WO2023125063A1 - Structure de dissipation d'énergie de cœur et amortisseur en acier axial - Google Patents

Structure de dissipation d'énergie de cœur et amortisseur en acier axial Download PDF

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WO2023125063A1
WO2023125063A1 PCT/CN2022/139505 CN2022139505W WO2023125063A1 WO 2023125063 A1 WO2023125063 A1 WO 2023125063A1 CN 2022139505 W CN2022139505 W CN 2022139505W WO 2023125063 A1 WO2023125063 A1 WO 2023125063A1
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steel plate
steel
axial
austenitic
dissipating
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PCT/CN2022/139505
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English (en)
Chinese (zh)
Inventor
杨旗
丁孙玮
王敏
杨凯
涂田刚
洪彦昆
徐斌
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上海材料研究所有限公司
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Priority to JP2024517564A priority Critical patent/JP2024533631A/ja
Publication of WO2023125063A1 publication Critical patent/WO2023125063A1/fr

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    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
    • E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
    • E04B1/62—Insulation or other protection; Elements or use of specified material therefor
    • E04B1/92—Protection against other undesired influences or dangers
    • E04B1/98—Protection against other undesired influences or dangers against vibrations or shocks; against mechanical destruction, e.g. by air-raids
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04H—BUILDINGS OR LIKE STRUCTURES FOR PARTICULAR PURPOSES; SWIMMING OR SPLASH BATHS OR POOLS; MASTS; FENCING; TENTS OR CANOPIES, IN GENERAL
    • E04H9/00—Buildings, groups of buildings or shelters adapted to withstand or provide protection against abnormal external influences, e.g. war-like action, earthquake or extreme climate
    • E04H9/02—Buildings, groups of buildings or shelters adapted to withstand or provide protection against abnormal external influences, e.g. war-like action, earthquake or extreme climate withstanding earthquake or sinking of ground
    • Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
    • Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
    • Y02E—REDUCTION OF GREENHOUSE GAS [GHG] EMISSIONS, RELATED TO ENERGY GENERATION, TRANSMISSION OR DISTRIBUTION
    • Y02E30/00—Energy generation of nuclear origin
    • Y02E30/30—Nuclear fission reactors

Definitions

  • the invention belongs to the technical field of building engineering structures, and relates to a core energy dissipation structure and an axial steel damper.
  • Buckling-resistant energy-dissipating brace is a common axial energy-dissipating shock-absorbing element, which is widely used in civil engineering structures because of its direct force transmission path and good economy.
  • the anti-buckling energy-dissipating brace can provide additional stiffness to the beam-column structure and reduce structural deformation; under larger vibrations, the anti-buckling energy-dissipating brace can yield under both tension and compression, showing good performance. hysteresis energy consumption capacity.
  • buckling-resistant energy-dissipating braces made of the above-mentioned steel types will undergo fatigue fracture after fewer cycles of tension-compression cyclic loading; and, in rare earthquakes Or under extremely rare earthquakes, the anti-buckling energy-dissipating brace cannot achieve the same redundancy failure as the main structure of the building (that is, the anti-buckling energy-dissipating brace fails earlier than the failure of the main structure of the building, so that the main structure of the building cannot obtain buckling-proof Further protective effect of energy-dissipating support).
  • the anti-buckling energy-dissipating brace made of low-carbon ferritic steel cannot play the role of shock absorption and protection under earthquakes of different intensities.
  • Fe-Mn-Si austenitic alloys with low stacking fault energy within a certain composition range have excellent low-cycle fatigue properties and weldability, and are potentially used as elastic-plastic damping steels to make anti-buckling energy-dissipating supports; correspondingly, this type of anti-buckling Buckling energy-dissipating braces can have excellent accumulative plastic deformation capacity (that is, the core plate can withstand large cumulative tensile and compressive displacements before the anti-buckling energy-dissipating braces fail due to fatigue).
  • the energy-dissipating braces will add a large force to the main structure of the building through the connection nodes. Therefore, the anti-buckling energy-dissipating bracing made of low-stacking fault energy Fe-Mn-Si alloy steel has limited protection for the main structure of the building.
  • the work hardening degree of Fe-Mn-Si alloy is relatively high in a single cycle of deformation, which will also weaken the energy dissipation effect of the anti-buckling energy dissipation support. The above reasons limit the low stacking fault energy Fe-Mn-Si alloys to be widely used as energy dissipation and shock absorption materials in practical engineering.
  • the present invention provides a core dissipative structure and an axial steel damper.
  • the axial steel damper provided by the invention can exert the energy dissipation and shock absorption effect and protect the building against earthquakes under different intensities of earthquakes, and can replace the existing anti-buckling energy-dissipating support to achieve a significant improvement in the anti-seismic protection performance of the building.
  • the axial steel damper and the core energy-dissipating structure of the present invention have excellent ductility and cumulative plastic deformation capacity, and can achieve the same redundancy failure as the main structure of the building; compared with the potential
  • the anti-buckling energy-dissipating support made of low-stacking-fault energy Fe-Mn-Si austenitic alloy steel, the axial steel damper and core energy-dissipating structure of the present invention have the characteristics of small yield displacement, excellent ductility and low cost.
  • the present invention firstly provides a core energy-dissipating structure, which is used for the axial steel damper, and plays the role of absorbing the external vibration energy when the axial steel damper is subjected to periodic alternating tension-compression plastic deformation,
  • the core energy-dissipating structure includes at least one steel plate with austenitic structure and one steel plate with ferritic structure, and the steel plate with ferritic structure must and can only be adjacent to the steel plate with austenitic structure and connected by welding , and the connecting weld between the austenitic structure steel plate and the ferrite structure steel plate is parallel to the axial direction of the steel damper and the energy dissipation structure of the core;
  • the microstructure of the austenitic structure steel plate is composed of metastable austenite and thermally induced ⁇ martensite with a volume fraction of no more than 10%, and the average grain size of the metastable austenite is no more than 400 ⁇ m.
  • the metastable austenite of the austenitic steel plate induces the ⁇ martensitic transformation under the action of strain and the ⁇ ′ martensitic transformation is suppressed;
  • a reversible phase transformation between austenite and strain-induced ⁇ martensite occurs inside the steel plate with austenitic structure;
  • the microstructure of the ferritic steel plate is mainly ferrite, and the average grain size of ferrite is not more than 200 ⁇ m;
  • the present invention stipulates that: in the core energy dissipation structure, if the cross-sectional geometry of the steel plate with ferrite structure or steel plate with austenite structure remains unchanged along the length direction, then the steel plate with ferrite structure or steel plate with austenite structure
  • the core energy-consuming section of the steel plate is the full length of the steel plate with ferrite structure or austenite structure.
  • the core energy dissipation structure includes at least one steel plate with austenite structure and one steel plate with ferrite structure.
  • the microstructure of the austenitic steel plate is metastable austenite and thermally induced ⁇ martensite with a volume fraction of no more than 10%.
  • the ferritic structure steel plate has low yield strength, high elastic modulus and low work hardening degree in cyclic deformation cycles, thus helping to reduce the yield force and yield of the energy-dissipating structure of the core (that is, the axial steel damper) Displacement and work hardening within cyclic deformation cycles enable the steel damper to achieve yield energy dissipation under small and medium-intensity earthquakes.
  • the present invention limits the average grain size of ferrite to not more than 200 ⁇ m. This is because when the ferrite grains are too coarse, fatigue cracks will easily initiate and propagate from the grain boundaries, thereby significantly reducing the fatigue resistance of the ferrite structure steel plate. Therefore, the restriction on ferrite grain size (and elongation) is aimed at ensuring proper fatigue resistance of ferritic steel plates.
  • the present invention restricts that the steel plate with ferrite structure in the energy dissipation structure of the core must be closely connected with the steel plate with austenite structure by means of welding.
  • the invention limits that the yield strength of the austenitic steel plate constituting the core energy dissipation structure is not less than 220MPa, and the elongation at break is not less than 40%; the yield strength of the steel plate with ferrite structure is less than 180MPa, and the elongation at break is not less than 30%.
  • the main purpose of limiting the mechanical properties of the two types of steel plates is to ensure that the two types of steel plate materials have good plastic deformation capacity and fatigue properties, so that the axial steel damper has the following characteristics of ductility and cumulative deformation capacity: limit allowable displacement and yield
  • the displacement ratio is not less than 10
  • the limit allowable displacement is not less than 1/60 of the length of the core energy-dissipating structure (or axial steel damper), and under this limit allowable displacement condition, the axial steel damper can complete At least 30 cycles of alternating tension and compression plastic deformation and the bearing capacity attenuation is less than 15%.
  • the core energy-consuming sections of all ferritic steel plates if the ratio of the sum of the cross-sectional areas of the core energy-consuming sections of all ferritic steel plates to the sum of the cross-sectional areas of the core energy-consuming sections of all austenitic steel plates is too small (less than 0.6), the core The deformation and load bearing of the energy dissipation structure are mainly dominated by the austenitic steel plate, which will significantly increase the yield force and yield displacement of the core energy dissipation structure, which will lead to a significant decrease in the ductility of the core energy dissipation structure and the axial steel damper (Steel dampers have a ductility lower than 10).
  • the steel plate with ferrite structure when the steel plate with ferrite structure is not connected adjacent to the steel plate with austenite structure on both sides at the same time, the steel plate with ferrite structure and the steel plate with adjacent austenite structure
  • the ratio of the distance between the connecting weld seam to any non-welded side of the core energy dissipation section of the ferrite steel plate to the thickness of the ferrite steel plate is not greater than 25.
  • the following two connection methods between the ferritic steel plate and the adjacent austenitic steel plate need to be considered:
  • the connecting weld of the two types of steel plates is located on the ferrite steel plate, that is, the connecting weld is located between the two sides of the ferritic steel plate (the connecting weld is not on any side of the ferritic steel plate).
  • the ferritic steel plate has two non-welded sides.
  • the present invention defines that the ratio of the distance between the constrained connection weld to any non-welding side of the core energy dissipation section of the ferrite steel plate and the thickness of the ferrite steel plate is not greater than 25.
  • the distance between the welds on both sides of the ferritic steel plate should not exceed 80 times the thickness of the ferritic steel plate.
  • the case where the ferritic steel plate is connected to the austenitic steel plate on both sides includes: one ferritic steel plate and two austenitic steel plates are connected to form an I-shaped structure, in which the ferritic steel plate is vertical Located between two austenitic steel plates.
  • the elastic stiffness corresponding to the unloading section of the tensile part of the hysteretic curve is The elastic stiffness corresponding to the unloading section of the compression part of the hysteresis curve is if Then the elastic stiffness K d of the axial steel damper is calculated as if At this time there is the elastic stiffness of the axial steel damper A straight line whose slope is the elastic stiffness K d is drawn through the coordinate origin, and the intersection point of the straight line with the stretched part of the hysteresis curve is the yield displacement during cyclic deformation stretching The intersection of the straight line and the compression part of the hysteresis curve is the yield displacement during cyclic deformation compression The yield displacement u dy of the axial steel damper is calculated as From the limit allowable displacement u d,max and the yield displacement u dy , the ratio of u d,max to u dy of the axial steel damper can be obtained, that is, the
  • the mass percentages of the chemical composition of the austenitic steel plate are defined as: C ⁇ 0.15%, 22.0% ⁇ Mn ⁇ 34.0%, 3.5% ⁇ Si ⁇ 5.5%, Al ⁇ 2.5% , Ni ⁇ 5.0%, Cu ⁇ 2.0%, P ⁇ 0.03%, S ⁇ 0.03%, N ⁇ 0.02%, and the rest are Fe and unavoidable impurity elements.
  • the mass percentages of Al, Ni and Cu also meet the following requirements Relationship: Ni/Cu ⁇ 0.25 and Al+0.4Ni+0.25Cu ⁇ 3.5%.
  • Materials meeting the above compositional requirements have a microstructure of metastable austenite and thermally induced ⁇ martensite with a volume fraction of not more than 10%, and the metastable austenite is under alternating tension-compression loads Reversible ⁇ martensite transformation occurs (that is, metastable austenite and strain-induced ⁇ martensite undergo mutual transformation under alternating loads) and ⁇ ′ martensite transformation is inhibited, so that the steel plate material Has excellent low cycle fatigue properties.
  • the yield strength of the steel plate with ferrite structure is less than 180 MPa, and the elongation at break is not less than 30%.
  • the energy dissipation structure of the core of the axial steel damper may adopt a cross-section form that is narrow in the middle and wide at both ends.
  • Fig. 2 shows the geometry and relative positions of ferrite steel plates and austenite steel plates forming a core energy-dissipating structure
  • Fig. 3 is a schematic diagram of the corresponding core energy-dissipating structure formed by welding and assembling.
  • the narrow part in the middle of the steel plate is called the core energy-dissipating section
  • the core energy dissipation section of the core energy dissipation structure is called The core energy dissipation section
  • the reasonable selection of the ratio of the cross-sectional area of the core energy-dissipating section to the two ends of the core energy-dissipating structure mainly depends on the material strength of the core energy-dissipating structure and connecting nodes or other connecting members, as well as the connection strength between the two.
  • the yield force of the connecting nodes or other connecting components needs to be greater than the yield force of the core energy-dissipating structure when yielding.
  • the outer constraining member of the axial steel damper is selected as a constraining sleeve formed by a combination of steel pipe and inner concrete, or a reinforced concrete constraining sleeve, or a pure steel structural constraint.
  • the axial steel damper is directly installed in buildings and structures, and is connected with the beam-column main structure and connection nodes of buildings or structures to form a whole, which acts as an external energy-dissipating damper.
  • the effect of vibration can significantly improve the seismic performance of buildings and structures.
  • Fig. 4 is a schematic diagram of an axial energy-dissipating support formed by a replaceable axial steel damper combined with other steel supports, and its three-dimensional perspective view is shown in Fig. 5 .
  • One end of the axial steel damper is connected to the gusset plate of the building through an intermediate connecting plate and a spherical hinge, and the other end of the axial steel damper is combined with other steel supports through an intermediate connecting plate (or flange) to form a shaft support for energy consumption.
  • the ductility and cumulative plastic deformation capacity of steel dampers made of low-carbon ferritic steels are low.
  • the anti-buckling energy-dissipating bracing made of low-stacking fault energy Fe-Mn-Si alloy steel also has limited protection for the main structure of the building.
  • the invention develops an axial steel damper which has small yield displacement, excellent ductility and cumulative plastic deformation capacity, and can fail at the same redundancy as the main structure of the building.
  • the core energy-dissipating structure of the axial steel damper of the present invention has good ductility and cumulative plastic deformation capacity, The ratio of the limit allowable displacement to the yield displacement is not less than 10, and the limit allowable displacement is not less than 1/60 of the axial length of the steel damper; and, under the limit allowable displacement condition, the axial steel damper can complete at least 30 cycles of alternating tension-compression plastic deformation and bearing capacity attenuation is less than 15%.
  • the existing anti-buckling energy-dissipating braces cannot achieve the above-mentioned index performance.
  • the core energy-dissipating structure of the axial steel damper of the present invention has small yield displacement and yield force , low degree of work hardening, good ductility and low cost.
  • the cost of low-stacking-fault-energy Fe-Mn-Si-based austenitic alloy steel is relatively high, and the cost of anti-buckling energy-dissipating supports made entirely of this type of material will be relatively high.
  • the axial steel damper of the present invention has greatly improved ductility , can achieve yield energy dissipation under different intensities of earthquakes, can achieve the same redundancy failure as the main structure of the building, and has excellent cumulative plastic deformation capacity.
  • the axial steel damper of the present invention can be combined with other steel supports to form an axial energy-dissipating support, which meets the requirements of prefabricated buildings and quick replacement after earthquakes.
  • the structural size and self-weight of the axial steel damper of the present invention can be smaller than the structural size and self-weight of conventional anti-buckling energy-dissipating supports.
  • the existing anti-buckling energy-dissipating supports need to be designed and manufactured according to the oblique dimensions of the main structural frame, and the size of the energy-dissipating supports is generally large, which is not conducive to on-site installation and post-earthquake replacement.
  • the structural size of the axial steel damper of the present invention can usually be smaller than the structural size of the conventional buckling-resistant energy-dissipating support, and its own weight is light, and it is easy to install on site and replace after an earthquake.
  • the steel plate with austenitic structure constituting the energy-dissipating structure of the core undergoes a reversible phase transformation between austenite and strain-induced ⁇ martensite during the process of alternating tension-compression plastic deformation , so the austenitic steel plate has excellent fatigue deformation performance, so that the axial steel damper can have a very high limit allowable displacement.
  • the corresponding mass percentage of the chemical composition of the austenitic steel plate can be expressed as 0.4% ⁇ C ⁇ 0.7%, 16.0% ⁇ Mn ⁇ 26.0%, Si ⁇ 2.0%, P ⁇ 0.02%, S ⁇ 0.03%, N ⁇ 0.03%, the rest is Fe and unavoidable impurity elements, then the axial Although the ductility and cumulative plastic deformation capacity of the steel damper can be better than that of the existing anti-buckling energy-dissipating brace, it will be significantly lower than the axial steel damper of the present invention.
  • Fig. 1 illustrates the hysteretic curve formed when the axial steel damper undergoes periodic alternating tension-compression plastic deformation at the limit allowable displacement. From the limit allowable displacement and yield displacement, the ductility of the axial steel damper is obtained.
  • Fig. 2 shows the geometrical shapes and relative positions of the steel plates with ferrite structure and austenite structure forming a core energy dissipation structure.
  • Fig. 3 is a schematic diagram of a core energy dissipation structure of an axial steel damper.
  • Fig. 4 is a schematic diagram of an axial energy-dissipating support formed by combining an axial steel damper and other steel supports.
  • Fig. 5 is a three-dimensional perspective view of an axial energy-dissipating support formed by combining an axial steel damper and other steel supports.
  • Fig. 6 is the geometric shape of the austenitic steel plate constituting the core energy dissipation structure of the axial steel damper in embodiment 1.
  • Fig. 7 is the geometric shape of the ferrite structure steel plate constituting the energy dissipation structure of the axial steel damper core in embodiment 1.
  • Fig. 8 is a front view of the core energy dissipation structure of the axial steel damper in Embodiment 1.
  • Fig. 9 is a top view of the core energy dissipation structure of the axial steel damper in Embodiment 1.
  • Fig. 10 is a side view of the core energy dissipation structure of the axial steel damper in Embodiment 1.
  • Fig. 11 is a front view of the axial steel damper in Embodiment 1.
  • Fig. 12 is a top view of the axial steel damper in Embodiment 1.
  • Fig. 13 is an A-A sectional view of the axial steel damper in Embodiment 1.
  • Fig. 14 is the hysteresis curve when the axial steel damper in embodiment 1 undergoes periodic alternating tension-compression plastic deformation.
  • Fig. 15 is the hysteresis curve of the axial steel damper in embodiment 2 when undergoing periodic alternating tension-compression plastic deformation.
  • An axial steel damper consisting of a core dissipative structure and peripheral constraining members.
  • the cross-section of the core energy-dissipating structure has a cross-shaped axisymmetric geometry, and its symmetry axis is the axial direction of the steel damper.
  • the cross-section is narrow in the middle and wide at both ends along the axial direction.
  • the core energy dissipation structure is composed of one austenitic steel plate 2 and two ferritic steel plates 1, the austenitic steel plate 2 and the ferritic steel plate 1 are along the longitudinal length The same; two ferritic steel plates 1 are respectively placed above and below the austenitic steel plate 2, with the longitudinal centerline of the austenitic steel plate 2 as the axis of symmetry; the two ferritic steel plates 1 are respectively connected to the austenitic The ferritic steel plate 2 is closely connected by welding, and the weld 3 is parallel to the axial direction of the energy dissipation structure of the core and the steel damper.
  • the two sides of the ferritic steel plate 1 are the welding side 11 and the Non-welding side 12.
  • the geometric shape of the austenitic steel plate forming the energy dissipation structure of the core is shown in Figure 6.
  • the chemical composition and mass percentage of the steel plate with austenitic structure are: 29.4% Mn, 4.3% Si, 1.4% Al, 0.049% C, 0.009% P, 0.008% S, 0.005% N, the rest is Fe and unavoidable impurity elements.
  • the yield strength of the austenitic steel plate is 304 MPa, and the elongation at break is 52%.
  • the microstructure of the austenitic steel plate is a single austenite structure, and the average austenite grain size is 76 ⁇ m; when entering the yield stage, the metastable austenite undergoes ⁇ martensitic transformation under the action of strain and The ⁇ ′ martensite transformation is suppressed and a reversible transformation between metastable austenite and strain-induced ⁇ martensite occurs under tension-compression alternating loads.
  • the geometric shape of the ferrite structure steel plate forming the energy dissipation structure of the core is shown in Figure 7.
  • the chemical composition and mass percentage of the steel plate with ferrite structure are: 0.30% Mn, 0.05% Si, 0.015% C, 0.05% Ti, 0.012% P, 0.006% S, 0.006% N, the rest is Fe and unavoidable impurity elements.
  • the yield strength of the steel plate with ferrite structure is 157 MPa, and the elongation at break is 47%.
  • the microstructure of the steel plate with ferrite structure is mainly ferrite structure, and the average ferrite grain size is 50 ⁇ m.
  • the thickness of the steel plate with the austenitic structure is the same as the thickness of the steel plate with the ferrite structure.
  • the ratio of the sum of the cross-sectional areas of the core energy-dissipating sections of two ferritic steel plates to the cross-sectional area of the core energy-dissipating section of one austenitic steel plate is 1.0 (greater than 0.6).
  • the distance from the connecting weld between the ferritic steel plate and the austenitic steel plate to the non-welding side of the core energy-consuming section of the two ferritic steel plates (that is, the ferrite).
  • the ratio of the width w 0 /2) of the core energy-dissipating section of the microstructure steel plate to the thickness (t) of the ferrite microstructure steel plate is 5.0.
  • Fig. 8 After welding and assembling, the front view, top view and side view of the core energy dissipation structure are shown in Fig. 8, Fig. 9 and Fig. 10 respectively.
  • the peripheral constraining member is a constraining casing formed by combining the peripheral constraining steel pipe 4 and the inner concrete 9, and the peripheral constraining member plays a role in constraining the lateral displacement of the core energy-dissipating structure and preventing the core energy-dissipating structure from buckling .
  • Fig. 11, Fig. 12 and Fig. 13 After assembly, the front view, top view and cross-sectional view along A-A plane of the axial steel damper are shown in Fig. 11, Fig. 12 and Fig. 13 respectively.
  • Fig. 14 shows the hysteresis curves of the axial steel damper during tension-compression alternate deformation. After 33 cycles of alternating tension-compression with a displacement of 40mm, the axial steel damper still has no fatigue damage and the maximum bearing capacity remains almost unchanged.
  • the working displacement of 40mm is equivalent to 1/50 of the axial length of the steel damper. It can be seen from Fig. 14 that the limit allowable displacement of the axial steel damper is greater than 40 mm.
  • the elastic stiffness is obtained from the unloading section of the 40mm displacement hysteresis curve, and then the yield displacement is about 3.1mm. Then continue to cyclically deform with a displacement of 43mm for 2 weeks.
  • the ratio of the limit allowable displacement to the yield displacement of the axial steel damper described in this embodiment is greater than 10, and the limit allowable displacement is greater than 1/60 of the axial length of the steel damper; and, under the limit allowable displacement condition,
  • the axial steel damper can complete at least 30 cycles of periodic alternating tension-compression plastic deformation and the bearing capacity attenuation is less than 15%.
  • the axial steel damper can achieve the same redundancy failure as the main structure of the building.
  • Fig. 4 and Fig. 5 are schematic diagrams of the axial energy-dissipating support formed by combining the axial steel damper and other steel supports in this embodiment.
  • One end of the axial steel damper 5 is connected to the building gusset plate through the intermediate connecting plate 6 and the ball joint 8, and the other end of the axial steel damper 5 is formed by connecting and combining the intermediate connecting plate 6 and other steel supports 7 Axial energy dissipation support.
  • An axial steel damper consisting of a core dissipative structure and peripheral constraining members.
  • the cross-section of the core energy-dissipating structure has a cross-shaped axisymmetric geometry, and its symmetry axis is the axial direction of the steel damper.
  • the cross-section is narrow in the middle and wide at both ends along the axial direction.
  • the core energy-dissipating structure is composed of one austenitic steel plate and two ferritic steel plates. The lengths of the austenitic steel plate and the ferritic steel plate are the same in the longitudinal direction; And the connection method is shown in Figure 2 and Figure 3.
  • the geometric shape of the austenitic steel plate forming the energy dissipation structure of the core is shown in Figure 6.
  • the chemical composition and mass percentage of the steel plate with austenitic structure are: 29.4% Mn, 4.3% Si, 1.4% Al, 0.049% C, 0.009% P, 0.008% S, 0.005% N, the rest is Fe and unavoidable impurity elements.
  • the yield strength of the austenitic steel plate is 304 MPa, and the elongation at break is 52%.
  • the microstructure of the austenitic steel plate is a single austenite structure, and the average austenite grain size is 76 ⁇ m; when entering the yield stage, the metastable austenite undergoes ⁇ martensite transformation under the action of strain, And a reversible phase transformation between metastable austenite and strain-induced ⁇ martensite occurs under tension-compression alternating loads.
  • the geometric shape of the ferrite structure steel plate forming the energy dissipation structure of the core is shown in Figure 7.
  • the chemical composition and mass percentage of the steel plate with ferrite structure are: 0.30% Mn, 0.05% Si, 0.015% C, 0.05% Ti, 0.012% P, 0.006% S, 0.006% N, the rest is Fe and unavoidable impurity elements.
  • the yield strength of the steel plate with ferrite structure is 157 MPa, and the elongation at break is 47%.
  • the microstructure of the steel plate with ferrite structure is mainly ferrite, and the average ferrite grain size is 50 ⁇ m.
  • the thickness of the steel plate with the austenitic structure is the same as the thickness of the steel plate with the ferrite structure.
  • the ratio of the sum of the cross-sectional areas of the core energy-dissipating sections of two ferritic steel plates to the cross-sectional area of the core energy-dissipating section of one austenitic steel plate is 3.2 (greater than 0.6).
  • the distance from the connecting weld between the ferritic steel plate and the austenitic steel plate to the non-welding side of the core energy-consuming section of the two ferritic steel plates (that is, the ferrite).
  • the ratio of the width w 0 /2) of the core energy-dissipating section of the microstructure steel plate to the thickness (t) of the ferrite microstructure steel plate is 5.0.
  • the peripheral constraining member is a constraining sleeve formed by a combination of steel pipes and inner concrete. There is a layer of non-adhesive material between the peripheral constraining member and the core energy dissipation structure.
  • Fig. 15 shows the hysteresis curves of the axial steel damper during tension-compression alternate deformation.
  • the axial steel damper was alternately stretched-compressed for 30 cycles with a displacement of 40mm, and then alternately stretched-compressed for 4 cycles with a displacement of 45mm. No fatigue damage occurred and the bearing capacity did not attenuate.
  • the working displacement of 40mm is equivalent to 1/50 of the axial length of the steel damper.
  • the limit allowable displacement of the axial steel damper is greater than 40mm.
  • the elastic stiffness is obtained from the unloading section of the hysteretic curve of the 40mm displacement, and then the yield displacement is about 3.1mm (comparing the hysteretic curves of the 40mm deformation displacement and the 45mm deformation displacement, it can be seen that after the 40mm deformation displacement, the deformation displacement with the tension-compression cycle increase, the yield displacement changes little).
  • Calculate the ratio of the ultimate allowable displacement to the yield displacement (ie ductility) of the axial steel damper to be greater than 12.9.
  • the ratio of the limit allowable displacement to the yield displacement of the axial steel damper described in this embodiment is greater than 10, and the limit allowable displacement is greater than 1/60 of the axial length of the steel damper; and, under the limit allowable displacement condition,
  • the axial steel damper can complete at least 30 cycles of periodic alternating tension-compression plastic deformation and the bearing capacity attenuation is less than 15%.
  • the axial steel damper can achieve the same redundancy failure as the main structure of the building.
  • An axial steel damper consisting of a core dissipative structure and peripheral constraining members.
  • the cross-section of the core energy-dissipating structure has a cross-shaped axisymmetric geometry, and its symmetry axis is the axial direction of the axial steel damper.
  • the cross-section is narrow in the middle and wide at both ends along the axial direction.
  • the core energy-dissipating structure is composed of one austenitic steel plate and two ferritic steel plates. The lengths of the austenitic steel plate and the ferritic steel plate are the same in the longitudinal direction; And the connection method is shown in Figure 2 and Figure 3.
  • the geometric shape of the austenitic steel plate forming the energy dissipation structure of the core is shown in Figure 6.
  • the chemical composition and mass percentage of the austenitic steel plate are: 27.5% Mn, 4.0% Si, 0.6% Al, 0.002% C, 2.0% Ni, 0.7% Cu, 0.007% P, 0.006% S, 0.005% N, the rest is Fe and unavoidable impurity elements.
  • the yield strength of the austenitic steel plate is 229MPa, and the elongation at break is 58%.
  • the microstructure of the austenitic steel plate is a single austenite structure, and the average austenite grain size is 126 ⁇ m; when entering the yield stage, the metastable austenite undergoes ⁇ martensite transformation under the action of strain, And a reversible phase transformation between metastable austenite and strain-induced ⁇ martensite occurs under tension-compression alternating loads.
  • the geometric shape of the ferrite structure steel plate forming the energy dissipation structure of the core is shown in Figure 7.
  • the chemical composition and mass percentage of the steel plate with ferrite structure are: 0.18% Mn, 0.05% Si, 0.01% C, 0.04% Ti, 0.01% P, 0.006% S, 0.006% N, the rest is Fe and unavoidable impurity elements.
  • the yield strength of the steel plate with ferrite structure is 122MPa, and the elongation at break is 50%.
  • the microstructure of the steel plate with ferrite structure is mainly ferrite, and the average ferrite grain size is 86 ⁇ m.
  • the thickness of the steel plate with the austenite structure is 0.875 times the thickness of the steel plate with the ferrite structure.
  • the ratio of the sum of the cross-sectional areas of the core energy-dissipating sections of two ferritic steel plates to the cross-sectional area of the core energy-dissipating section of one austenitic steel plate is 2.86 (greater than 0.6).
  • the distance from the connecting weld between the ferritic steel plate and the austenitic steel plate to the non-welding side of the core energy-consuming section of the two ferritic steel plates (that is, the ferrite).
  • the ratio of the width w 0 /2) of the core energy-dissipating section of the microstructure steel plate to the thickness (t) of the ferrite microstructure steel plate is 12.5.
  • the peripheral constraining member is a constraining sleeve formed by a combination of steel pipes and inner concrete. There is a layer of non-adhesive material between the peripheral constraining member and the core energy dissipation structure.
  • the axial steel damper was alternately stretched and compressed for 30 cycles with a displacement of 40.4 mm, no fatigue damage occurred and the maximum bearing capacity remained almost unchanged.
  • the working displacement of 40.4mm is equivalent to 1/50 of the axial length of the steel damper.
  • the limit allowable displacement of the axial steel damper is greater than 40.4mm.
  • the yield displacement obtained from the hysteretic curve is about 3.1mm. Calculate the ratio of the ultimate allowable displacement to the yield displacement (i.e. ductility) of the axial steel damper to be greater than 13.
  • the ratio of the limit allowable displacement to the yield displacement of the axial steel damper described in this embodiment is greater than 10, and the limit allowable displacement is greater than 1/60 of the axial length of the steel damper; and, under the limit allowable displacement condition,
  • the axial steel damper can complete at least 30 cycles of periodic alternating tension-compression plastic deformation and the bearing capacity attenuation is less than 15%.
  • An axial steel damper consisting of a core dissipative structure and peripheral constraining members.
  • the cross-section of the core energy-dissipating structure has a cross-shaped axisymmetric geometry, and its symmetry axis is the axial direction of the axial steel damper.
  • the cross-section is narrow in the middle and wide at both ends along the axial direction.
  • the core energy-dissipating structure is composed of one austenitic steel plate and two ferritic steel plates. The lengths of the austenitic steel plate and the ferritic steel plate are the same in the longitudinal direction; And the connection method is shown in Figure 2 and Figure 3.
  • the geometric shape of the austenitic steel plate forming the energy dissipation structure of the core is shown in Figure 6.
  • the chemical composition and mass percentage of the austenitic steel plate are: 26.3% Mn, 4.1% Si, 1.0% Al, 1.1% Ni, 0.02% C, 0.009% P, 0.008% S, 0.005% N, and the rest are Fe and unavoidable impurity elements.
  • the yield strength of the austenitic steel plate is 288 MPa, and the elongation at break is 50%.
  • the microstructure of the austenitic steel plate is a single austenite structure, and the average austenite grain size is 102 ⁇ m; when entering the yield stage, the metastable austenite undergoes ⁇ martensitic transformation under the action of strain, And a reversible phase transformation between metastable austenite and strain-induced ⁇ martensite occurs under tension-compression alternating loads.
  • the geometric shape of the ferrite structure steel plate forming the energy dissipation structure of the core is shown in Figure 7.
  • the chemical composition and mass percentage of the steel plate with ferrite structure are: 0.50% Mn, 0.3% Si, 0.095% C, 0.1% Ti, 0.06% Nb, 0.01% P, 0.006% S, 0.005% N, and the rest are Fe and unavoidable impurity elements.
  • the yield strength of the steel plate with ferrite structure is 175MPa, and the elongation at break is 31.5%.
  • the microstructure of the steel plate with ferrite structure is mainly ferrite, and the average ferrite grain size is 192 ⁇ m.
  • the thickness of the steel plate with the austenitic structure is 0.416 times the thickness of the steel plate with the ferritic structure.
  • the ratio of the sum of the cross-sectional areas of the core energy-dissipating sections of two ferritic steel plates to the cross-sectional area of the core energy-dissipating section of one austenitic steel plate is 8.7 (greater than 0.6).
  • the distance from the connecting weld between the ferritic steel plate and the austenitic steel plate to the non-welding side of the core energy-consuming section of the two ferritic steel plates that is, the ferrite
  • the ratio of the width w 0 /2) of the core energy-dissipating section of the microstructure steel plate to the thickness (t) of the ferrite microstructure steel plate is 24.2.
  • the working displacement of 33.8mm is equivalent to 1/60 of the axial length of the steel damper.
  • the limit allowable displacement of the axial steel damper is greater than 33.8mm.
  • the elastic stiffness is obtained from the unloading section of the hysteresis curve, and then the yield displacement is about 3.0 mm. Calculate the ratio of the ultimate allowable displacement to the yield displacement (ie ductility) of the axial steel damper to be greater than 11.2.
  • the ratio of the limit allowable displacement to the yield displacement of the axial steel damper described in this embodiment is greater than 10, and the limit allowable displacement is greater than 1/60 of the axial length of the steel damper; and, under the limit allowable displacement condition,
  • the axial steel damper can complete at least 30 cycles of periodic alternating tension-compression plastic deformation and the bearing capacity attenuation is less than 15%.
  • Embodiment 5 ⁇ 8 is a diagrammatic representation of Embodiment 5 ⁇ 8:
  • An axial steel damper consisting of a core dissipative structure and peripheral constraining members.
  • the core energy-dissipating structure is composed of an austenitic steel plate and a ferritic steel plate, the austenitic steel plate and the ferritic steel plate have the same longitudinal length; the ferrite steel plate is perpendicular to the austenitic The ferritic steel plate and the austenitic steel plate are closely connected by welding, the weld is parallel to the axial direction of the axial steel damper, and the connecting weld is located on the austenitic steel plate.
  • the geometric shape of the austenitic steel plate forming the energy dissipation structure of the core is shown in Figure 6.
  • the geometric shape of the ferrite structure steel plate forming the energy dissipation structure of the core is shown in Figure 7.
  • the thickness of the steel plate with the austenitic structure is the same as the thickness of the steel plate with the ferrite structure.
  • the ratio of the cross-sectional area of the core energy-dissipating section of the ferritic steel plate to the cross-sectional area of the core energy-consuming section of the austenitic steel plate is 1.0 (greater than 0.6).
  • the distance from the connecting weld between the ferritic steel plate and the austenitic steel plate to the non-welded side of the core energy-consuming section of the ferritic steel plate (that is, the distance between the ferritic steel plate
  • the ratio of the width w 0 /2) of the core energy-dissipating section to the thickness (t) of the ferrite steel plate is 5.0.
  • the main chemical composition (the steel inevitably contains traces of P, S, N and other impurity elements) and mechanical properties of the steel plate with austenitic structure are shown in Table 1.
  • the microstructure of the steel plate with austenitic structure is a single austenite structure; when entering the yield stage, the metastable austenite undergoes ⁇ -martensitic transformation under the action of strain, and under the action of tension-compression alternating load A reversible phase transformation between metastable austenite and strain-induced ⁇ martensite occurs.
  • the average austenite grain size of the steel plate with austenitic structure is shown in Table 1.
  • the main chemical composition (the steel inevitably contains traces of P, S, N and other impurity elements) and mechanical properties of the steel plate with ferrite structure are shown in Table 1.
  • the microstructure of the steel plate with ferrite structure is mainly ferrite structure.
  • the average ferrite grain size of the steel plate with ferrite structure is shown in Table 1.
  • the yield displacement, the limit allowable displacement, and the ratio between the limit allowable displacement and the yield displacement of the axial steel damper are shown in Table 2.
  • the axial steel dampers have completed at least 30 cycles of cyclic tension-compression plastic deformation without fatigue damage, and the bearing capacity of the steel dampers has not attenuated.
  • the ratio of the limit allowable displacement to the yield displacement of the axial steel damper is greater than 10, and the limit allowable displacement is greater than 1/60 of the axial length of the steel damper; and, under the condition of limit allowable displacement
  • the axial steel damper can complete at least 30 cycles of periodic alternating tension-compression plastic deformation and the bearing capacity attenuation is less than 15%.
  • An axial steel damper consisting of a core dissipative structure and peripheral constraining members.
  • the core energy-dissipating structure is composed of an austenitic steel plate and a ferritic steel plate, the austenitic steel plate and the ferritic steel plate have the same longitudinal length; the ferrite steel plate is perpendicular to the austenitic The ferrite steel plate and the austenitic steel plate are closely connected by welding, the weld is parallel to the axial direction of the steel damper, and the connecting weld is located on the austenitic steel plate.
  • the geometric shape of the austenitic steel plate forming the energy dissipation structure of the core is shown in Figure 6.
  • the geometric shape of the ferrite structure steel plate forming the energy dissipation structure of the core is shown in Figure 7.
  • the thickness of the steel plate with the austenitic structure is the same as the thickness of the steel plate with the ferrite structure.
  • the ratio of the cross-sectional area of the core energy-dissipating section of the ferritic steel plate to the cross-sectional area of the core energy-consuming section of the austenitic steel plate is 0.65 (greater than 0.6).
  • the distance from the connecting weld between the ferritic steel plate and the austenitic steel plate to the non-welded side of the core energy-consuming section of the ferritic steel plate (that is, the distance between the ferritic steel plate
  • the ratio of the width w 0 /2) of the core energy-dissipating section to the thickness (t) of the ferrite steel plate is about 4.1.
  • the chemical composition and mass percentage of the steel plate with austenitic structure are: 29.4% Mn, 4.3% Si, 1.4% Al, 0.049% C, 0.009% P, 0.008% S, 0.005% N, the rest is Fe and unavoidable impurity elements.
  • the average austenite grain size of the austenitic structure steel plate is 76 ⁇ m.
  • the yield strength of the austenitic steel plate is 304 MPa, and the elongation at break is 52%.
  • the microstructure of the austenitic steel plate is a single austenite structure; when entering the yield stage, the metastable austenite undergoes ⁇ martensite transformation under the action of strain and the ⁇ ′ martensite transformation is suppressed, And a reversible phase transformation between metastable austenite and strain-induced ⁇ martensite occurs under tension-compression alternating loads.
  • the chemical composition and mass percentage of the steel plate with ferrite structure are: 0.30% Mn, 0.05% Si, 0.015% C, 0.05% Ti, 0.012% P, 0.006% S, 0.006% N, the rest is Fe and unavoidable impurity elements.
  • the yield strength of the steel plate with ferrite structure is 157 MPa, and the elongation at break is 47%.
  • the microstructure of the steel plate with ferrite structure is mainly ferrite, and the average ferrite grain size is 50 ⁇ m.
  • the peripheral constraining member is a constraining sleeve formed by a combination of steel pipes and inner concrete. There is a layer of non-adhesive material between the peripheral constraining member and the core energy-dissipating structure to eliminate friction between the peripheral constraining member and the core energy-dissipating structure.
  • the axial steel damper was alternately stretched and compressed for 30 cycles with a displacement of 40 mm, no fatigue damage occurred and the maximum bearing capacity remained almost unchanged.
  • the working displacement of 40mm is equivalent to 1/50 of the total length of the steel damper.
  • the limit allowable displacement of the axial steel damper is greater than 40mm.
  • the yield displacement is obtained from the hysteretic curve of the 40mm displacement to be about 3.8mm. Calculate the ratio of the ultimate allowable displacement to the yield displacement (i.e. ductility) of the axial steel damper to be greater than 10.5.
  • the ratio of the limit allowable displacement to the yield displacement of the axial steel damper is greater than 10, and the limit allowable displacement is greater than 1/60 of the axial length of the steel damper; and, the limit allowable displacement condition
  • the axial steel damper can complete at least 30 cycles of periodic alternating tension-compression plastic deformation and the bearing capacity attenuation is less than 15%.
  • a buckling-resistant energy-dissipating support is composed of a core energy-dissipating structure and peripheral restraining members.
  • the cross-section of the core energy-dissipating structure has a cross-shaped axisymmetric geometry, and its symmetry axis is the axial direction of the energy-dissipating support.
  • the cross-section is narrow in the middle and wide at both ends along the axial direction.
  • the core energy-dissipating structure is composed of one steel plate with wide austenite structure and two steel plates with narrow austenite structure, and the three steel plates with austenitic structure have the same longitudinal length; the two steel plates with narrow austenite structure Placed above and below the wide austenitic structure steel plate, with the longitudinal centerline of the wide austenitic structure steel plate as the axis of symmetry; the three austenitic structure steel plates are closely connected by welding, and the welds are parallel to the anti-buckling energy dissipation The axis direction of the support.
  • the geometric shape of the steel plate with wide austenite structure is shown in FIG. 6 .
  • the geometry of the steel plate with narrow austenitic structure is shown in FIG. 7 .
  • the microstructure of the austenitic steel plate is a single austenite structure, and the average austenite grain size is 76 ⁇ m; when entering the yield stage, the metastable austenite undergoes ⁇ martensite transformation under the action of strain, And a reversible phase transformation between metastable austenite and strain-induced ⁇ martensite occurs under tension-compression alternating loads.
  • the peripheral constraining member is a constraining sleeve formed by a combination of steel pipes and inner concrete. There is a layer of non-adhesive material between the peripheral constraining member and the core energy dissipation structure.
  • the anti-buckling energy-dissipating support undergoes fatigue failure after periodic alternating tension-compression with a displacement of 51.4mm for about 30 cycles (the maximum bearing capacity remains basically unchanged during the fatigue deformation process).
  • the working displacement of 51.4mm is equivalent to 1/39 of the total length of the support.
  • the limit allowable displacement of the anti-buckling energy-dissipating support is about 51.4mm.
  • the yield displacement obtained from the hysteretic curve is about 7.8mm.
  • the ratio of the ultimate allowable displacement to the yield displacement (i.e. the ductility) of the calculated buckling-resistant energy-dissipating brace is about 6.6.
  • the cross-section of the core energy-dissipating structure has a cross-shaped axisymmetric geometry, and its symmetry axis is the axial direction of the energy-dissipating support.
  • the cross-section is narrow in the middle and wide at both ends along the axial direction.
  • the energy-dissipating structure of the core is composed of one wide ferrite steel plate and two narrow ferrite steel plates, the three ferrite steel plates have the same longitudinal length; the two narrow ferrite steel plates They are respectively placed above and below the wide ferrite steel plate, with the longitudinal centerline of the wide ferrite steel plate as the axis of symmetry; the three ferrite steel plates are closely connected by welding, and the welds are parallel to the buckling resistance Axial direction that can be supported.
  • the chemical compositions of the wide and narrow ferrite structure steel plates are exactly the same, and the mass percentages of the chemical compositions are: 0.30% Mn, 0.05% Si, 0.015% C, 0.05% Ti, 0.012% P, 0.006% S, 0.006% N, the rest is Fe and unavoidable impurity elements.
  • the yield strength of the steel plate with ferrite structure is 157 MPa, and the elongation at break is 47%.
  • the microstructure of the steel plate with ferrite structure is mainly ferrite structure, and the average ferrite grain size is 50 ⁇ m.
  • the thickness of the steel plate with the austenitic structure is the same as the thickness of the steel plate with the ferrite structure.
  • the ratio of the cross-sectional area of the core energy-dissipating section of the ferritic steel plate to the cross-sectional area of the core energy-consuming section of the austenitic steel plate is 0.54 (less than 0.6).
  • the microstructure of the austenitic steel plate is a single austenite structure; when entering the yield stage, the metastable austenite undergoes ⁇ martensite transformation under the action of strain and the ⁇ ′ martensite transformation is suppressed, And a reversible phase transformation between metastable austenite and strain-induced ⁇ martensite occurs under tension-compression alternating loads.
  • the chemical composition and mass percentage of the steel plate with ferrite structure are: 0.30% Mn, 0.05% Si, 0.015% C, 0.05% Ti, 0.012% P, 0.006% S, 0.006% N, the rest is Fe and unavoidable impurity elements.
  • the yield strength of the steel plate with ferrite structure is 157 MPa, and the elongation at break is 47%.
  • the microstructure of the steel plate with ferrite structure is mainly ferrite, and the average ferrite grain size is 50 ⁇ m.
  • the peripheral constraining member is a constraining sleeve formed by a combination of steel pipes and inner concrete. There is a layer of non-adhesive material between the peripheral constraining member and the core energy-dissipating structure to eliminate friction between the peripheral constraining member and the core energy-dissipating structure.
  • the fatigue failure of the axial steel damper occurs after the periodic alternating tension-compression with a displacement of 42 mm for nearly 30 cycles.
  • the limit allowable displacement of the axial steel damper is about 42mm.
  • the yield displacement is obtained from the hysteretic curve of the displacement of 42mm to be about 4.5mm.
  • Calculate the ratio of the ultimate allowable displacement to the yield displacement (i.e. ductility) of the axial steel damper to be about 9.3. Therefore, in this comparative example, the ratio of the limit allowable displacement to the yield displacement of the axial steel damper is less than 10.

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Abstract

La présente invention concerne une structure de dissipation d'énergie de cœur et un amortisseur en acier axial. L'amortisseur en acier axial comprend une structure de dissipation d'énergie de cœur et un élément de retenue périphérique. La structure de dissipation d'énergie de cœur comprend au moins une plaque d'acier de structure d'austénite et une plaque d'acier de structure de ferrite ; la plaque d'acier de structure de ferrite est nécessairement et uniquement adjacente à la plaque d'acier de structure d'austénite, et est reliée à la plaque d'acier de structure d'austénite au moyen d'un soudage. La microstructure de la plaque d'acier de structure d'austénite est principalement de l'austénite métastable, et lorsque la plaque d'acier de structure d'austénite est soumise à une déformation plastique à compression/étirement alternée périodique, un changement de phase réversible entre l'austénite et la martensite ε induite par contrainte se produit dans la plaque d'acier de structure d'austénite. Le ratio du déplacement admissible maximal par rapport au déplacement de rendement de l'amortisseur en acier axial de la présente invention n'est pas inférieur à 10, et le déplacement admissible maximal n'est pas inférieur à 1/60 de la longueur de l'amortisseur en acier axial. L'amortisseur en acier axial est apte à effectuer au moins 30 cycles de déformation plastique à compression/étirement alternée périodique dans le cadre du déplacement maximal admissible.
PCT/CN2022/139505 2021-12-27 2022-12-16 Structure de dissipation d'énergie de cœur et amortisseur en acier axial WO2023125063A1 (fr)

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