CN110670729B - Load-bearing energy-consumption beam column node device capable of recovering function - Google Patents
Load-bearing energy-consumption beam column node device capable of recovering function Download PDFInfo
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- CN110670729B CN110670729B CN201911030346.5A CN201911030346A CN110670729B CN 110670729 B CN110670729 B CN 110670729B CN 201911030346 A CN201911030346 A CN 201911030346A CN 110670729 B CN110670729 B CN 110670729B
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- 238000005265 energy consumption Methods 0.000 title abstract description 14
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 169
- 239000010959 steel Substances 0.000 claims abstract description 169
- 239000003351 stiffener Substances 0.000 claims description 29
- 229910000746 Structural steel Inorganic materials 0.000 claims description 3
- 229910045601 alloy Inorganic materials 0.000 claims description 3
- 239000000956 alloy Substances 0.000 claims description 3
- 230000021715 photosynthesis, light harvesting Effects 0.000 claims description 3
- 238000000034 method Methods 0.000 abstract description 5
- 230000008569 process Effects 0.000 abstract description 5
- 230000006835 compression Effects 0.000 abstract description 3
- 238000007906 compression Methods 0.000 abstract description 3
- 230000009471 action Effects 0.000 description 3
- 230000000694 effects Effects 0.000 description 3
- 238000010276 construction Methods 0.000 description 2
- 238000011160 research Methods 0.000 description 2
- 238000005452 bending Methods 0.000 description 1
- 238000013461 design Methods 0.000 description 1
- 238000002474 experimental method Methods 0.000 description 1
- 238000009434 installation Methods 0.000 description 1
- 239000010271 massa medicata fermentata Substances 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 230000008439 repair process Effects 0.000 description 1
- 230000000452 restraining effect Effects 0.000 description 1
- 230000035939 shock Effects 0.000 description 1
- 238000006467 substitution reaction Methods 0.000 description 1
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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
- E04B1/18—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
- E04B1/2403—Connection details of the elongated load-supporting parts
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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
- E04B1/38—Connections for building structures in general
- E04B1/58—Connections for building structures in general of bar-shaped building elements
- E04B1/5806—Connections for building structures in general of bar-shaped building elements with a cross-section having an open profile
- E04B1/5812—Connections for building structures in general of bar-shaped building elements with a cross-section having an open profile of substantially I - or H - form
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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
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- 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
- E04H9/024—Structures with steel columns and beams
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- Rod-Shaped Construction Members (AREA)
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Abstract
The invention relates to a load-bearing energy-consumption beam column node device capable of recovering functions, which comprises a steel column, an H-shaped steel beam, an upper angle steel and a lower angle steel, wherein the upper angle steel is arranged on the steel column; the upper angle steel is provided with an upper longitudinal stiffening rib, and the lower angle steel is provided with a lower longitudinal stiffening rib; the two sides of the upper longitudinal stiffening rib are respectively provided with an upper transverse constraint rib, one side of the upper transverse constraint rib is fixedly connected with the upper longitudinal stiffening rib, and the other side of the upper transverse constraint rib is fixedly connected with the upper angle steel; the two sides of the lower longitudinal stiffening rib are respectively provided with the lower transverse constraint rib, one side of the lower transverse constraint rib is fixedly connected with the lower longitudinal stiffening rib, and the other side of the lower transverse constraint rib is fixedly connected with the lower angle steel, so that the upper longitudinal stiffening rib and the lower longitudinal stiffening rib are converted into two-section stress zone buckling from single-section stress zone buckling in the bearing process, the sectional energy consumption is realized, the compression capacity and the energy consumption capacity are improved relatively effectively, and the earthquake-resistant function can be recovered only by replacing the upper angle steel, the lower angle steel, the upper longitudinal stiffening rib, the lower longitudinal stiffening rib, the upper transverse constraint rib, the lower transverse constraint rib and the high-strength bolt.
Description
Technical Field
The invention relates to the technical field of beam column nodes, in particular to a load-bearing energy-consumption beam column node device with a restorable function.
Background
The steel structure has the advantages of high strength, good ductility, convenient construction and installation, short construction period and the like, and is widely used for high-rise buildings, large-span buildings and industrial plants. The beam column node is an important component part in the frame, is one of key design problems, and is improved after the north-mountain earthquake in 1994 and the Massa Medicata Fermentata earthquake in 1995, so that the beam column node becomes a hot spot in the research field of steel structures of all countries of the world. Experiments and theoretical researches show that the improved nodes can achieve the purpose of outward movement of plastic hinges at the nodes when strong shock occurs no matter the reinforced nodes or the weakened nodes, and the brittle failure of the nodes caused by early occurrence of cracks is avoided.
The beam column node in the prior art has the following technical problems: when an earthquake occurs, the beam column joints bear the reciprocating load effect and are easy to bend and damage, the beam column steel frames generate larger residual deformation, the beam column steel frame structures deform larger, and the beam column steel frame structures are difficult to repair after bending and damage, so that the bearing capacity is lost, and the earthquake-resistant function cannot be recovered.
Disclosure of Invention
Aiming at the technical problems existing in the prior art, the invention aims at: the utility model provides a but bearing energy dissipation beam column node means of resume function, when the earthquake takes place, beam column steel frame can not produce great residual deformation, and steel frame structure warp is less, is difficult to take place buckling failure, just can resume the antidetonation function through simple restoration after the earthquake.
In order to achieve the above purpose, the invention adopts the following technical scheme:
the utility model provides a recoverable function bear energy dissipation beam column node means, includes steel column, H shaped steel roof beam, upper angle steel and lower angle steel; the upper flange of the H-shaped steel beam is connected with the steel column through an upper angle steel high-strength bolt, and the lower flange is connected with the steel column through a lower angle steel high-strength bolt; the upper angle steel is provided with an upper longitudinal stiffening rib, and the lower angle steel is provided with a lower longitudinal stiffening rib; the two sides of the upper longitudinal stiffening rib are respectively provided with an upper transverse constraint rib, one side of the upper transverse constraint rib is fixedly connected with the upper longitudinal stiffening rib, and the other side of the upper transverse constraint rib is fixedly connected with the upper angle steel; and two sides of the lower longitudinal stiffening rib are respectively provided with a lower transverse constraint rib, one side of the lower transverse constraint rib is fixedly connected with the lower longitudinal stiffening rib, and the other side of the lower transverse constraint rib is fixedly connected with the lower angle steel.
Further, the thicknesses of the upper angle steel, the lower angle steel, the upper longitudinal stiffening rib and the lower longitudinal stiffening rib are smaller than the thicknesses of the upper flange and the lower flange of the H-shaped steel beam.
Further, the upper transverse restraint rib thickness is greater than the upper longitudinal stiffener thickness, and the lower transverse restraint rib thickness is greater than the lower longitudinal stiffener thickness.
Further, the upper transverse restraint rib comprises a first upper restraint rib and a second upper restraint rib, the lower transverse restraint rib comprises a first lower restraint rib and a second lower restraint rib, the first upper restraint rib and the second upper restraint rib are fixedly connected with the upper longitudinal stiffening rib and the upper angle steel from bottom to top at intervals, and the first lower restraint rib and the second lower restraint rib are fixedly connected with the lower longitudinal stiffening rib and the lower angle steel from top to bottom at intervals.
Further, the distance between the first upper constraint rib and the lower end of the upper longitudinal stiffening rib is L 1, the distance between the first upper constraint rib and the second upper constraint rib is L 2, and the distance between the second upper constraint rib and the upper end of the upper longitudinal stiffening rib is L 3,L1﹤L2﹤L3; the distance between the first lower restraint rib and the upper end of the lower longitudinal stiffening rib is L 1 ', the distance between the first lower restraint rib and the second lower restraint rib is L 2 ', and the distance between the second lower restraint rib and the lower end of the lower longitudinal stiffening rib is L 3′,L1′﹤L2′﹤L3 '.
Further, the first upper restraint rib thickness is greater than the second upper restraint rib thickness and the first lower restraint rib thickness is greater than the second lower restraint rib thickness.
Further, the first upper restraint rib area is greater than the second upper restraint rib area and the first lower restraint rib area is greater than the second lower restraint rib area.
Further, the distance between the upper longitudinal stiffening rib and the left side surface of the upper angle steel is equal to the distance between the upper longitudinal stiffening rib and the right side surface of the upper angle steel, and the distance between the lower longitudinal stiffening rib and the left side surface of the lower angle steel is equal to the distance between the lower longitudinal stiffening rib and the right side surface of the lower angle steel.
Further, the steel column is internally provided with a first column inner transverse stiffening rib and a second column inner transverse stiffening rib, the first column inner transverse stiffening rib is correspondingly arranged with the upper angle steel, and the second column inner transverse stiffening rib is correspondingly arranged with the lower angle steel.
Further, the upper longitudinal stiffener, the lower longitudinal stiffener, the upper transverse restraint rib and the lower transverse restraint rib are all made of low alloy structural steel.
In general, the invention has the following advantages:
When an earthquake occurs, the reciprocating load action born by the beam column joint is transferred to the upper longitudinal stiffening rib through the upper angle steel and is transferred to the lower longitudinal stiffening rib through the lower angle steel. The upper transverse constraint rib divides the upper longitudinal stiffening rib into an upper section stress area and a lower section stress area, the lower transverse constraint rib divides the lower longitudinal stiffening rib into an upper section stress area and a lower section stress area, so that the upper longitudinal stiffening rib and the lower longitudinal stiffening rib are transformed into the sectional buckling of the two sections stress areas from the single section large buckling of the single section stress area in the bearing process, the sectional energy consumption is realized, the compression capacity and the energy consumption capacity of the upper longitudinal stiffening rib and the lower longitudinal stiffening rib are effectively improved, and the energy consumption capacity and the hysteresis performance of beam column nodes are improved.
Because one side of the upper transverse constraint rib is welded on the upper longitudinal stiffening rib, and the other side is welded on the upper angle steel; the lower transverse constraint rib is welded on one side of the lower longitudinal stiffening rib, and the other side of the lower transverse constraint rib is welded on the lower angle steel, so that when the upper longitudinal stiffening rib and the lower longitudinal stiffening rib respectively buckle and deform, the upper transverse constraint rib and the lower transverse constraint rib ensure that the upper longitudinal stiffening rib and the lower longitudinal stiffening rib have larger tensile strength by constraining the deformation of the upper longitudinal stiffening rib and the lower longitudinal stiffening rib on one hand, on the other hand, the impact of the upper longitudinal stiffening rib and the lower longitudinal stiffening rib is buffered by self deformation, and the reciprocating load generated by an earthquake is shared by buckling of the upper angle steel, the lower angle steel, the high-strength bolts, the upper longitudinal stiffening rib, the lower longitudinal stiffening rib, the upper transverse constraint rib and the lower transverse constraint rib, so that the beam column steel frame does not generate larger residual deformation, the deformation of the steel frame structure is smaller, buckling damage is not easy to occur, and the earthquake-proof function can be recovered only by replacing the upper angle steel, the lower angle steel, the upper longitudinal stiffening rib, the upper transverse constraint rib and the high-strength bolts after the earthquake.
Drawings
Fig. 1 is a schematic perspective view of an embodiment of the present invention.
Fig. 2 is a top view of an embodiment of the present invention.
Reference numerals illustrate:
1, a steel column;
2-H-shaped steel girder;
31-upper angle steel, 32-lower angle steel;
41-upper longitudinal stiffeners, 42-lower longitudinal stiffeners;
51-first upper constraining ribs, 52-second upper constraining ribs;
61-first lower constraining ribs, 62-second lower constraining ribs;
71-first in-column transverse stiffeners, 72-second in-column transverse stiffeners;
8-high strength bolts.
Detailed Description
The present invention will be described in further detail below.
As shown in fig. 1-2, a restorable function bearing energy-consuming beam column node device comprises a steel column 1, an H-shaped steel beam 2, an upper angle steel 31 and a lower angle steel 32; the upper flange of the H-shaped steel beam 2 is connected with the steel column 1 through an upper angle steel 31 high-strength bolt 8, and the lower flange is connected with the steel column 1 through a lower angle steel 32 high-strength bolt 8; the upper angle steel 31 is provided with an upper longitudinal stiffening rib 41, and the lower angle steel 32 is provided with a lower longitudinal stiffening rib 42; the two sides of the upper longitudinal stiffening rib 41 are respectively provided with an upper transverse constraint rib, one side of the upper transverse constraint rib is fixedly connected with the upper longitudinal stiffening rib 41, and the other side of the upper transverse constraint rib is fixedly connected with the upper angle steel 31; lower transverse restraint ribs are respectively arranged on two sides of the lower longitudinal stiffening rib 42, one side of each lower transverse restraint rib is fixedly connected with the lower longitudinal stiffening rib 42, and the other side of each lower transverse restraint rib is fixedly connected with the lower angle steel 32.
Specifically, the steel column 1 is an H-type steel column or a box-type steel column. The H-shaped steel beam 2 is horizontally arranged, and the surface of the upper flange faces upwards. The upper angle 31 includes an upper horizontal steel plate and an upper vertical steel plate. The bottom surface of the upper horizontal steel plate is abutted to the top surface of the upper flange of the H-shaped steel beam 2, and the upper horizontal steel plate is connected with the upper flange of the H-shaped steel beam 2 through a high-strength bolt 8; the back of the upper vertical steel plate is abutted to one side face of the steel column 1, and the upper vertical steel plate is connected with the steel column 1 through a high-strength bolt 8. The lower angle steel 32 includes a lower horizontal steel plate and a lower vertical steel plate. The top surface of the lower horizontal steel plate is abutted against the bottom surface of the lower flange of the H-shaped steel beam 2, and the lower horizontal steel plate is connected with the lower flange of the H-shaped steel beam 2 through a high-strength bolt 8; the back of the lower vertical steel plate is abutted to one side surface of the steel column 1, and the lower vertical steel plate is connected with the steel column 1 through a high-strength bolt 8. The arrangement of the upper and lower longitudinal stiffeners 41, 42 improves the stability and torsional properties of the beam column.
When an earthquake occurs, the reciprocating load born by the beam column joint is transferred to the upper longitudinal stiffening rib 41 through the upper angle steel 31 and is transferred to the lower longitudinal stiffening rib 42 through the lower angle steel 32. The upper transverse constraint rib is perpendicular to the upper longitudinal stiffening rib 41, the upper longitudinal stiffening rib 41 is divided into an upper section stress zone and a lower section stress zone, the lower transverse constraint rib is perpendicular to the lower longitudinal stiffening rib 42, the lower longitudinal stiffening rib 42 is divided into an upper section stress zone and a lower section stress zone, so that the upper longitudinal stiffening rib 41 and the lower longitudinal stiffening rib 42 are converted into two section zone buckling from single section large buckling of the single section stress zone in the bearing process, sectional energy consumption is realized, and the compression capacity and the energy consumption capacity of the upper longitudinal stiffening rib 41 and the lower longitudinal stiffening rib 42 are effectively improved, thereby improving the energy consumption capacity and hysteresis performance of beam column nodes.
Because one side of the upper transverse constraint rib is fixedly connected with the upper longitudinal stiffening rib 41, the other side is fixedly connected with the upper angle steel 31; the lower transverse constraint rib is fixedly connected to the lower longitudinal stiffening rib 42 on one side and fixedly connected to the lower angle steel 32 on the other side, so that when the upper longitudinal stiffening rib 41 and the lower longitudinal stiffening rib 42 are respectively buckled and deformed, the upper transverse constraint rib and the lower transverse constraint rib ensure that the upper longitudinal stiffening rib 41 and the lower longitudinal stiffening rib 42 have larger tensile strength by constraining the deformation of the upper longitudinal stiffening rib 41 and the lower longitudinal stiffening rib 42 on one hand, on the other hand, the impact of the upper longitudinal stiffening rib 41 and the lower longitudinal stiffening rib 42 is buffered by self deformation, and the reciprocating load generated by an earthquake is shared by buckling of the upper angle steel 31, the lower angle steel 32, the high-strength bolts 8, the upper longitudinal stiffening rib 41, the lower longitudinal stiffening rib 42, the upper transverse constraint rib and the lower transverse constraint rib, so that the beam-column steel frame cannot generate larger residual deformation, the steel frame structure is less in deformation and buckling failure is not easy to occur, and the earthquake-proof function can be recovered only by replacing the upper angle steel 31, the lower angle steel 32, the upper longitudinal stiffening rib 41, the lower longitudinal stiffening rib 42, the upper transverse constraint rib and the lower transverse constraint rib and the high-strength bolts 8.
In this embodiment, both the upper lateral restraint rib and the lower lateral restraint rib are made of steel plates. One side of the upper transverse constraint rib is welded to the upper longitudinal stiffening rib 41, and the other side is welded to the upper angle steel 31; the lower transverse restraint rib is welded to the lower longitudinal stiffener 42 on one side and to the lower angle steel 32 on the other side.
The thickness of the upper angle steel 31, the lower angle steel 32, the upper longitudinal stiffening rib 41 and the lower longitudinal stiffening rib 42 is smaller than that of the upper flange and the lower flange of the H-shaped steel beam 2. The reciprocating load action born by the beam column joint is transferred to the upper longitudinal stiffening rib 41 through the upper angle steel 31, and transferred to the lower longitudinal stiffening rib 42 through the lower angle steel 32, and the upper angle steel 31, the lower angle steel 32, the upper longitudinal stiffening rib 41 and the lower longitudinal stiffening rib 42 are smaller in rigidity due to smaller thickness and buckling before the steel beam, so that the beam column steel frame structure is effectively protected.
The upper transverse restraint rib thickness is greater than the upper longitudinal stiffener 41 thickness and the lower transverse restraint rib thickness is greater than the lower longitudinal stiffener 42 thickness. Because the thickness is larger, the rigidity is also larger, the upper transverse constraint rib and the lower transverse constraint rib can effectively restrain the deformation of the upper longitudinal stiffening rib 41 and the lower longitudinal stiffening rib 42, the upper longitudinal stiffening rib 41 and the lower longitudinal stiffening rib 42 are divided into an upper stress zone and a lower stress zone, the upper longitudinal stiffening rib 41 and the lower longitudinal stiffening rib 42 are enabled to be bent greatly from a single section of a single stress zone in the bearing process, and the upper transverse constraint rib and the lower transverse constraint rib are converted into the segmental buckling of the two stress zones, so that the segmental energy consumption is realized.
The upper transverse restraint rib comprises a first upper restraint rib 51 and a second upper restraint rib 52, the lower transverse restraint rib comprises a first lower restraint rib 61 and a second lower restraint rib 62, the first upper restraint rib 51 and the second upper restraint rib 52 are fixedly connected with the upper longitudinal stiffening rib 41 from bottom to top at intervals, and the first lower restraint rib 61 and the second lower restraint rib 62 are fixedly connected with the lower longitudinal stiffening rib 42 from top to bottom at intervals. Through the first upper constraint rib 51, the second upper constraint rib 52, the first lower constraint rib 61 and the second lower constraint rib 62, the upper longitudinal stiffening rib 41 and the lower longitudinal stiffening rib 42 are respectively provided with 3 sections of stress areas, and are converted into 3 sections of segmental buckling of the stress areas in the bearing process, so that the segmental energy consumption effect is better.
In the present embodiment, the first and second upper constraining ribs 51 and 52 and the first and second lower constraining ribs 61 and 62 are parallel to the girder flange surface. 2 first upper constraint ribs 51 and 2 second upper constraint ribs 52 are respectively arranged correspondingly, and the 2 first upper constraint ribs 51 are welded on two sides of the upper longitudinal stiffening rib 41 respectively; the 2 second upper constraint ribs 52 are correspondingly arranged and respectively welded on two sides of the upper longitudinal stiffening rib 41; 2 first lower constraint ribs 61 and 2 second lower constraint ribs 62 are respectively arranged, and the 2 first lower constraint ribs 61 are correspondingly arranged and respectively welded on two sides of the lower longitudinal stiffening rib 42; the 2 second lower constraining ribs 62 are correspondingly arranged and welded on two sides of the lower longitudinal stiffening rib 42 respectively. The structure of the stiffening ribs is balanced and the segmented buckling effect is better through the restraint of the restraining ribs on the left side and the right side.
The distance between the first upper constraint rib 51 and the lower end of the upper longitudinal stiffening rib 41 is L 1, the distance between the first upper constraint rib 51 and the second upper constraint rib 52 is L 2, and the distance between the second upper constraint rib 52 and the upper end of the upper longitudinal stiffening rib 41 is L 3,L1﹤L2﹤L3; the first lower constraining rib 61 is spaced from the upper end of the lower longitudinal stiffener 42 by a distance L 1 ', the first lower constraining rib 61 is spaced from the second lower constraining rib 62 by a distance L 2 ', and the second lower constraining rib 62 is spaced from the lower end of the lower longitudinal stiffener 42 by a distance L 3′,L1′﹤L2′﹤L3 '.
In the 3-section stress region of the upper longitudinal stiffening rib 41, a main stress section is arranged between the first upper constraint rib 51 and the lower end of the upper longitudinal stiffening rib 41, the length of the section is shorter, the buckling deformation of the section of the upper longitudinal stiffening rib 41 can be well constrained by the first upper constraint rib 51; the middle section of the upper longitudinal stiffening rib 41 is a secondary stress section, the length of the section is longer than that of the main stress section, and the force impact left after the buckling of the main stress section can be buffered within a longer distance; the second upper restraint rib 52 is least stressed with the upper end of the upper longitudinal stiffener 41, and the length of the section is longest, so that the impact after buckling of the main stress section and the secondary stress section can be completely absorbed in the longest distance. The first upper constraining rib 51 and the second upper constraining rib 52 divide the upper longitudinal stiffener 41 into three sections of stress regions of different distances, which can increase the load bearing capacity of the upper longitudinal stiffener 41 to a greater extent.
Similarly, the first lower constraining rib 61 and the second lower constraining rib 62 divide the lower longitudinal stiffener 42 into three sections of stress regions of different distances, which can increase the load bearing capacity of the lower longitudinal stiffener 42 to a greater extent.
The first upper constraint rib 51 has a thickness greater than the second upper constraint rib 52, and the first lower constraint rib 61 has a thickness greater than the second lower constraint rib 62.
With this structure, the rigidity of the first upper constraint rib 51 and the first lower constraint rib 61 is made larger than the rigidity of the second upper constraint rib 52 and the second lower constraint rib 62.
Because the upper longitudinal stiffening rib 41 between the first upper constraint rib 51 and the lower end of the upper longitudinal stiffening rib 41 is the main stress section, the upper longitudinal stiffening rib 41 between the first upper constraint rib 51 and the second upper constraint rib 52 is the secondary stress section; the lower longitudinal stiffening rib 42 between the first lower constraining rib 61 and the upper end of the lower longitudinal stiffening rib 42 is a main stress section, the lower longitudinal stiffening rib 42 between the first lower constraining rib 61 and the second lower constraining rib 62 is a secondary stress section, the first upper constraining rib 51 and the first lower constraining rib 61 are relatively high in rigidity and are not easy to deform, and the upper longitudinal stiffening rib 41 and the lower longitudinal stiffening rib 42 can be well constrained.
The first upper constraint rib 51 has an area greater than the second upper constraint rib 52 and the first lower constraint rib 61 has an area greater than the second lower constraint rib 62.
Because the upper longitudinal stiffening rib 41 between the first upper constraint rib 51 and the lower end of the upper longitudinal stiffening rib 41 is the main stress section, the upper longitudinal stiffening rib 41 between the first upper constraint rib 51 and the second upper constraint rib 52 is the secondary stress section; the lower longitudinal stiffening rib 42 between the first lower constraining rib 61 and the upper end of the lower longitudinal stiffening rib 42 is a main stress section, the lower longitudinal stiffening rib 42 between the first lower constraining rib 61 and the second lower constraining rib 62 is a secondary stress section, the first upper constraining rib 51 and the first lower constraining rib 61 are relatively high in rigidity and are not easy to deform, and the upper longitudinal stiffening rib 41 and the lower longitudinal stiffening rib 42 can be well constrained. Therefore, the first upper constraining ribs 51 and the first lower constraining ribs 61 have larger areas and larger rigidity, are not easy to deform, and can better constrain the upper longitudinal stiffening ribs 41 and the lower longitudinal stiffening ribs 42.
The distance between the upper longitudinal stiffener 41 and the left side of the upper angle steel 31 is equal to the distance between the upper longitudinal stiffener 41 and the right side of the upper angle steel 31, and the distance between the lower longitudinal stiffener 42 and the left side of the lower angle steel 32 is equal to the distance between the lower longitudinal stiffener 42 and the right side of the lower angle steel 32. The upper longitudinal stiffener 41 is welded to the upper angle 31 at the midline and the lower longitudinal stiffener 42 is welded to the lower angle 32 at the midline. By adopting the structure, the upper longitudinal stiffening rib 41 and the upper angle steel 31 and the lower longitudinal stiffening rib 42 and the lower angle steel 32 are symmetrical in structure and balanced in stress, the reciprocating load action born by the beam column joint can be buffered through buckling of the upper longitudinal stiffening rib 41 and the lower longitudinal stiffening rib 42, torsion is not easy to occur, so that the beam column steel frame generates larger residual deformation, and the steel frame structure is smaller in deformation.
The steel column 1 is internally provided with a first column inner transverse stiffening rib 71 and a second column inner transverse stiffening rib 72, the first column inner transverse stiffening rib 71 is correspondingly arranged with the upper angle steel 31, and the second column inner transverse stiffening rib 72 is correspondingly arranged with the lower angle steel 32.
When the node of the dyed column bears the reciprocating load, the upper angle steel 31 and the lower angle steel 32 deform under the stress of the steel column 1 connected with the upper angle steel 31, and as the first column inner transverse stiffening rib 71 and the upper angle steel 31 are correspondingly arranged, the second column inner transverse stiffening rib 72 and the lower angle steel 32 are correspondingly arranged, the first column inner transverse stiffening rib 71 and the second column inner transverse stiffening rib 72 can resist the deformation of the steel column 1, so that the steel frame cannot generate larger residual deformation. The first in-column transverse stiffening rib 71 and the upper angle steel 31 and the second in-column transverse stiffening rib 72 and the lower angle steel 32 are respectively arranged at two sides of the steel column 1, and form clamping on the steel column 1 from two sides of the steel column 1, so that the stability and the torsion resistance of the steel frame are improved.
The upper longitudinal stiffener 41, the lower longitudinal stiffener 42, the upper transverse restraint rib and the lower transverse restraint rib are all made of low alloy structural steel.
The above examples are preferred embodiments of the present invention, but the embodiments of the present invention are not limited to the above examples, and any other changes, modifications, substitutions, combinations, and simplifications that do not depart from the spirit and principle of the present invention should be made in the equivalent manner, and the embodiments are included in the protection scope of the present invention.
Claims (10)
1. The utility model provides a bearing energy dissipation beam column node means of recoverable function which characterized in that: the steel column comprises a steel column body, an H-shaped steel beam, an upper angle steel and a lower angle steel; the upper flange of the H-shaped steel beam is connected with the steel column through an upper angle steel high-strength bolt, and the lower flange is connected with the steel column through a lower angle steel high-strength bolt; the upper angle steel is provided with an upper longitudinal stiffening rib, and the lower angle steel is provided with a lower longitudinal stiffening rib; the two sides of the upper longitudinal stiffening rib are respectively provided with an upper transverse constraint rib, one side of the upper transverse constraint rib is fixedly connected with the upper longitudinal stiffening rib, and the other side of the upper transverse constraint rib is fixedly connected with the upper angle steel; and two sides of the lower longitudinal stiffening rib are respectively provided with a lower transverse constraint rib, one side of the lower transverse constraint rib is fixedly connected with the lower longitudinal stiffening rib, and the other side of the lower transverse constraint rib is fixedly connected with the lower angle steel.
2. A load-bearing energy-dissipating beam-column joint arrangement of the recoverable kind according to claim 1, wherein: the thicknesses of the upper angle steel, the lower angle steel, the upper longitudinal stiffening rib and the lower longitudinal stiffening rib are smaller than those of the upper flange and the lower flange of the H-shaped steel beam.
3. A load-bearing energy-dissipating beam-column joint arrangement of the recoverable kind according to claim 1, wherein: the upper transverse restraint rib thickness is greater than the upper longitudinal stiffener thickness, and the lower transverse restraint rib thickness is greater than the lower longitudinal stiffener thickness.
4. A load-bearing energy-consuming beam-column node arrangement according to any one of claims 1 to 3, characterized in that: the upper transverse constraint rib comprises a first upper constraint rib and a second upper constraint rib, the lower transverse constraint rib comprises a first lower constraint rib and a second lower constraint rib, the first upper constraint rib and the second upper constraint rib are fixedly connected with the upper longitudinal stiffening rib and the upper angle steel from bottom to top at intervals, and the first lower constraint rib and the second lower constraint rib are fixedly connected with the lower longitudinal stiffening rib and the lower angle steel from top to bottom at intervals.
5. A load-bearing energy-dissipating beam-column joint arrangement of the recoverable kind according to claim 4, wherein: the distance between the first upper constraint rib and the lower end of the upper longitudinal stiffening rib is L 1, the distance between the first upper constraint rib and the second upper constraint rib is L 2, and the distance between the second upper constraint rib and the upper end of the upper longitudinal stiffening rib is L 3,L1﹤L2﹤L3; the distance between the first lower restraint rib and the upper end of the lower longitudinal stiffening rib is L 1 ', the distance between the first lower restraint rib and the second lower restraint rib is L 2 ', and the distance between the second lower restraint rib and the lower end of the lower longitudinal stiffening rib is L 3′,L1′﹤L2′﹤L3 '.
6. A load-bearing energy-dissipating beam-column joint arrangement of the recoverable kind according to claim 4, wherein: the first upper restraint rib thickness is greater than the second upper restraint rib thickness and the first lower restraint rib thickness is greater than the second lower restraint rib thickness.
7. A load-bearing energy-dissipating beam-column joint arrangement of the recoverable kind according to claim 4, wherein: the first upper restraint rib area is greater than the second upper restraint rib area and the first lower restraint rib area is greater than the second lower restraint rib area.
8. A load-bearing energy-dissipating beam-column joint arrangement of the recoverable kind according to claim 4, wherein: the distance between the upper longitudinal stiffening rib and the left side surface of the upper angle steel is equal to the distance between the upper longitudinal stiffening rib and the right side surface of the upper angle steel, and the distance between the lower longitudinal stiffening rib and the left side surface of the lower angle steel is equal to the distance between the lower longitudinal stiffening rib and the right side surface of the lower angle steel.
9. A load-bearing energy-dissipating beam-column joint arrangement of the recoverable kind according to claim 8, wherein: the steel column is internally provided with a first column inner transverse stiffening rib and a second column inner transverse stiffening rib, the first column inner transverse stiffening rib is correspondingly arranged with the upper angle steel, and the second column inner transverse stiffening rib is correspondingly arranged with the lower angle steel.
10. A load-bearing energy-dissipating beam-column joint arrangement of the recoverable kind according to claim 9, wherein: the upper longitudinal stiffening rib, the lower longitudinal stiffening rib, the upper transverse restraint rib and the lower transverse restraint rib are all made of low alloy structural steel.
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