A seismic-resistant energy-dissipating steel beam and its rapid post-earthquake repair method

Abstract

This invention discloses an earthquake-resistant energy-dissipating steel beam and its rapid post-earthquake repair method, relating to the fields of structural engineering and earthquake-resistant structural technology. Following the design principle of "strong nodes, weak members; strong columns, weak beams," an energy-dissipating beam segment is provided between the steel beams at the column ends. This energy-dissipating beam segment, also known as a weakening segment, concentrates the damage caused by the earthquake within this segment to preserve the structure at both ends of the segment. The energy-dissipating beam segment has a simple structure and is easy to replace. When this segment is damaged, it can be cut off along the cutting line, and a new weakening segment can be re-welded along the cutting line to achieve rapid post-earthquake repair.

Description

Technical Field

[0001] This invention relates to the fields of structural engineering and seismic resistance technology, and in particular to a seismic-resistant energy-dissipating steel beam and its rapid post-earthquake repair method. Background Technology

[0002] In recent years, rapid functional recovery after earthquakes has become a research hotspot and frontier in the field of earthquake engineering. Structures capable of rapid functional recovery after earthquakes are a crucial foundation for achieving rapid functional recovery in cities and societies after an earthquake; these are structures that can restore their usability with little or no repair after an earthquake. Compared to existing bolted prefabricated energy-dissipating sections, this patented design, while ensuring energy dissipation and replaceability, features a simpler structure, uses less steel, and, combined with currently available mature intelligent processing equipment, further enhances construction convenience and reduces overall costs.

[0003] To address the current problems, an energy-dissipating transition section—an energy-dissipating beam segment—needs to be installed between the steel columns and beams. This energy-dissipating beam segment is commonly used to connect the steel columns and beams. Therefore, it is also crucial to ensure that the functionality can be quickly replaced and repaired after an earthquake. When a major earthquake or a rare earthquake occurs, the energy-dissipating beam segment will yield and dissipate energy first, meaning that the force is concentrated at this segment, causing it to yield or crack until it fails. This segment is then discarded to preserve the structures on both sides of it. After the earthquake, the damaged energy-dissipating beam segment is removed, and a new energy-dissipating beam segment is reconnected, thus enabling rapid post-earthquake repair. Summary of the Invention

[0004] To address the above shortcomings, this invention provides a seismic-resistant energy-dissipating steel beam and its rapid post-earthquake repair method. Specifically, it involves introducing an energy-dissipating beam segment (also called a weakening segment) to concentrate the damage within this segment, discarding the segment to preserve the structures on both sides, and after the earthquake, removing the damaged energy-dissipating beam segment and reconnecting a new one to achieve rapid post-earthquake repair. The specific technical solution is as follows: A seismic-resistant energy-dissipating steel beam includes steel columns and steel beam segments; The steel beam segment includes an upper flange, a lower flange, and a steel beam web. The upper flange and the lower flange are parallel to each other. The steel beam web connects the upper flange and the lower flange, and the steel beam web is perpendicular to the upper flange and the lower flange, and is perpendicular to both the upper flange and the lower flange respectively. The steel beam segment includes a steel beam, a column end steel beam, and an energy dissipation beam segment. The column end steel beam is installed on the steel column. The column end steel beam, the energy dissipation beam segment, and the steel beam are arranged in a straight line in sequence, and the energy dissipation beam segment is used to connect the column end steel beam and the steel beam. The energy-consuming beam segment is provided with a damage concentration zone.

[0005] Preferably, the energy-dissipating beam segment has several vertical stiffening ribs welded to both sides, and the three consecutive adjacent sides of the vertical stiffening ribs are welded to the side of the web of the steel beam, the bottom surface of the upper flange, and the upper surface of the lower flange, respectively.

[0006] Preferably, four vertical stiffening ribs are provided, with two vertical stiffening ribs on each side of the web of the steel beam. The vertical stiffening ribs are symmetrically arranged on both sides of the web of the steel beam, and are respectively located at opposite ends of the energy-dissipating beam segment. A damaged section is formed between two adjacent vertical stiffening ribs.

[0007] Preferably, the damage concentration area is disposed on the damaged part and located on both sides of the lower flange, and the damage concentration area is recessed towards the web of the steel beam.

[0008] Preferably, when the energy-dissipating beam segment is damaged, a cutting line and a welding line are provided between the damage concentration area and the vertical stiffening rib. The upper cutting line and welding line are lower than the bottom surface of the upper flange, and the cutting line and welding line are located between the vertical stiffening rib and the damage concentration area.

[0009] Preferably, the energy-dissipating beam segment is located within the width range of the steel beam segment, which is 0.5 to 0.8 times the distance from the edge of the steel column.

[0010] Preferably, the length of the damage concentration zone is equal to 0.5 to 1 times the width of the steel beam segment.

[0011] Preferably, the length of the energy-dissipating beam segment is equal to 1 to 1.5 times the width of the steel beam segment.

[0012] Preferably, the distance between the relatively concentrated damage areas is 0.65 to 0.85 times the width of the steel beam segment.

[0013] The preferred quick repair method is as follows: S1: Observe the damage condition of the energy-dissipating beam segment; S2: Measure and draw lines on the damaged area, ensuring that the drawn lines cover the entire damaged area. Specifically, the ranges of the cutting lines and welding lines are determined as follows: The length of the cut area after earthquake damage is greater than the set length of the damage concentration zone + 40mm, but less than the set length of the energy dissipation beam segment - 40mm. The height of the cut area after earthquake damage is less than the height of the steel beam segment minus the flange thickness minus 40mm. S3: Erect temporary supports, which include a support plate, connectors, and a support beam. The connectors are installed on the lower flange, and the two opposite ends of the support plate are respectively installed on the connectors. The support plate supports the column end steel beam and the steel beam. The area between the two connectors is the damage area defined in S2. One end of the support beam abuts against the end of the steel beam near the point to be cut, and the other end abuts against the angle formed by the beam and the steel column. The support beam, the end of the steel beam, and the steel column form a stable triangular shape to prevent the collapse of the steel beam after the damage area is cut. S4: Cut the damaged area, measure the cut area, and create a new replacement section; S5: Place the replacement segment made in S4 into the cut area and use an auxiliary device for assisted fixation; S6: Weld the replacement section to the original steel beam section; S7: Remove temporary supports and complete the rapid repair of the energy-dissipating beam segment that has suffered post-earthquake damage.

[0014] Compared with the prior art, the beneficial effects of the present invention are: 1. The present invention provides an earthquake-resistant energy-dissipating steel beam, the structure of which specifically introduces an energy-dissipating beam segment (also known as a weakening segment), concentrates the damage in the segment, discards the segment to preserve the structure on both sides of the segment, and after the earthquake, the damaged energy-dissipating beam segment is removed and a new energy-dissipating beam segment is reconnected to achieve rapid post-earthquake repair.

[0015] 2. In this invention, a damage concentration zone is set in the energy-dissipating beam segment. When subjected to a major earthquake or a rare earthquake, the energy-dissipating beam segment first undergoes yielding and energy dissipation (that is, the yielding and energy dissipation is concentrated in the damage concentration zone of the energy-dissipating beam segment). When it finally fails, the weak section of the energy-dissipating beam segment undergoes severe buckling or tensile cracking. At this time, due to the separation and reinforcement of the vertical stiffening ribs, the steel beam flanges on both sides of the energy-dissipating beam segment remain intact, and other parts of the joint remain in an elastic state.

[0016] 3. The energy-dissipating beam segment in this invention has a simple structure and is easy to replace. The destructive force during an earthquake is absorbed at this segment. When this segment is damaged, it can be cut off along the cutting line, and then a new energy-dissipating beam segment can be welded along the cutting line to achieve rapid post-earthquake repair. Attached Figure Description

[0017] To more clearly illustrate the technical solutions of the embodiments of the present invention, the accompanying drawings used in the description of the embodiments will be briefly introduced below. In all the drawings, similar elements or parts are generally identified by similar reference numerals. In the drawings, the elements or parts are not necessarily drawn to scale.

[0018] Figure 1This is a schematic diagram of the overall structure of the device of the present invention; Figure 2 This is a cross-sectional view of the overall structure of the device of the present invention; Figure 3 This is a front view of the overall structure of the device of the present invention; Figure 4 This is the overall strain cloud diagram of the device of the present invention; Figure 5 This is a flowchart of the method for rapid post-earthquake repair of the energy-consuming steel beam segment structure of the device of the present invention; Figure 6 This diagram illustrates the auxiliary support method used during the repair process of the device of the present invention.

[0019] 1-Steel column, 2-Steel beam, 3-Energy dissipating beam segment, 4-Steel beam web, 5-Vertical stiffening rib, 6-Damage concentration area, 7-Cutting line and welding line, 8-Column end steel beam, 9-Upper flange, 10-Lower flange. Detailed Implementation

[0020] The technical solutions of the embodiments of the present invention will be clearly and completely described below with reference to the accompanying drawings. Obviously, the described embodiments are only some embodiments of the present invention, and not all embodiments. All other embodiments obtained by those skilled in the art based on the embodiments of the present invention without creative effort are within the scope of protection of the present invention.

[0021] In the description of this invention, it should be noted that the terms "center", "upper", "lower", "left", "right", "vertical", "horizontal", "inner", "outer", etc., indicate the orientation or positional relationship based on the orientation or positional relationship shown in the accompanying drawings. They are only for the convenience of describing this invention and simplifying the description, and do not indicate or imply that the device or element referred to must have a specific orientation, or be constructed and operated in a specific orientation. Therefore, they should not be construed as limitations on this invention.

[0022] In the description of this invention, "several" means one or more, "multiple" means two or more, "greater than," "less than," and "exceeding" are understood to exclude the stated number, while "above," "below," and "within" are understood to include the stated number. Where the terms "first," "second," and "third" are used for descriptive purposes and to distinguish technical features, they should not be construed as indicating or implying relative importance, or implicitly indicating the number of indicated technical features, or implicitly indicating the sequential relationship of the indicated technical features.

[0023] In the description of this invention, it should be noted that, unless otherwise explicitly specified and limited, the terms "installation," "connection," and "linking" should be interpreted broadly. For example, they can refer to a fixed connection, a detachable connection, or an integral connection; they can refer to a mechanical connection or an electrical connection; they can refer to a direct connection or an indirect connection through an intermediate medium; and they can refer to the internal connection of two components. Those skilled in the art can understand the specific meaning of the above terms in this invention based on the specific circumstances. Furthermore, the technical features involved in the different embodiments of this invention described below can be combined with each other as long as they do not conflict with each other.

[0024] Example according to Figures 1 to 6 As shown in the embodiment of the present invention, an anti-seismic energy-dissipating steel beam is provided. Currently, the beam-column joints of steel frame structures mainly bear the axial force, bending moment, and shear force under vertical loads and seismic loads. Traditional steel frame beam-column joints are connected by fully welded or bolted-welded hybrid connection methods. However, such steel frames do not have the ability to achieve superior seismic performance. Moreover, during an earthquake, a large number of brittle fractures occur at the welds at the beam-column joints, causing the steel frame to basically lose its load-bearing capacity, resulting in huge losses. Subsequently, scholars conducted a large number of experiments and studies on the beam-column joints of steel frames. Finally, in accordance with the design principle of "strong joints and weak components, strong columns and weak beams", a steel beam structure is designed to control reasonable damage between the steel column and floor steel beam joints (that is, to concentrate the damage in a certain replaceable segment) to achieve rapid repair and rapid restoration of its function after an earthquake. This structure specifically includes steel columns 1 and steel beam segments. The steel beam segment includes an upper flange 9, a lower flange 10, and a steel beam web 4. The steel beam segment has an "I" shaped structure. The upper flange 9 and the lower flange 10 are parallel to each other. The steel beam web 4 connects the upper flange 9 and the lower flange 10, and the steel beam web 4 is perpendicular to the upper flange 9 and the lower flange 10, and is perpendicular to both the upper flange 9 and the lower flange 10. Furthermore, the steel beam segment includes a steel beam 2, a column-end steel beam 8, and an energy-dissipating beam segment 3. The column-end steel beam 8 is installed on the steel column 1, and it can be assumed that the column-end steel beam 8 and the steel column 1 are an integral structure. The column-end steel beam 8, the energy-dissipating beam segment 3, and the steel beam 2 are arranged in a straight line in sequence, and the energy-dissipating beam segment 3 is used to connect the column-end steel beam 8 and the steel beam 2. The energy-dissipating beam segment 3 is also called a weakening segment, that is, the damage of the earthquake is concentrated in this segment to preserve the structure at both ends of the segment. In this invention, the energy-consuming beam segment 3 is provided with a damage concentration zone 6.

[0025] In this invention, several vertical stiffening ribs 5 are welded to both sides of the energy-dissipating beam segment 3. The three consecutive adjacent sides of the vertical stiffening ribs 5 are welded to the side surface of the web plate 4, the bottom surface of the upper flange 9, and the upper surface of the lower flange 10 of the steel beam, respectively. Specifically, four vertical stiffening ribs 5 are welded. Two vertical stiffening ribs 5 are provided on each side of the web plate 4 of the steel beam. The vertical stiffening ribs 5 are symmetrically arranged on both sides of the web plate 4 of the steel beam. The vertical stiffening ribs 5 are respectively located at opposite ends of the energy-dissipating beam segment 3, and a damaged part is formed between two adjacent vertical stiffening ribs 5.

[0026] In this invention, the damage concentration zone 6 is set on the damaged part and located on both sides of the lower flange 10. The damage concentration zone 6 is used to concentrate energy dissipation and reduce the damage to the building during an earthquake. When a major earthquake or a rare earthquake occurs, the energy dissipation beam segment 3 will yield and dissipate energy first (that is, the yield energy dissipation will be concentrated at the energy dissipation beam segment 3). When it finally fails, the nodes will mainly be concentrated in the weak section of the energy dissipation beam segment 3, which will suffer severe buckling or tensile cracking. At this time, due to the separation and reinforcement of the vertical stiffening ribs 5, the steel beam flanges on both sides of the energy dissipation beam segment 3 remain intact, and other parts of the nodes remain in an elastic state. In this invention, the damage concentration area 6 is recessed towards the web 4 of the steel beam. When the energy dissipation beam segment 3 is damaged, a cutting line and a welding line 7 are provided between the damage concentration area 6 and the vertical stiffening rib 5. The upper cutting line and welding line 7 are lower than the bottom surface of the upper flange 9. The cutting line and welding line 7 are located between the vertical stiffening rib 5 and the damage concentration area 6.

[0027] Specific parameter settings: The energy-dissipating beam segment 3 is located within a range of 0.5 to 0.8 times the width of the steel beam segment from the edge of the steel column 1. The length of the damage concentration zone 6 is equal to 0.5 to 1 times the width of the steel beam segment. The length of the energy-dissipating beam segment 3 is equal to 1 to 1.5 times the width of the steel beam segment. The distance between the relative damage concentration zones 6 is 0.65 to 0.85 times the width of the steel beam segment.

[0028] One method for rapid post-earthquake repair of seismic-resistant energy-dissipating steel beams includes the following specific repair steps: S1: Observe the damage to the energy-dissipating beam segment 3; S2: Measure and draw lines on the damaged area, ensuring that the drawn lines cover the entire damaged area. Specifically, the ranges of the cutting line and welding line 7 are determined as follows: The length of the cut area after earthquake damage is greater than the set length of the damage concentration zone 6 + 40 mm, and less than the set length of the energy dissipation beam segment 3 - 40 mm. The height of the cut area after earthquake damage is less than the height of the steel beam segment minus the flange thickness minus 40mm. S3: Erect temporary supports, which include a support plate, connectors, and a support beam. The connectors are installed on the lower flange 10. The two opposite ends of the support plate are respectively installed on the connectors. The support plate supports the column end steel beam 8 and the steel beam 2. The area between the two connectors is the damage area defined in S2. One end of the support beam abuts against the end of the steel beam 2 near the point to be cut, and the other end abuts against the angle formed by the beam and the steel column 1. The support beam, the end of the steel beam 2, and the steel column 1 form a stable triangular shape to prevent the collapse of the steel beam 2 after the damage area is cut. S4: Cut the damaged area, measure the cut area, and create a new replacement section; S5: Place the replacement segment made in S4 into the cut area and use an auxiliary device for assisted fixation; S6: Weld the replacement section to the original steel beam section; S7: Remove temporary supports and complete the rapid repair of the energy-dissipating beam segment that has suffered post-earthquake damage.

[0029] Introducing a solid model for detailed analysis: 1. Assign value (unit: mm) Meaning of the annotations in the image: B c Steel column width: 2000 t c The wall thickness of the steel pipe in the steel column is 50 mm. B f The width of the steel beam segment is 500 mm. H b Height of steel beam segment: 800 t f Flange thickness of steel beam segment: 40 t b For the web thickness of the steel pipe: 30 B o B is the width of the weakened section of the lower flange of the steel beam segment (the distance between relative damage concentration areas). o = (0.65~0.85)B f L o Length of the damaged area: L o = (0.5~1)B f L1 is the energy-dissipating beam segment located at a distance of (0.5~0.8)B from the edge of the steel column. f L2 is the length of the energy-dissipating beam segment. The patent requires L2 = (1~1.5)B. f L h The patent claim L represents the length of the cut area after earthquake damage. h >L o +40mm, L h <L2-40mm H h The patent requires H to represent the height of the cut area after earthquake damage. h <H b -t f -40mm 2. Build a model based on the given parameters; 3. Create strain contour plots; 4. Conclusion According to the stress concentration distribution in the strain cloud map, when a major earthquake or a rare earthquake occurs, the energy-dissipating beam segment will yield and dissipate energy first. The force is mainly concentrated in the weakened segment, causing it to yield or crack until it fails. Ideally, the damaged segment can be removed and a new energy-dissipating beam segment can be repaired to quickly complete the post-earthquake repair work.

[0030] The above description is merely a specific embodiment of the present invention, but the scope of protection of the present invention is not limited thereto. Any variations or substitutions that can be easily conceived by those skilled in the art within the technical scope disclosed in the present invention should be included within the scope of protection of the present invention. Therefore, the scope of protection of the present invention should be determined by the scope of the claims.

Claims

1. A method for rapid post-earthquake repair of seismic-resistant energy-dissipating steel beams, characterized in that, The following is a method for rapid post-earthquake repair of seismic-resistant energy-dissipating steel beam segments: S1: Observe the damage of the energy-dissipating beam segment (3); S2: Measure and draw lines on the damaged area, ensuring that the lines cover the entire damaged area. Specifically, the ranges of the cutting line and welding line (7) are determined as follows: The length of the cut area after earthquake damage is greater than the set length of the damage concentration zone (6) + 40 mm, and less than the set length of the energy dissipation beam segment (3) - 40 mm. The height of the cut area after earthquake damage is less than the height of the steel beam segment minus the flange thickness minus 40mm. S3: Erect temporary support, which includes a support plate, connectors and support beams. The connectors are installed on the lower flange (10). The two opposite ends of the support plate are respectively installed on the connectors. The support plate supports the column end steel beam (8) and steel beam (2). The area between the two connectors is the damage area defined by S2. One end of the support beam abuts against the end of the steel beam (2) near the cutting point, and the other end abuts against the angle formed by the beam and the steel column (1). The support beam, the end of the steel beam (2) and the steel column (1) form a stable triangular shape to prevent the collapse of the steel beam (2) after the damage area is cut. S4: Cut the damaged area, measure the cut area, and create a new replacement section; S5: Place the replacement segment made in S4 into the cut area and use an auxiliary device for assisted fixation; S6: Weld the replacement section to the original steel beam section; S7: Remove temporary supports and complete the rapid repair of the energy-dissipating beam segment damaged after the earthquake; The seismic energy dissipation steel beam includes the steel column (1) and the steel beam segment; The steel beam segment includes the steel beam (2), the lower flange (10), the column end steel beam (8), and the energy dissipation beam segment (3). The column end steel beam (8) is located on the steel column (1). The column end steel beam (8), the energy dissipation beam segment (3), and the steel beam (2) are arranged in a straight line in sequence, and the energy dissipation beam segment (3) is used to connect the column end steel beam (8) and the steel beam (2). The energy dissipation beam segment (3) is provided with the damage concentration area (6). Several vertical stiffening ribs (5) are welded on both sides of the energy-dissipating beam segment 3. The vertical stiffening ribs (5) are respectively located at opposite ends of the energy-dissipating beam segment (3), and a damaged part is formed between two adjacent vertical stiffening ribs (5). The damage concentration area (6) is set on the damaged part and located on both sides of the lower flange (10). When the energy-dissipating beam segment (3) is damaged, a cutting line and a welding line (7) are provided between the damage concentration area (6) and the vertical stiffening ribs (5). The energy-dissipating beam segment (3) is located within the width range of the steel beam segment, which is 0.5 to 0.8 times the distance from the edge of the steel column (1); The length of the damage concentration zone (6) is equal to 0.5 to 1 times the width of the steel beam segment; The length of the energy-dissipating beam segment (3) is equal to 1 to 1.5 times the width of the steel beam segment; the distance between the relative damage concentration areas (6) is 0.65 to 0.85 times the width of the steel beam segment.

Images