CN115467466A - Coupling beam structure and rigidity calculation method of coupling beam structure - Google Patents
Coupling beam structure and rigidity calculation method of coupling beam structure Download PDFInfo
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- E04B1/18—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons
- E04B1/24—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons the supporting parts consisting of metal
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- E04B1/18—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons
- E04B1/24—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons the supporting parts consisting of metal
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- E04C—STRUCTURAL ELEMENTS; BUILDING MATERIALS
- E04C3/00—Structural elongated elements designed for load-supporting
- E04C3/02—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces
- E04C3/04—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces of metal
- E04C2003/0404—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces of metal beams, girders, or joists characterised by cross-sectional aspects
- E04C2003/0408—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces of metal beams, girders, or joists characterised by cross-sectional aspects characterised by assembly or the cross-section
- E04C2003/0413—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces of metal beams, girders, or joists characterised by cross-sectional aspects characterised by assembly or the cross-section being built up from several parts
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Abstract
The invention relates to the technical field of constructional engineering and structural earthquake resistance, in particular to a coupling beam structure, which comprises: the energy dissipation plate comprises an I-shaped beam, an energy dissipation plate, a connecting piece and a stiffening rib assembly, wherein the I-shaped beam comprises flanges and a web, one side of the energy dissipation plate is connected with the web, the connecting plate is connected with the other side of the energy dissipation plate, a yield area is arranged in the middle of the energy dissipation plate, and two ends of the stiffening rib assembly are respectively connected with the two flanges of the I-shaped beam in a detachable mode. The coupling beam structure of the invention can realize plastic energy dissipation through the energy dissipation plate under the action of a small earthquake, provide additional damping ratio of the structure and provide rigidity through the common I-beam. Under the action of a larger earthquake, the I-shaped beam can be designed to also enter plastic energy consumption, so that the energy consumption capability of the structure is improved. After the earthquake, the components can be replaced by bolts. The invention can adopt the I-shaped beam for superposition, has stable performance and simple manufacturing process, can be widely applied to the engineering field and has good application prospect and technical and economic benefits.
Description
Technical Field
The invention relates to the technical field of constructional engineering and structural earthquake resistance, in particular to a coupling beam structure and a rigidity calculation method of the coupling beam structure.
Background
The high-rise building can improve the anti-seismic energy-dissipation capacity of the structure by arranging the energy-dissipation coupling beam, the high-rise building coupling beam usually has smaller span height and larger shear effect, and the steel coupling beam capable of yielding in shearing has better energy-dissipation effect. When the earthquake action is larger, the steel connecting beam generates shearing yield and concentrated plasticity, and the rest parts of the structure are protected from being greatly damaged. However, in order to provide a certain rigidity under the action of a small earthquake, the steel coupling beam is generally designed to be subjected to a medium earthquake or a large earthquake, cannot exert an energy consumption effect under the action of a small earthquake, and once yielding occurs, the equivalent rigidity is reduced.
In order to solve the above problems, in the prior invention, for example, chinese patent CN104805958 discloses a two-step yielding energy-consuming steel coupling beam applied to a coupled shear wall structure, which includes a yielding i-beam in the middle and a yielding i-beam sleeved outside, both the yielding i-beam and the yielding i-beam are connected to an end plate, the steel coupling beam can also continue to provide rigidity after yielding, but two steel plates need to be welded in a short distance between both sides of the yielding beam in the middle to form the yielding beam, which is not easy to be realized in engineering, and the end plate connection is mainly used for semi-rigid connection in engineering, and is difficult to transmit the shear force generated by bending moment and generate the yielding under the design target, and at the same time, the yielding beam in the middle is difficult to be replaced.
Disclosure of Invention
The object of the present invention is to solve at least the problems of difficulty in transferring shear force generated by bending moment and generating shear yield at a design target. The purpose is realized by the following technical scheme:
a first aspect of the present invention provides a coupling beam structure, including:
the I-shaped beam comprises two flanges which are oppositely arranged and a web plate for connecting the two flanges;
the energy dissipation plate is connected with the web plate at one side;
the connecting plate is connected with the other side of the energy consumption plate;
the connecting piece sequentially penetrates through the connecting plate, the energy consumption plate and the web plate and detachably connects the connecting plate, the energy consumption plate and the web plate;
the two ends of the stiffening rib assembly are respectively connected with the two flanges of the I-shaped beam in a detachable mode;
and a yielding area is arranged in the middle of the energy consumption plate along the direction from one end part of the I-beam to the other end part, and the cross section area of the yielding area is smaller than that of the two ends of the energy consumption plate.
According to the connecting beam structure, the energy dissipation plate is fixed on one side of the web plate of the I-beam through the connecting piece, the energy dissipation plate is subjected to yielding under the action of smaller earthquake or wind load to provide energy dissipation capacity, and the I-beam keeps elasticity under the action of smaller earthquake or wind load to provide structural rigidity bearing capacity. Through setting up the stiffening rib subassembly, can restrict the web of even beam structure and warp outside the plane, for even beam structure provides stable buckling restraint, make the web approximate plane internal stress, further improved the ductility and the power consumption ability of even beam under earthquake or wind load effect. The middle part of the energy consumption plate is provided with a yield area, the cross section area of the yield area is smaller than the cross section areas of the two ends of the energy consumption plate, namely the cross section area of the energy consumption plate is reduced along the direction from the two ends to the middle in a certain range, the cross section weakened in the middle part enables the energy consumption plate to enter plastic yield more easily under the action of shearing force, the two ends of the energy consumption plate are connected with the I-shaped beam through connecting pieces at the connecting plates, the connecting pieces and the damaged energy consumption plate can be disassembled after the earthquake, the replacement after the earthquake can be realized, the structure is simple, and the engineering popularization is easy.
In addition, the coupling beam structure according to the present invention may further have the following additional technical features:
in some embodiments of the invention, the coupling beam structure further includes a rubber layer, and the rubber layer is sandwiched between two ends of the energy dissipation plate and the web.
In some embodiments of the present invention, the stiffening rib assembly includes a stiffening rib and a supporting plate, two ends of the supporting plate are fixed on two flanges through a stiffening rib connecting piece, the stiffening rib is fixedly connected with the supporting plate, and the stiffening rib is close to but not fixedly connected with the energy dissipation plate.
In some embodiments of the invention, the connector is a connecting bolt.
The second aspect of the present invention provides a stiffness calculation method for a coupling beam structure, which is applied to the coupling beam structure, and includes the following steps:
calculating the rigidity K of the coupling beam structure according to the rigidity K of the original coupling beam 1 Adjusting the structural size of the coupling beam to K 1 ＞K；
Calculating the first yield force F 1 ；
Calculating a first yield displacement D 1y By a first yield displacement D 1y Yield displacement D of original coupling beam y Comparing and adjusting the shapes of the energy consumption plate and the I-beam of the coupling beam structure until D 1y ＜D y 。
According to the rigidity calculation method of the coupling beam structure, the rigidity K of the original coupling beam and the yield displacement D of the original coupling beam are calculated y And the calculated rigidity K of the coupling beam structure 1 And a first yield displacement D of the coupling beam structure 1y Making a comparison so that K 1 ＞K、D 1y ＜D y The size of the coupling beam structure meets the requirement at the moment, the original coupling beam can be directly replaced and installed, the calculation method can reduce the workload of construction workers, the construction workers do not need to repeatedly modify and adjust the size of the coupling beam on a construction site, the construction workers can adjust the size of the coupling beam structure in a factory by using the calculation method, the direct replacement and installation on the construction site are achieved, and labor force is saved.
In bookIn some embodiments of the invention, the rigidity K of the coupling beam structure is calculated according to the rigidity K of the original coupling beam 1 Adjusting the structural size of the coupling beam to K 1 In more than K, calculating the rigidity K of the connecting beam structure 1 The formula of (1) is as follows:
K 1 ＝K g1 +K s1 ；
wherein the content of the first and second substances,
wherein E is the elastic modulus of the material of the energy dissipation plate, t is the thickness of the energy dissipation plate, B is the width of the energy dissipation plate, H is the length of the energy dissipation plate, B is the width of the yield zone, H is the length of the yield zone, r is the chamfer radius in the middle of the yield zone, E g Modulus of elasticity, G, of material being an I-beam g Shear modulus, A, for an I-beam g Area of cross section of I-beam, I g Moment of inertia, K shear shape factor, and L span of an I-beam.
In some embodiments of the invention, the first yield force F is calculated 1 The formula of (1) is as follows:
wherein f is ys Yield strength of the dissipative sheet material, A sr The area of the middle shearing surface of the energy dissipation plate.
In some embodiments of the invention, the original coupling beam yield displacement D y Is D y ＝θL l Wherein theta is the displacement angle between the elastic floors of the original connecting beam and L l Is the span of the original coupling beam.
In some embodiments of the invention, the formula for calculating the first yield displacement is:
in some embodiments of the invention, the stiffness of the coupling beam structure at yielding of the dissipative sheet is K 2 ＝K g1 +α s K s1 The rigidity of the connecting beam structure is K when the energy dissipation plate and the I-shaped beam are both buckled 3 ＝a g K g1 +α s K s1 Wherein a is g Ratio of post-yield stiffness to pre-yield stiffness of material being an I-beam, alpha s The ratio of the post-yield rigidity to the pre-yield rigidity of the material of the energy dissipation plate is disclosed.
Drawings
Various additional advantages and benefits will become apparent to those of ordinary skill in the art upon reading the following detailed description of the preferred embodiments. The drawings are only for purposes of illustrating the preferred embodiments and are not to be construed as limiting the invention. Also, like parts are designated with like reference numerals throughout the drawings. In the drawings:
fig. 1 schematically illustrates a right side view of an attachment beam structure according to an embodiment of the present invention;
FIG. 2 schematically illustrates a front view of a coupling beam structure after attachment of a wall limb according to an embodiment of the invention;
fig. 3 schematically illustrates a front view of an energy dissipating plate according to an embodiment of the present invention;
FIG. 4 is a graph showing the apparent two-step yield point in the load-displacement curve;
FIG. 5 is a graph showing the relationship between shear force and shear displacement of a coupling beam under a unidirectional load;
FIG. 6 is a schematic view of the cumulative plastic strain of the dissipative sheet;
FIG. 7 is a schematic view of the cumulative plastic strain of an I-beam;
FIG. 8 is a schematic view of the cumulative plastic strain of the whole coupling beam structure;
fig. 9 is a graph of energy consumption of the coupling beam structure subjected to repeated loading shear forces.
The reference numbers are as follows:
100 is a connecting beam structure;
10 is an I-beam, 11 is a flange, 12 is a web, 20 is an energy dissipation plate, 21 is a yield region, 30 is a connecting plate, 40 is a connecting piece, 50 is a rubber layer, 60 is a stiffening rib connecting piece, 70 is a stiffening rib component, 701 is a stiffening rib and 702 is a supporting plate;
200 are wall limbs.
Detailed Description
Exemplary embodiments of the present disclosure will be described in more detail below with reference to the accompanying drawings. While exemplary embodiments of the present disclosure are shown in the drawings, it should be understood that the present disclosure may be embodied in various forms and should not be limited to the embodiments set forth herein. Rather, these embodiments are provided so that this disclosure will be thorough and complete, and will fully convey the scope of the disclosure to those skilled in the art.
It is to be understood that the terminology used herein is for the purpose of describing particular example embodiments only, and is not intended to be limiting. As used herein, the singular forms "a", "an" and "the" may be intended to include the plural forms as well, unless the context clearly indicates otherwise. The terms "comprises," "comprising," "including," and "having" are inclusive and therefore specify the presence of stated features, steps, operations, elements, and/or components, but do not preclude the presence or addition of one or more other features, steps, operations, elements, components, and/or groups thereof. The method steps, processes, and operations described herein are not to be construed as necessarily requiring their performance in the particular order described or illustrated, unless specifically identified as an order of performance. It should also be understood that additional or alternative steps may be used.
Although the terms first, second, third, etc. may be used herein to describe various elements, components, regions, layers and/or sections, these elements, components, regions, layers and/or sections should not be limited by these terms. These terms may be only used to distinguish one element, component, region, layer or section from another region, layer or section. Terms such as "first," "second," and other numerical terms when used herein do not imply a sequence or order unless clearly indicated by the context. Thus, a first element, component, region, layer or section discussed below could be termed a second element, component, region, layer or section without departing from the teachings of the example embodiments.
For convenience of description, spatially relative terms, such as "inner", "outer", "lower", "below", "upper", "above", and the like, may be used herein to describe one element or feature's relationship to another element or feature as illustrated in the figures. This spatially relative term is intended to encompass different orientations of the device in use or operation in addition to the orientation depicted in the figures. For example, if the device in the figures is turned over, elements described as "below" or "beneath" other elements or features would then be oriented "above" or "over" the other elements or features. Thus, the example term "in 8230 \8230; below" may include both upper and lower orientations. The device may be otherwise oriented (rotated 90 degrees or at other orientations) and the spatially relative descriptors used herein interpreted accordingly.
As shown in fig. 1-2, according to an embodiment of the present invention, there is provided an coupling beam structure 100, wherein the coupling beam structure 100 includes an i-beam 10, the i-beam 10 is composed of two flanges 11 and a web 12, the i-beam 10 is used as a main stress structure, two ends of the i-beam are fixed with a connecting plate 30 through a connecting member 40, and one side of the connecting plate 30 is connected to the coupling beam structure 100. The coupling beam structure 100 further comprises a dissipative plate 20, the dissipative plate 20 is also fixed on one side of the web 12 of the i-beam 10 through the connecting member 40 of the connecting plate 30, in order to make the dissipative plate 20 more easily enter plastic yielding under the action of shearing force, the middle part of the dissipative plate 20 is provided with a yielding zone 21, and the cross-sectional area of the yielding zone 21 is gradually reduced in a certain range along the direction from two ends to the middle, i.e. the cross-sectional area of the yielding zone 21 is smaller than that of two ends of the dissipative plate 20. According to the coupling beam structure 100 of the invention, the energy dissipation plate 20 is fixed on one side of the web plate 12 of the i-beam 10 through the connecting piece 40, the energy dissipation plate 20 yields under the action of smaller earthquake or wind load to provide energy dissipation capability, and the i-beam 10 keeps elasticity under the action of smaller earthquake or wind load to provide structural rigidity carrying capability. The middle part of the energy dissipation plate 20 is provided with a yield area 21, the area of the cross section of the yield area 21 is reduced in a certain range along the direction from two ends to the middle part, the cross section weakened in the middle part enables the energy dissipation plate 20 to enter plastic yield more easily under the action of shearing force, two ends of the energy dissipation plate 20 are connected with the I-shaped beam 10 at the connecting plate 30 through the connecting piece 40, the connecting piece 40 and the energy dissipation plate 20 damaged after an earthquake can be disassembled after the earthquake, the replacement after the earthquake can be realized, the structure is simple, and the engineering popularization is easy.
The coupling beam structure 100 further includes a stiffening rib assembly 70, and both ends of the stiffening rib assembly 70 are connected to the upper and lower flanges 11 of the i-beam 10, respectively.
More specifically, the stiffener assembly 70 includes a stiffener 701 and upper and lower support plates 702, the upper and lower support plates 702 are connected to the upper and lower flanges 11 of the i-beam 10 by a stiffener connector 60, the stiffener connector 60 may be a bolt, the stiffener 701 is tightly attached to one side of the energy dissipation plate 20 without being welded, and both sides of the stiffener 701 are welded to the upper and lower support plates 702, respectively.
By arranging the stiffening rib assembly 70, the deformation of the web of the connecting beam structure 100 outside the plane can be limited, stable buckling inhibition is provided for the connecting beam structure 100, the web is stressed approximately in the plane, and the ductility and the energy consumption capability of the connecting beam under the action of earthquake or wind load are further improved.
It will be appreciated that the connection plate 30 may be bolted to the wall limb 200, and thus the connection plate 30 would be right-angled, with one side fixedly connected to the beam structure 100 and the other side fixedly connected to the wall limb 200. Or the coupling beam structure 100 is fixed in the wall limb 200 by grouting and pouring, only two ends of the i-beam 10 are poured in the wall limb 200 during pouring, and the connecting plate 30 and the energy dissipation plate 20 are left outside the wall limb 200, so that the energy dissipation plate 20 is convenient to replace.
In some embodiments, the coupling beam structure 100 further includes a rubber layer 50, the rubber layer 50 is sandwiched between the connecting plate 30 and the two ends of the energy dissipation plate 20, and the rubber layer 50 can be fixed by fixing the connecting member 40 of the connecting plate 30 to allow the yielding region 21 in the middle of the energy dissipation plate 20 to be freely deformed.
In some embodiments, the yield zone 21 of the energy dissipating plate 20 is made of a low yield point steel having excellent deep drawability and deep drawability, and is easily deformed into plastic yield.
In some embodiments, high yield point steel is used at both ends of the energy dissipating plate 20 for the function of providing yield stiffness.
In some embodiments, the connecting member 40 is a connecting bolt, such as a high-strength bolt, which may provide more stable fastening capability.
In some embodiments, the minimum cross-sectional area of the yield region 21 is 1/5 to 1/2 of the maximum cross-sectional area of the dissipative panel 20. In order to ensure that the energy dissipating plate 20 can best achieve plastic yield, the cross-sectional area of the yield zone 21 is 1/5 to 1/2 of the maximum cross-sectional area of the energy dissipating plate 20. If the cross-sectional area of the yielding region 21 is greater than 1/2 of the maximum cross-sectional area of the dissipative panel 20, the shear dissipation capacity of the dissipative panel 20 is also affected, so the cross-sectional area of the unyielding region 21 cannot be too large.
The coupling beam structure 100 of the present invention provides additional damping ratio of the structure through plastic dissipation of energy through the dissipation plate 20 under the action of a small earthquake, and provides rigidity through the conventional i-beam 10. Under the action of a large earthquake, the I-shaped beam 10 can be designed to enter plastic energy consumption, so that the energy consumption capability of the structure is improved. And after the earthquake, the components are replaced through the high-strength bolts. The invention can adopt the common rolled I-beam 10 for superposition, has stable performance and simple manufacturing process, can be widely applied to the engineering field, and has good application prospect and technical and economic benefits.
In addition, the invention also provides a rigidity calculation method of the coupling beam structure, which is applied to the coupling beam structure 100 and comprises the following steps:
calculating the rigidity K of the coupling beam structure 100 according to the rigidity K of the original coupling beam 1 Adjusting the structural size of the coupling beam to K 1 ＞K；
Calculating a first yield force F 1 ；
Calculate the firstYield displacement D 1y By a first yield displacement D 1y Yield displacement D of original connecting beam y Comparing and adjusting the shapes of the energy consumption plate 20 and the I-beam 10 of the coupling beam structure 100 to D 1y ＜D y 。
According to the rigidity calculation method of the coupling beam structure, the rigidity K of the original coupling beam and the yield displacement D of the original coupling beam are calculated y And the calculated rigidity K of the coupling beam structure 100 1 And a first yield displacement D of the link beam structure 100 1y Making a comparison so that K 1 ＞K、D 1y ＜D y At the moment, the size of the coupling beam structure 100 meets the requirement, the original coupling beam can be directly replaced and installed, the calculation method can reduce the workload of construction workers, the construction workers do not need to repeatedly modify and adjust the size of the coupling beam on a construction site, the construction workers can adjust the size of the coupling beam structure 100 in a factory by using the calculation method, the direct replacement and installation on the construction site are achieved, and labor force is saved.
It is understood that the rigidity K of the coupling beam structure is calculated according to the rigidity K of the original coupling beam 1 Adjusting the structural size of the coupling beam to K 1 In K, the formula for calculating the stiffness of the coupling beam structure 100 is:
K 1 ＝K g1 +K s1 ；
wherein the content of the first and second substances,
wherein E is the elastic modulus of the material of the dissipative sheet 20, t is the thickness of the dissipative sheet 20, B is the width of the dissipative sheet 20, H is the length of the dissipative sheet 20, B is the width of the yield zone 21, H is the length of the yield zone 21, r is the chamfer radius in the middle of the yield zone 21, E is g Modulus of elasticity, G, of the material of the I-beam 10 g Shear modulus of an I-beam 10、A g Is the area, I, of the cross-section of the I-beam 10 g Moment of inertia, K shear form factor, and L span of the i-beam 10.
It is to be understood that the first yield force F of the coupling beam structure 100 is calculated 1 The formula of (1) is:
wherein, f ys Yield strength, A, of the material of the energy dissipating plate 20 sr The area of the shear plane in the middle of the energy dissipation plate 20.
It is understood that the original coupling beam yield displacement D y Is D y ＝θL l Wherein theta is the displacement angle between the elastic floors of the original connecting beam and L l Is the span of the original coupling beam.
It is to be understood that the formula for calculating the first yield displacement is:
it should be understood that the stiffness of the coupling beam structure 100 when the energy dissipation plate 20 yields is K 2 ＝K g1 +α s K s1 The coupling beam structure 100 has a stiffness K when both the energy dissipation plate 20 and the i-beam 10 yield 3 ＝α g K g1 +α s K s1 In which α is g Ratio of post-yield stiffness to pre-yield stiffness, alpha, of the material of the I-beam 10 s The ratio of the post-yield stiffness to the pre-yield stiffness of the material of the dissipative panel 20.
As shown in fig. 4-5, under the unidirectional loading of the coupling beam structure 100, the coupling beam structure 100 exhibits a two-stage yield mechanism, and when the shear force of the coupling beam structure 100 reaches the first yield force F 1 The rigidity of the coupling beam structure 100 is obviously changed, and the shearing force of the coupling beam structure 100 reaches the second yield force F 2 The stiffness of the bridge structure 100 again changes significantly.
As shown in fig. 6-8, the plastic development result of the coupling beam structure 100 of the present invention under the vertical shearing force is shown in fig. 6-8, wherein the PEEQ represents the accumulated plastic strain. In the case that the i-beam 10 has no plasticity (as shown in fig. 7) at the same time of the stress, the plasticity first appears at the weakened section of the energy dissipation plate 20 (as shown in fig. 6), and the accumulated plastic strain of the coupling beam structure is concentrated at the weakened section of the energy dissipation plate 20 (as shown in fig. 8).
As shown in fig. 9, the connecting beam structure 100 of the present invention has a full curve, which shows that a better energy consumption effect can be achieved.
The above description is only for the preferred embodiment of the present invention, but the scope of the present invention is not limited thereto, and any changes or substitutions that can be easily conceived by those skilled in the art within the technical scope of the present invention are included in the scope of the present invention. Therefore, the protection scope of the present invention shall be subject to the protection scope of the claims.
Claims (10)
1. An adjoining beam structure, comprising:
the I-beam comprises two flanges which are oppositely arranged and a web plate which is used for connecting the two flanges;
the energy dissipation plate is connected with the web plate at one side;
the connecting plate is connected with the other side of the energy consumption plate;
the connecting piece sequentially penetrates through the connecting plate, the energy consumption plate and the web plate and detachably connects the connecting plate, the energy consumption plate and the web plate;
the two ends of the stiffening rib assembly are respectively connected with the two flanges of the I-shaped beam in a detachable mode;
and the middle part of the energy consumption plate is provided with a yielding area along the direction from one end part of the I-beam to the other end part, and the cross section area of the yielding area is smaller than that of the two ends of the energy consumption plate.
2. The coupling beam structure according to claim 1, further comprising a rubber layer interposed between both ends of the energy dissipating plate and the web.
3. The coupling beam structure according to claim 1, wherein the stiffening rib assembly comprises a stiffening rib and a support plate, two ends of the support plate are fixed on the two flanges through stiffening rib connectors, the stiffening rib is fixedly connected with the support plate, and the stiffening rib is close to but not fixedly connected with the energy dissipation plate.
4. The coupling beam structure according to claim 1, wherein the coupling member is a coupling bolt.
5. A rigidity calculation method of a coupling beam structure, for calculating the coupling beam structure according to any one of claims 1 to 4, comprising the steps of:
calculating the rigidity K of the coupling beam structure according to the rigidity K of the original coupling beam structure 1 Adjusting the structural size of the coupling beam to K 1＞ K；
Calculating the first yield force F of the coupling beam structure 1 ；
According to the first yield force F 1 Calculating a first yield displacement D 1y ；
The first yield displacement D 1y Yield displacement D of original connecting beam y Comparing, adjusting the shapes of the energy consumption plate and the I-beam of the coupling beam structure until D 1y ＜D y 。
6. The method for calculating the rigidity of the coupling beam structure according to claim 5, wherein the rigidity K of the coupling beam structure is calculated according to the rigidity K of the original coupling beam structure 1 Adjusting the structural size of the coupling beam to K 1＞ K, calculating the rigidity K of the coupling beam structure 1 The formula of (1) is:
K 1 ＝K g1 +K s1 ；
wherein, the first and the second end of the pipe are connected with each other,
wherein E is the elastic modulus of the material of the energy dissipation plate, t is the thickness of the energy dissipation plate, B is the width of the energy dissipation plate, H is the length of the energy dissipation plate, B is the width of the yield zone, H is the length of the yield zone, r is the chamfer radius of the middle of the yield zone, E g Modulus of elasticity, G, of material being an I-beam g Shear modulus, A, for an I-beam g Is the area of the cross section of the I-beam, I g Moment of inertia, K shear shape factor, and L span of an I-beam.
7. The method for calculating the rigidity of the coupling beam structure according to claim 6, wherein the first yield force F is calculated 1 The formula of (1) is:
wherein, f ys Yield strength of the dissipative sheet material, A sr The area of the middle shear plane of the energy dissipation plate.
8. The method for calculating the rigidity of the coupling beam structure according to claim 7, wherein the original coupling beam yield displacement D y Is D y ＝θL l Wherein theta is the displacement angle between the elastic floors of the original connecting beam and L l Is the span of the original coupling beam.
9. The method for calculating the rigidity of the coupling beam structure according to claim 8, wherein the formula for calculating the first yield displacement is:
10. the method for calculating the rigidity of the coupling beam structure according to claim 9, wherein the rigidity of the coupling beam structure at the yield of the energy dissipation plate is K 2 ＝K g1 +α s K s1 The rigidity of the connecting beam structure is K when the energy dissipation plate and the I-shaped beam are both yielding 3 ＝α g K g1 +α s K s1 In which α is g Ratio of post-yield stiffness to pre-yield stiffness of material for i-beam, alpha s The ratio of the post-yielding rigidity to the pre-yielding rigidity of the material of the energy dissipation plate is disclosed.
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