipating beam 100 of the present invention further includes an energy-dissipating beam stiffening rib 7. The energy-dissipating beam stiffening rib 7 is disposed on the web plate 4 of the energy-dissipating beam and connected between the first flange 5 and the second flange 6 of the energy-dissipating beam. The extending direction of the energy-dissipating beam stiffening rib 7 has an angle with the first direction. There are multiple energy-dissipating beam stiffening ribs 7, and the multiple energy-dissipating beam stiffening ribs 7 are arranged along the first direction.

[0170] like Figure 1 , Figure 2 , Figure 4and Figure 5 As shown, the energy-dissipating beam stiffening rib 7 is a vertical plate extending in the front-to-back direction. Multiple energy-dissipating beam stiffening ribs 7 are provided on both the front and back sides of the energy-dissipating beam web 4, and the multiple energy-dissipating beam stiffening ribs 7 on each side are arranged in the left-to-right direction. The multiple energy-dissipating beam stiffening ribs 7 on the front and back sides of the energy-dissipating beam web 4 are arranged in a one-to-one correspondence. The upper end of the energy-dissipating beam stiffening rib 7 is connected to the first flange 5 of the energy-dissipating beam, and the lower end of the energy-dissipating beam stiffening rib 7 is connected to the second flange 6 of the energy-dissipating beam. The dimensions of the multiple energy-dissipating beam stiffening ribs 7 in the vertical direction change with the distance between the first flange 5 and the second flange 6 of the energy-dissipating beam.

[0171] The energy-dissipating beam stiffening rib 7 includes a first energy-dissipating beam stiffening rib 71 and a second energy-dissipating beam stiffening rib 72. The angle between the extension direction of the first energy-dissipating beam stiffening rib 71 and the left-right direction is 90°, and the angle between the extension direction of the second energy-dissipating beam stiffening rib 72 and the left-right direction is an acute or obtuse angle. Multiple first energy-dissipating beam stiffening ribs 71 and multiple second energy-dissipating beam stiffening ribs 72 are provided on both the front and rear sides of the web plate 4 of the energy-dissipating beam. The multiple first energy-dissipating beam stiffening ribs 71 are arranged at intervals along the left-right direction, and the second energy-dissipating beam stiffening ribs 72 are located at one end of the first beam segment 1 connecting the second beam segment 2 and the third beam segment 3. Section 3 connects to one end of the second beam section 2. In other words, the right end of the first beam section 1 and the left end of the third beam section 3 are respectively provided with corresponding second energy-dissipating beam stiffening ribs 72. The second energy-dissipating beam stiffening ribs 72 are located between two adjacent first energy-dissipating beam stiffening ribs 71, and the lower end of the second energy-dissipating beam stiffening ribs 72 is connected to the first energy-dissipating beam stiffening ribs 71 located in the direction towards the second beam section 2, and is also connected to the second flange 6 of the energy-dissipating beam. The upper end of the second energy-dissipating beam stiffening ribs 72 is connected to the first energy-dissipating beam stiffening ribs 71 located in the direction away from the second beam section 2, and is also connected to the first flange 5 of the energy-dissipating beam.

[0172] Stiffening ribs in energy-dissipating beams can enhance the structural strength of energy-dissipating beams in eccentrically supported structures and prevent stress concentration.

[0173] It is understood that the energy dissipation beam stiffening rib is not limited to including the first energy dissipation beam stiffening rib and the second energy dissipation beam stiffening rib. In other embodiments, the energy dissipation beam stiffening rib may also include only the first energy dissipation beam stiffening rib. In other words, the angle between the extension direction of the energy dissipation beam stiffening rib and the left-right direction is 90°.

[0174] In some embodiments, the web 4, the first flange 5, and the second flange 6 of the energy-dissipating beam are made of Q235 steel or Q345 steel.

[0175] The steel grades of the web 4, the first flange 5, and the second flange 6 of the energy-dissipating beam can be the same or different.

[0176] The following is for reference. Figures 1-5 The supporting structural components of embodiments of the present invention are described in detail.

[0177] like Figure 1 and Figure 2 As shown, the first non-energy-dissipating beam 200 is connected to the left end of the eccentrically supported energy-dissipating beam 100, and the second non-energy-dissipating beam 300 is connected to the right end of the eccentrically supported energy-dissipating beam 100. The first flange 202 of the non-energy-dissipating beam is connected to the first flange 5 of the energy-dissipating beam, and the first flange 202 of the non-energy-dissipating beam and the first flange 5 of the energy-dissipating beam are located in the same plane orthogonal to the vertical direction. The second flange 203 of the non-energy-dissipating beam is connected to the second flange 6 of the energy-dissipating beam, and the web 201 of the non-energy-dissipating beam is connected to the web 4 of the energy-dissipating beam.

[0178] The first flange 202 of the non-energy-dissipating beam, the second flange 203 of the non-energy-dissipating beam, the first flange 5 of the energy-dissipating beam, and the second flange 6 of the energy-dissipating beam have the same dimensions in the vertical direction.

[0179] The first flange 202 and the second flange 203 of the non-energy-dissipating beam have a constant segment and a transition segment connected sequentially in the left-right direction. The constant segment has a constant dimension in the front-back direction along the left-right direction and is larger than the front-back dimensions of the first flange 5 and the second flange 6 of the energy-dissipating beam. One end of the transition segment in the left-right direction is connected to the constant segment, and the other end is connected to either the first flange 5 or the second flange 6 of the energy-dissipating beam. The transition segment located at the left end of the eccentrically supported energy-dissipating beam 100 has a gradually decreasing dimension in the front-back direction from left to right, and the transition segment located at the right end of the eccentrically supported energy-dissipating beam 100 has a gradually decreasing dimension in the front-back direction from right to left. The constant segments of the first flange 202 and the second flange 203 of the non-energy-dissipating beam have the same dimension in the front-back direction.

[0180] The non-energy-dissipating beam web 201 and the energy-dissipating beam web 4 have the same dimensions in the front-to-back direction.

[0181] The dimensions of the first non-energy-dissipating beam 200 in the left-right direction can be the same as or different from those of the second non-energy-dissipating beam 300 in the left-right direction.

[0182] The first flange 202 of the non-energy-dissipating beam and the first flange 5 of the energy-dissipating beam can be connected integrally, or they can be connected by setting a connecting plate on the upper and lower sides of the first flange 202 of the non-energy-dissipating beam and the first flange 5 of the energy-dissipating beam respectively. In other words, the connection position of the first flange 202 of the non-energy-dissipating beam and the first flange 5 of the energy-dissipating beam is sandwiched between two connecting plates, and the two connecting plates are connected to the first flange 202 of the non-energy-dissipating beam and the first flange 5 of the energy-dissipating beam respectively by bolts or rivets.

[0183] Similarly, the second flange 203 of the non-energy-dissipating beam and the second flange 6 of the energy-dissipating beam can be connected integrally, or they can be connected by setting a connecting plate on the upper and lower sides of the second flange 203 of the non-energy-dissipating beam and the second flange 6 of the energy-dissipating beam and passing bolts through it; the web plate 201 of the non-energy-dissipating beam and the web plate 4 of the energy-dissipating beam can be connected integrally, or they can be connected by setting a connecting plate on the front and rear sides of the web plate 201 of the non-energy-dissipating beam and the web plate 4 of the energy-dissipating beam and passing bolts through it.

[0184] When the first flange 202 and the first flange 5 of the non-energy-dissipating beam, the second flange 203 and the second flange 6 of the non-energy-dissipating beam, and the web 201 and the web 4 of the non-energy-dissipating beam are all connected by connecting plates and bolts, the first non-energy-dissipating beam 200, the second non-energy-dissipating beam 300 and the eccentric support structure energy-dissipating beam 100 can be independent components before being installed on the building. The first non-energy-dissipating beam 200, the second non-energy-dissipating beam 300 and the eccentric support structure energy-dissipating beam 100 only need to be connected before the support structure components are used.

[0185] In some embodiments, the non-energy-dissipating beam web 201 and the eccentrically supported energy-dissipating beam 100 satisfy the following:

[0186]

[0187] in,

[0188] t w The dimensions of the web 4 of the energy-dissipating beam in the third direction;

[0189] h1 is the dimension of the non-energy-dissipating beam web 201 in the second direction;

[0190] b f The dimension of the first flange 5 or the second flange 6 of the energy-dissipating beam in the third direction is orthogonal to the first direction and the second direction.

[0191] t f The dimension of the first flange 5 or the second flange 6 of the energy-dissipating beam in the second direction;

[0192] h2 is the dimension of the energy-dissipating beam web 4 of the second beam segment 2 in the second direction;

[0193] L is the dimension of the eccentrically supported energy-dissipating beam 100 in the first direction.

[0194] In b f When t is the dimension of the first flange 5 of the energy-dissipating beam in the longitudinal direction, f The dimension of the first flange 5 of the energy-dissipating beam in the vertical direction is shown in b. f When t is the dimension of the second flange 6 of the energy-dissipating beam in the longitudinal direction, fh1 represents the vertical dimension of the second flange 6 of the energy-dissipating beam. h1 is also the maximum vertical dimension of the web 4 of the energy-dissipating beam.

[0195] Since μ is a constant with a value range of 1.1 to 1.25, the parameter formed by 1.16 μ in formula (7) has a value range of 1.276 to 1.45, preferably 1.32.

[0196] The non-energy-dissipating beam web 201 and the eccentrically supported energy-dissipating beam 100 satisfy formula (7) so that the eccentrically supported energy-dissipating beam can undergo shear plastic deformation strengthening in the energy-dissipating beam web of the second beam segment and the shear bearing capacity reaches μ times the fully plastic shear bearing capacity. At this time, the first beam segment and the third beam segment reach the fully plastic bending bearing capacity. Thus, during an earthquake, the energy-dissipating beam web of the second beam segment of the eccentrically supported energy-dissipating beam will first undergo shear yielding plastic deformation, and the first flange and the second flange of the energy-dissipating beam of the first and third beam segments will then undergo plastic deformation.

[0197] In some embodiments, each of the first non-energy-dissipating beam 200 and the second non-energy-dissipating beam 300 satisfies:

[0198] M′ Rl ≥V Sm ·L / 2 (8)

[0199] in,

[0200] M′ Rl The design value of the bending moment resistance of the component at the connection between the first non-energy-dissipating beam 200 and the eccentrically supported energy-dissipating beam 100, or the design value of the bending moment resistance of the component at the connection between the second non-energy-dissipating beam 300 and the eccentrically supported energy-dissipating beam 100.

[0201] V Sm The fully plastic shear capacity of the second beam segment 2;

[0202] L is the dimension of the eccentrically supported energy-dissipating beam 100 in the first direction.

[0203] The first non-energy-dissipating beam 200 and the second non-energy-dissipating beam 300 satisfy formula (8) so that the energy-dissipating beam of the eccentrically supported structure can undergo shear plastic deformation strengthening in the web of the energy-dissipating beam in the second beam segment and the shear bearing capacity reaches μ times the fully plastic shear bearing capacity. At this time, the first beam segment and the third beam segment can reach the fully plastic bending bearing capacity. Thus, during an earthquake, the web of the energy-dissipating beam in the second beam segment of the eccentrically supported structure will first undergo shear yielding plastic deformation, and the first flange and the second flange of the energy-dissipating beam in the first and third beam segments will then undergo plastic deformation.

[0204] Preferably, the supporting structural members simultaneously satisfy formulas (1), (2), (3), (4), (7), and (8) so that during an earthquake, the web of the energy-dissipating beam in the second beam segment of the eccentrically supported energy-dissipating beam undergoes shear yielding plastic deformation first, followed by plastic deformation of the first and second flanges of the energy-dissipating beams in the first and third beam segments. It is understood that in other embodiments, the supporting structural members may also satisfy some of the formulas in formulas (1), (2), (3), (4), (7), and (8).

[0205] In some embodiments, each of the first non-energy-dissipating beam 200 and the second non-energy-dissipating beam 300 satisfies:

[0206] R b ≥max(S b1 S b2 S bn (9)

[0207] and R b / γ RE ≥η·max(S bE1 S bE2 S bEi (10)

[0208] in,

[0209] R b The component resistance design value is the first non-energy-dissipating beam 200 or the second non-energy-dissipating beam 300.

[0210] S bn To be with R b The design values ​​of the basic combination effect of the non-seismic load for the corresponding first non-energy-dissipating beam 200 or the second non-energy-dissipating beam 300;

[0211] n represents the total number of load effect combinations under non-seismic conditions;

[0212] γ RE This is the seismic adjustment coefficient for bearing capacity;

[0213] η is a constant amplification factor, and η is greater than 1;

[0214] S bEi To be with R b Design values ​​of basic combination effects of seismic loads for the corresponding first non-energy-dissipating beam 200 or second non-energy-dissipating beam 300;

[0215] i represents the total number of load effect combinations under seismic conditions.

[0216] In R b When S is the design value of the component resistance of the first non-energy-dissipating beam 200,bn S is the design value of the basic combination effect of the non-seismic load for the first non-energy-dissipating beam 200. bEi The design value of the basic combination effect of the seismic load for the first non-energy-dissipating beam 200 is given; in R b When S is the design value of the component resistance of the second non-energy-dissipating beam 300, bn S is the design value of the basic combination effect of the non-seismic load for the second non-energy-dissipating beam 300. bEi The design value of the basic combination effect of the seismic load for the second non-energy-dissipating beam 300 is given.

[0217] Among them, the component resistance design value R b At least the design values ​​of bending moment resistance, shear force resistance, and axial force resistance of the member are included, along with the corresponding design value S of the basic combination effect of the non-seismic load. bn At least including the design values ​​of bending moment, shear force, and axial force under the basic combination effects of non-seismic loads, and the design value S of the basic combination effects of seismic loads. bEi At least including the design values ​​of bending moment, shear force, and axial force under the basic combination effect of seismic loads. Taking the first non-energy-dissipating beam 200 as an example, when the first non-energy-dissipating beam 200 satisfies formulas (9) and (10), each of the member bending moment resistance design values, member shear force resistance design values, and member axial force resistance design values ​​of the first non-energy-dissipating beam 200 must satisfy formulas (9) and (10) respectively. Taking the member bending moment resistance design value of the first non-energy-dissipating beam 200 as an example, when the member bending moment resistance design value of the first non-energy-dissipating beam 200 satisfies formulas (9) and (10), S bn S is the design value of the bending moment under the basic combination effect of the non-seismic load on the first non-energy-dissipating beam 200. bEi The design value of the bending moment under the basic combination effect of the seismic load on the first non-energy-dissipating beam 200 is given.

[0218] The total number and content of load effect combinations under non-seismic conditions for the first non-energy-dissipating beam 200 and the second non-energy-dissipating beam 300 are the same as the total number and content of load effect combinations under non-seismic conditions for the first beam segment 1, the second beam segment 2, or the third beam segment 3. The total number and content of load effect combinations under seismic conditions for the first non-energy-dissipating beam 200 and the second non-energy-dissipating beam 300 are the same as the total number and content of load effect combinations under seismic conditions for the first beam segment 1, the second beam segment 2, or the third beam segment 3.

[0219] Each of the first non-energy-dissipating beam 200 and the second non-energy-dissipating beam 300 satisfies formulas (9) and (10) such that during an earthquake, the web of the energy-dissipating beam in the second beam segment of the eccentrically supported structure undergoes shear yielding plastic deformation first, and the first flange and the second flange of the energy-dissipating beam in the first and third beam segments undergo plastic deformation subsequently.

[0220] In some embodiments, the supporting structure component of the present invention further includes a support beam 400, and there are at least two support beams 400, one of which is connected to a first non-energy-dissipating beam 200, and the other of which is connected to a second non-energy-dissipating beam 300, and the one support beam 400 and the other support beam 400 extend along a second direction and are inclined in a direction that is relatively far apart.

[0221] like Figure 1 As shown, the supporting structure has two supporting beams 400, which are spaced apart in the left-right direction. The supporting beam 400 on the left is connected to the lower end face of the second flange 203 of the non-energy-dissipating beam of the first non-energy-dissipating beam 200, and extends downward and tilts to the left. The supporting beam 400 on the right is connected to the lower end face of the second flange 203 of the non-energy-dissipating beam of the second non-energy-dissipating beam 300, and extends downward and tilts to the right. The extension direction of the left supporting beam 400 has a first angle with the left-right direction, and the extension direction of the right supporting beam 400 has a second angle with the left-right direction. The first angle and the second angle can be the same or different.

[0222] Support beams are used to connect the building's frame columns.

[0223] In some embodiments, each of the first non-energy-dissipating beam 200 and the second non-energy-dissipating beam 300 further includes a non-energy-dissipating beam stiffener 204, which is disposed on the web 201 of the non-energy-dissipating beam and connected between the first flange 202 and the second flange 203 of the non-energy-dissipating beam, and the extending direction of the non-energy-dissipating beam stiffener 204 has an angle with the first direction.

[0224] like Figures 1-3 As shown, the non-energy-dissipating beam stiffening rib 204 is a vertical plate extending in the front-rear direction. Non-energy-dissipating beam stiffening ribs 204 are provided on both the front and rear sides of the non-energy-dissipating beam web 201. When there are multiple non-energy-dissipating beam stiffening ribs 204 on each side of the non-energy-dissipating beam web 201, the multiple non-energy-dissipating beam stiffening ribs 204 on each side are arranged in the left-right direction, and the multiple non-energy-dissipating beam stiffening ribs 204 on the front and rear sides of the non-energy-dissipating beam web 201 are arranged in a one-to-one correspondence. The upper end of the non-energy-dissipating beam stiffening rib 204 is connected to the first flange 202 of the non-energy-dissipating beam, and the lower end of the non-energy-dissipating beam stiffening rib 204 is connected to the second flange 203 of the non-energy-dissipating beam.

[0225] The non-energy-dissipating beam stiffener 204 includes a first non-energy-dissipating beam stiffener 2041 and a second non-energy-dissipating beam stiffener 2042. The angle between the extension direction of the first non-energy-dissipating beam stiffener 2041 and the left-right direction is 90°, and the angle between the extension direction of the second non-energy-dissipating beam stiffener 2042 and the left-right direction is an acute angle or an obtuse angle.

[0226] The web of the non-energy-dissipating beam 201 is provided with multiple first non-energy-dissipating beam stiffeners 2041 and at least one second non-energy-dissipating beam stiffener 2042 on both its front and rear sides. The multiple first non-energy-dissipating beam stiffeners 2041 are arranged at intervals along the left-right direction. The second non-energy-dissipating beam stiffeners 2042 are located at one end of the energy-dissipating beam 100 connecting the first non-energy-dissipating beam 200 and one end of the energy-dissipating beam 100 connecting the second non-energy-dissipating beam 300. In other words, the right end of the first non-energy-dissipating beam 200 and the left end of the second non-energy-dissipating beam 300 are respectively provided with corresponding first non-energy-dissipating beam stiffeners 2041 and second non-energy-dissipating beam stiffeners 2042. The second non-energy-dissipating beam stiffener 2042 is located between two adjacent first non-energy-dissipating beam stiffeners 2041. The lower end of the second non-energy-dissipating beam stiffener 2042 is connected to the first non-energy-dissipating beam stiffener 2041 located in the direction away from the eccentric support structure energy-dissipating beam 100, and is also connected to the second flange 203 of the non-energy-dissipating beam. The upper end of the second non-energy-dissipating beam stiffener 2042 is connected to the first non-energy-dissipating beam stiffener 2041 located in the direction towards the eccentric support structure energy-dissipating beam 100, and is also connected to the first flange 202 of the non-energy-dissipating beam.

[0227] Since the distance between the first flange 202 and the second flange 203 of the non-energy-dissipating beam in the vertical direction is constant, the multiple first non-energy-dissipating beam stiffeners 2041 have the same size in the vertical direction, and the multiple second non-energy-dissipating beam stiffeners 2042 have the same size in the vertical direction with the same included angle with the left and right directions.

[0228] Non-energy-dissipating beam stiffeners can enhance the structural strength of supporting structural members and prevent stress concentration.

[0229] It is understood that the non-energy-dissipating beam stiffener is not limited to including the first non-energy-dissipating beam stiffener and the second non-energy-dissipating beam stiffener. In other embodiments, the non-energy-dissipating beam stiffener may also include only the first non-energy-dissipating beam stiffener. In other words, the angle between the extension direction of the first non-energy-dissipating beam stiffener and the left-right direction is 90°.

[0230] In some embodiments, a non-energy-dissipating beam stiffening rib 204 is provided at the connection position between the eccentric support structure energy-dissipating beam 100 and the first non-energy-dissipating beam 200, and a non-energy-dissipating beam stiffening rib 204 is provided at the connection position between the eccentric support structure energy-dissipating beam 100 and the second non-energy-dissipating beam 300.

[0231] In the description of this invention, it should be understood that the terms "upper", "lower", "front", "rear", "left", "right", "vertical", "horizontal", etc., indicate the orientation or positional relationship based on the orientation or positional relationship shown in the accompanying drawings. They are only for the convenience of describing this invention and simplifying the description, and do not 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 limiting this invention.

[0232] Furthermore, the terms "first" and "second" are used only to distinguish components and should not be construed as indicating or implying relative importance or implicitly specifying the number of indicated technical features. 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.

[0233] 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.

[0234] 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.

[0235] 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.

[0236] 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. Any changes, modifications, substitutions and variations made to the above embodiments by those skilled in the art are within the protection scope of the present invention.

Claims

1. An energy-dissipating beam with an eccentrically supported structure, characterized in that, Includes a first beam segment (1), a second beam segment (2), and a third beam segment (3) connected sequentially along a first direction, each of the first beam segment (1), the second beam segment (2), and the third beam segment (3) comprising: The energy-dissipating beam web (4) extends along the first direction. The cross-sectional area of ​​the energy-dissipating beam web (4) of the first beam segment (1) gradually decreases along the direction toward the second beam segment (2). The cross-sectional area of ​​the energy-dissipating beam web (4) of the second beam segment (2) is constant along the first direction. The cross-sectional area of ​​the energy-dissipating beam web (4) of the third beam segment (3) gradually decreases along the direction toward the second beam segment (2). The end face of the energy-dissipating beam web (4) of the first beam segment (1) at one end in the second direction, the end face of the energy-dissipating beam web (4) of the second beam segment (2) at one end in the second direction, and the end face of the energy-dissipating beam web (4) of the third beam segment (3) at one end in the second direction are located in the same plane. The plane is orthogonal to the second direction, and the second direction is orthogonal to the first direction. The first flange (5) of the energy dissipation beam is connected to one end of the web (4) of the energy dissipation beam in the second direction; The second flange (6) of the energy dissipation beam is connected to the other end of the web (4) of the energy dissipation beam in the second direction; In the second beam segment (2), the energy-dissipating beam web (4) undergoes shear plastic deformation strengthening and the shear bearing capacity reaches When the fully plastic shear bearing capacity is doubled, the first beam segment (1) and the third beam segment (3) reach the fully plastic bending bearing capacity. It is a constant whose value ranges from 1.1 to 1.25; Each of the first beam segment (1) and the third beam segment (3) satisfies: ； in, The design value of the bending moment resistance of the first beam segment (1) or the third beam segment (3); The fully plastic shear capacity of the second beam segment (2); The distance from any position of the first beam segment (1) or the third beam segment (3) in the first direction to the midpoint of the energy-dissipating beam of the eccentric support structure in the first direction; The second beam segment (2) satisfies: ； in, The design value of the bending moment resistance of the second beam segment (2) is given. The fully plastic shear capacity of the second beam segment (2); The dimension of the second beam segment (2) in the first direction; The first flange (5) and the second flange (6) of the energy-dissipating beam satisfy the following: ； in, The dimension of the first flange (5) or the second flange (6) of the energy dissipation beam in a third direction, the third direction being orthogonal to the first direction and the second direction; The dimension of the energy-dissipating beam web (4) of the second beam segment (2) in the second direction; The dimension of the web (4) of the energy-dissipating beam in the third direction; The dimension of the second beam segment (2) in the first direction; The dimension of the first flange (5) or the second flange (6) of the energy dissipation beam in the second direction; The first flange (5), the second flange (6), and the web (4) of the energy-dissipating beam satisfy the following: ； in, The dimension of the web (4) of the energy-dissipating beam in a third direction is orthogonal to the first direction and the second direction; The dimension of the energy-dissipating beam web (4) of the first beam segment (1) or the energy-dissipating beam web (4) of the third beam segment (3) in the second direction at any position in the first direction; The dimension of the first flange (5) or the second flange (6) of the energy dissipation beam in a third direction, the third direction being orthogonal to the first direction and the second direction; The dimension of the first flange (5) or the second flange (6) of the energy dissipation beam in the second direction; The dimension of the energy-dissipating beam web (4) of the second beam segment (2) in the second direction; The distance is the distance from any position of the first beam segment (1) or the third beam segment (3) in the first direction to the midpoint of the energy-dissipating beam of the eccentric support structure in the first direction.

2. The eccentrically supported energy-dissipating beam according to claim 1, characterized in that, Each of the first beam segment (1), the second beam segment (2), and the third beam segment (3) satisfies: ； as well as ； in, The component resistance design value is the first beam segment (1), the second beam segment (2), or the third beam segment (3); To and The design values ​​of the basic combination effect of the non-seismic load for the corresponding first beam segment (1), second beam segment (2), or third beam segment (3); This represents the total number of load effect combinations under non-seismic conditions. This is the seismic adjustment coefficient for bearing capacity; The constant amplification factor is... Greater than 1; To and The design value of the basic combination effect of the seismic load for the corresponding first beam segment (1), second beam segment (2) or third beam segment (3); This represents the total number of load effect combinations under seismic conditions.

3. The eccentrically supported energy-dissipating beam according to any one of claims 1-2, characterized in that, It also includes energy-dissipating beam stiffening ribs (7), which are provided on the web plate (4) of the energy-dissipating beam and connected between the first flange (5) and the second flange (6) of the energy-dissipating beam. The extension direction of the energy-dissipating beam stiffening ribs (7) has an angle with the first direction. There are multiple energy-dissipating beam stiffening ribs (7), and the multiple energy-dissipating beam stiffening ribs (7) are arranged along the first direction.

4. A supporting structural member, characterized in that, include: A first non-energy-dissipating beam (200) and a second non-energy-dissipating beam (300), each of the first non-energy-dissipating beam (200) and the second non-energy-dissipating beam (300) includes a non-energy-dissipating beam web (201), a non-energy-dissipating beam first flange (202) and a non-energy-dissipating beam second flange (203), the non-energy-dissipating beam web (201) extending along a first direction, the non-energy-dissipating beam first flange (202) being connected to one end of the non-energy-dissipating beam web (201) in a second direction, and the non-energy-dissipating beam second flange (203) being connected to the other end of the non-energy-dissipating beam web (201) in the second direction; An eccentrically supported energy-dissipating beam, wherein the eccentrically supported energy-dissipating beam is any one of the eccentrically supported energy-dissipating beams (100) according to any one of claims 1-3, wherein the eccentrically supported energy-dissipating beam (100) is connected to the first non-energy-dissipating beam (200) at one end in the first direction, and the eccentrically supported energy-dissipating beam (100) is connected to the second non-energy-dissipating beam (300) at the other end in the first direction.

5. The supporting structural member according to claim 4, characterized in that, The non-energy-dissipating beam web (201) and the eccentrically supported energy-dissipating beam (100) satisfy the following: ； in, The dimension of the web (4) of the energy-dissipating beam in a third direction is orthogonal to the first direction and the second direction; The dimension of the non-energy-dissipating beam web (201) in the second direction; The dimension of the first flange (5) or the second flange (6) of the energy dissipation beam in a third direction, the third direction being orthogonal to the first direction and the second direction; The dimension of the first flange (5) or the second flange (6) of the energy-dissipating beam in the second direction; The dimension of the energy-dissipating beam web (4) of the second beam segment (2) in the second direction; The dimension of the energy-dissipating beam (100) of the eccentric support structure in the first direction.

6. The supporting structural member according to claim 4, characterized in that, Each of the first non-energy-dissipating beam (200) and the second non-energy-dissipating beam (300) satisfies: in, The design value of the bending moment resistance of the component at the connection between the first non-energy-dissipating beam (200) and the eccentric support structure energy-dissipating beam (100) or the design value of the bending moment resistance of the component at the connection between the second non-energy-dissipating beam (300) and the eccentric support structure energy-dissipating beam (100); The fully plastic shear capacity of the second beam segment (2); The dimension of the energy-dissipating beam (100) of the eccentric support structure in the first direction.

7. The supporting structural member according to claim 4, characterized in that, Each of the first non-energy-dissipating beam (200) and the second non-energy-dissipating beam (300) satisfies: ;as well as ； in, The component resistance design value is the first non-energy-dissipating beam (200) or the second non-energy-dissipating beam (300); To and The design value of the basic combination effect of the non-seismic load for the corresponding first non-energy-dissipating beam (200) or the second non-energy-dissipating beam (300); This represents the total number of load effect combinations under non-seismic conditions. This is the seismic adjustment coefficient for bearing capacity; The constant amplification factor is... Greater than 1; To and The design value of the basic combination effect of the seismic load for the corresponding first non-energy-dissipating beam (200) or the second non-energy-dissipating beam (300); This represents the total number of load effect combinations under seismic conditions.

8. The supporting structural member according to any one of claims 4-7, characterized in that, It also includes support beams (400), of which there are at least two, one of which is connected to the first non-energy-dissipating beam (200), and the other of which is connected to the second non-energy-dissipating beam (300), and one of the support beams (400) and the other of which extend along the second direction and are inclined in a relatively distant direction.

9. The supporting structural member according to any one of claims 4-7, characterized in that, Each of the first non-energy-dissipating beam (200) and the second non-energy-dissipating beam (300) further includes a non-energy-dissipating beam stiffener (204), which is disposed on the web (201) of the non-energy-dissipating beam and connected between the first flange (202) and the second flange (203) of the non-energy-dissipating beam, and the extension direction of the non-energy-dissipating beam stiffener (204) has an angle with the first direction.

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