CN112523351A - Steel frame buckling restrained energy-consuming beam-column joint with replaceable post-earthquake structure - Google Patents
Steel frame buckling restrained energy-consuming beam-column joint with replaceable post-earthquake structure Download PDFInfo
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- 229910000831 Steel Inorganic materials 0.000 title claims abstract description 229
- 239000010959 steel Substances 0.000 title claims abstract description 229
- 238000010008 shearing Methods 0.000 claims abstract description 33
- 230000021715 photosynthesis, light harvesting Effects 0.000 claims description 89
- 238000005265 energy consumption Methods 0.000 claims description 59
- 230000003313 weakening effect Effects 0.000 claims description 5
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- 230000000149 penetrating effect Effects 0.000 claims description 3
- 230000000694 effects Effects 0.000 abstract description 6
- 238000010276 construction Methods 0.000 description 6
- 238000005452 bending Methods 0.000 description 5
- 230000001066 destructive effect Effects 0.000 description 4
- 239000003351 stiffener Substances 0.000 description 4
- 238000005488 sandblasting Methods 0.000 description 3
- 238000009434 installation Methods 0.000 description 2
- 239000002184 metal Substances 0.000 description 2
- 238000012986 modification Methods 0.000 description 2
- 230000004048 modification Effects 0.000 description 2
- 230000003014 reinforcing effect Effects 0.000 description 2
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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
- E04B1/62—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
- E04H9/021—Bearing, supporting or connecting constructions specially adapted for such buildings
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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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- 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
- E04B2001/2406—Connection nodes
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Abstract
The invention relates to a steel frame buckling restrained energy-dissipating beam-column node with a replaceable post-earthquake steel frame, which comprises a steel column, a cantilever section steel beam, a midspan section steel beam, an energy-dissipating part and a stiffening anti-shearing part, wherein one end of the cantilever section steel beam is fixedly connected with one side of the steel column, the midspan section steel beam is arranged on one side of the cantilever section steel beam, the midspan section steel beam is connected with the other end of the cantilever section steel beam through the energy-dissipating part and the stiffening anti-shearing part, two sides of the stiffening anti-shearing part are respectively connected with a cantilever section steel beam web and a midspan section steel beam web, one end of the energy-dissipating part is respectively abutted against. When the earthquake takes place, the power consumption piece receives the strong restraint effect in off-plane that the stiffening shearing resistant piece provided, even can not appear whole off-plane bucking when the big deformation pressurized yet, consequently the node bearing capacity under the earthquake is fairly stable, through the plastic deformation of power consumption piece, the node possess excellent power consumption ability and anti-seismic performance, has guaranteed that the accessible only changes the power consumption piece after the shake and has realized resetting of structure.
Description
Technical Field
The invention relates to the technical field of engineering steel structures, in particular to a buckling restrained energy-consuming beam-column node of a steel frame capable of being replaced after an earthquake.
Background
With the mass construction of multi-high and super high buildings, steel structures have been widely used at home and abroad. The traditional steel structure beam column joint form commonly adopted in structural design nowadays comprises flange and web full-welded joint connection, flange welded joint connection and web bolt connection, flange and web full-bolt connection and the like.
The steel structure node is more difficult to restore after the earthquake, and the steel beam which is subjected to plastic deformation damage needs to be integrally replaced, so that the original building can be continuously put into normal use, and huge economic loss is caused.
Therefore, people further provide a concept of a recoverable functional structure or a toughness structure, and correspondingly, a steel structure beam column node which can be replaced after an earthquake is also developed, the main idea is that certain energy consumption components (such as metal plates or dampers) are utilized to be structural 'fuses', damage and damage under the earthquake are ensured to be only generated on the energy consumption components through reasonable design, and main body components including beam columns and the like are still basically kept in an elastic stress state, so that the structure can be reset through only replacing the energy consumption components after the earthquake, a building can be quickly put into subsequent use, and the stress performance of the structure can be completely recovered.
The existing replaceable or recoverable functional steel structure node generally has the following problems:
when repeatedly stressed, the energy-consuming components (such as the cover plate and the like) may be bent out of the stressed surface, so that the bearing capacity is rapidly degraded, the energy-consuming capacity under large deformation is not strong, and the seismic performance of the node is general.
Disclosure of Invention
Aiming at the technical problems in the prior art, the invention aims to: the buckling restrained energy-consuming beam-column node of the steel frame which can be replaced after the earthquake is provided, the out-of-plane buckling of the energy-consuming component can be restrained, the better anti-seismic performance of the node is ensured, the replacement and repair after the earthquake can be realized, and the better function restorability of the node is ensured.
In order to achieve the purpose, the invention adopts the following technical scheme:
the steel frame buckling constraint energy dissipation beam-column node with the replaceable post-earthquake structure comprises a steel column, a cantilever section steel beam, a midsection steel beam, an energy dissipation part and a stiffening anti-shearing part, wherein one end of the cantilever section steel beam is fixedly connected with one side of the steel column, the midsection steel beam is arranged on one side of the cantilever section steel beam, the midsection steel beam is connected with the other end of the cantilever section steel beam through the energy dissipation part and the stiffening anti-shearing part, two sides of the stiffening anti-shearing part are respectively connected with a cantilever section steel beam web plate and a midsection steel beam web plate, one end of the energy dissipation part is respectively abutted to the flange of the cantilever section steel beam and the.
Furthermore, the energy dissipation part and the flange of the steel beam at the cantilever section and the flange of the steel beam at the midspan section are connected through high-strength friction type bolts.
Furthermore, the energy dissipation part comprises a first energy dissipation plate and a second energy dissipation plate, the upper end of the first energy dissipation plate is respectively abutted to the upper flange of the cantilever section steel beam and the lower end of the upper flange of the midspan steel beam, the lower end of the second energy dissipation plate is respectively abutted to the lower flange of the cantilever section steel beam and the upper end of the lower flange of the midspan steel beam, and two ends of the stiffening shear resistant part are respectively abutted to the lower end of the first energy dissipation plate and the upper end of the second energy dissipation plate.
Furthermore, the strength of the middle part of the first energy consumption plate is smaller than the strength of the two sides of the first energy consumption plate, the strength of the middle part of the second energy consumption plate is smaller than the strength of the two sides of the second energy consumption plate, and two ends of the stiffening shearing resistant piece are respectively abutted against the middle part of the first energy consumption plate and the middle part of the second energy consumption plate.
Furthermore, weakening structures are respectively arranged in the middle of the first energy consumption plate and the second energy consumption plate.
Furthermore, the stiffening shearing resistant part comprises an upper plate, a lower plate, a vertical plate and second stiffening ribs, wherein two ends of the vertical plate are fixedly connected with the upper plate and the lower plate respectively, two sides of the vertical plate are connected to a cantilever section steel beam web and a midspan section steel beam web respectively, the upper end of the upper plate is abutted to the lower end of the first energy dissipation plate, the lower end of the lower plate is abutted to the upper end of the second energy dissipation plate, and the second stiffening ribs are arranged between the middle part of the upper plate and the middle part of the.
Furthermore, the cantilever section steel beam web is provided with a long arc-shaped through hole, the stiffening shear resistant part vertical plate is correspondingly provided with a fifth through hole, and the cantilever section steel beam web is connected with the stiffening shear resistant part vertical plate through a high-strength bolt or a common bolt penetrating through the long arc-shaped through hole and the fifth through hole.
Furthermore, the midspan steel beam web is connected with the vertical plate of the stiffening shear-resistant part through welding seams or bolts.
Furthermore, a gap is reserved between the cantilever section steel beam and the midspan section steel beam.
In summary, the present invention has the following advantages:
when an earthquake occurs, destructive force generated by the earthquake can be transmitted to the energy dissipation part through the steel column, the cantilever section steel beam and the midspan section steel beam. After destructive force is effectively absorbed by the energy dissipation part, the main body component, including a beam column and the like, is still basically kept in an elastic stress state. Because the stiffening shearing resistant part both sides are connected respectively in cantilever section girder steel web and stride the midsection girder steel web, and power consumption spare other end butt is in stiffening shearing resistant part, and power consumption spare receives the strong constraint effect of off-plane that stiffening shearing resistant part provided, and whole off-plane bucking also can not appear when big deformation is pressed, therefore the node bearing capacity under the earthquake is fairly stable, through the plastic deformation of power consumption spare, the node possess excellent power consumption ability and anti-seismic performance. The node has better function recoverability, ensures that the structure can be reset by only replacing the energy consumption piece after the earthquake, the building can be quickly put into subsequent use, and the stress performance of the structure can be completely recovered.
Drawings
Fig. 1 is a schematic perspective view of embodiment 1 of the present invention.
Fig. 2 is a front view of embodiment 1 of the present invention.
Fig. 3 is a schematic perspective view of a cantilever section steel beam according to embodiment 1 of the present invention.
Fig. 4 is a schematic perspective view of a midspan steel beam according to embodiment 1 of the present invention.
Fig. 5 is a schematic perspective view of the first energy dissipation plate and the second energy dissipation plate in embodiment 1 of the present invention.
FIG. 6 is a schematic perspective view of a stiffened shear member according to example 1 of the present invention.
Fig. 7 is a schematic perspective view of the first energy dissipation plate and the second energy dissipation plate in embodiment 2 of the present invention.
Fig. 8 is a schematic perspective view of the first energy dissipation plate and the second energy dissipation plate according to embodiment 3 of the present invention.
Fig. 9 is a schematic perspective view of embodiment 4 of the present invention.
Fig. 10 is a schematic perspective view of embodiment 5 of the present invention.
Description of reference numerals:
1-steel column; 11-a first stiffener; 12-a stiffening plate; 2-cantilever section steel beam; 21-a first via; 22-long arc through hole; 23-a third via; 3-spanning middle section steel beam; 31-a second via; 32-sixth via; 41-a first energy consumption plate; 42-a second energy consumption plate; 43-a fourth via; 44-elongated through holes; a 51-C template; 52-a second stiffener; 53-fifth via; 54-a seventh via; 61-a first bolt; 62-a second bolt; 63-a third bolt; 64-fourth bolt.
Detailed Description
The present invention will be described in further detail below.
Example 1
As shown in fig. 1 and 2, the steel frame buckling restrained energy-dissipating beam-column node with replaceable after-earthquake steel frame comprises a steel column 1, a cantilever section steel beam 2, a midspan section steel beam 3, an energy-dissipating part and a stiffening anti-shearing part, wherein one end of the cantilever section steel beam 2 is fixedly connected with one side of the steel column 1, the midspan section steel beam 3 is arranged at one side of the cantilever section steel beam 2, the midspan section steel beam 3 is connected with the other end of the cantilever section steel beam 2 through the energy-dissipating part and the stiffening anti-shearing part, two sides of the stiffening anti-shearing part are respectively connected with a web of the cantilever section steel beam 2 and a web of the midspan section steel beam 3, one end of the energy-dissipating part is respectively abutted.
Specifically, the steel column 1 is made of Q355-brand HW350 × 350 × 12 × 19mm hot-rolled section steel, the cantilever section steel beam 2 and the midspan section steel beam 3 are made of Q355-brand HN450 × 200 × 9 × 14mm hot-rolled section steel, the steel column 1 comprises a steel column 1 web and a steel column 1 flange, the cantilever section steel beam 2 comprises a cantilever section steel beam 2 web and a cantilever section steel beam 2 flange, and the midspan section steel beam 3 comprises a midspan section steel beam 3 web and a midspan section steel beam 3 flange.
Specifically, the length of the cantilever section steel beam 2 is 500mm, one end of the cantilever section steel beam is welded with one side of the flange of the steel column 1 in a factory in advance, and the other end of the cantilever section steel beam is spliced with the midspan section steel beam 3 on the same horizontal plane through the energy dissipation part and the stiffening anti-shearing part. A first stiffening rib 11 is welded in a factory in advance at the position, butted with a flange of a cantilever section steel beam 2, of a steel column 1, the steel grade and the plate thickness of the first stiffening rib 11 are the same as those of the flange of the cantilever section steel beam 2, a reinforcing plate 12 is welded in the factory in advance at a web of the steel column 1, and the reinforcing plate 12 is a thick plate with the diameter of Q355 and the thickness of 14 mm. The structure can ensure the design of 'strong column and weak beam' and 'strong node', so that the steel column 1 basically keeps an elastic stress state under the earthquake and can be continuously used without being repaired after the earthquake.
Specifically, the two sides of the stiffening anti-shearing part are respectively connected to the 2 web of the cantilever section steel beam and the 3 web of the midspan section steel beam, and the energy dissipation part is supported at the same time, so that the energy dissipation part is fastened between the 2 flange of the cantilever section steel beam and the 3 flange of the midspan section steel beam and between the stiffening anti-shearing part. The structure can ensure that when an earthquake occurs, the destructive force generated by the earthquake can be transmitted to the energy dissipation part through the steel column 1, the cantilever section steel beam 2 and the midspan section steel beam 3. After destructive force is effectively absorbed by the energy dissipation part, the main body component, including a beam column and the like, is still basically kept in an elastic stress state. Because the stiffening shearing resistant part both sides are connected respectively in 2 webs of cantilever section girder steel and 3 webs of midspan girder steel, and the energy dissipation spare other end butt is in the stiffening shearing resistant part, and the energy dissipation spare receives the strong constraint effect of off-plane that the stiffening shearing resistant part provided, whole off-plane bucking can not appear yet even when the big deformation is pressed, therefore the node bearing capacity under the earthquake is fairly stable, through the plastic deformation of energy dissipation spare, the node possess excellent power consumption ability and anti-seismic performance. The node has better function recoverability, ensures that the structure can be reset by only replacing the energy consumption piece after the earthquake, the building can be quickly put into subsequent use, and the stress performance of the structure can be completely recovered.
The energy dissipation part comprises a first energy dissipation plate 41 and a second energy dissipation plate 42, the upper end of the first energy dissipation plate 41 is respectively abutted to the upper flange of the cantilever section steel beam 2 and the lower end of the upper flange of the midspan section steel beam 3, the lower end of the second energy dissipation plate 42 is respectively abutted to the lower flange of the cantilever section steel beam 2 and the upper end of the lower flange of the midspan section steel beam 3, and two ends of the stiffening shear resistant part are respectively abutted to the lower end of the first energy dissipation plate 41 and the upper end of the second energy dissipation plate 42.
Specifically, the first energy consumption plate 41 and the second energy consumption plate 42 both adopt LY 160-brand low-yield-point steel plates with the thickness of 16mm and the length of 770mm, the flange of the cantilever-section steel beam 2 comprises an upper flange of the cantilever-section steel beam 2 and a lower flange of the cantilever-section steel beam 2, and the flange of the midspan steel beam 3 comprises an upper flange of the midspan steel beam 3 and a lower flange of the midspan steel beam 3. The two ends of the stiffening shear-resistant member are respectively abutted to the lower end of the first energy dissipation plate 41 and the upper end of the second energy dissipation plate 42, so that a powerful out-of-plane strong constraint effect can be provided for the first energy dissipation plate 41 and the second energy dissipation plate 42.
The energy dissipation part and the flange of the cantilever section steel beam 2 and the flange of the midspan section steel beam 3 are connected through high-strength friction type bolts.
Specifically, as shown in fig. 3 and 4, 24 first through holes 21 are formed in the upper flange of the cantilever-section steel beam 2 and the lower flange of the cantilever-section steel beam 2, and 24 second through holes 31 are formed in the upper flange of the midspan steel beam 3 and the lower flange of the midspan steel beam 3. As shown in fig. 5, 12 fourth through holes 43 are formed on both sides of the first dissipative plate 41 and both sides of the second dissipative plate 42. The first energy consumption plate 41 and the upper flange of the cantilever section steel beam 2 and the second energy consumption plate 42 and the lower flange of the cantilever section steel beam 2 are connected through 24 first bolts 61 which penetrate through the first through hole 21 and the fourth through hole 43, and the first energy consumption plate 41 and the upper flange of the midspan section steel beam 3 and the second energy consumption plate 42 and the lower flange of the midspan section steel beam 3 are connected through 24 second bolts 62 which penetrate through the second through hole 31 and the fourth through hole 43.
Specifically, the first bolt 61 and the second bolt 62 are both 10.9-grade M24 high-strength friction bolts, so that the first energy dissipation plate 41 and the second energy dissipation plate 42 are ensured not to slide relatively to the flange of the cantilever section steel beam 2 and the flange of the span-middle section steel beam 3 under an earthquake, and the first energy dissipation plate 41 and the second energy dissipation plate 42 are rapidly replaced after the earthquake.
Specifically, the cross section of the cantilever section steel beam 2 facing one end of the midspan steel beam 3 is wider than the cross section facing one end of the steel column 1, the cross section of the midspan steel beam 3 facing one end of the cantilever section steel beam 2 is wider than the cross section of the other end, and the widened cross sections are all HN450 × 350 × 9 × 14 mm. The bolt arrangement requirement of the width direction of the cross section of the splicing part can be guaranteed by the structure, the capability of the steel beam for resisting out-of-plane bending, twisting and buckling is effectively improved, and the overall stability of the steel beam is improved.
In the prior art, energy dissipation components (such as cover plates, angle steel or T-shaped steel, small dampers and the like) are arranged on the outer side of the upper flange of a beam, and influence the arrangement of a floor slab on the upper part of the beam in a construction stage; if the floor slab directly covers the energy dissipation component, the floor slab can also make the replacement of the energy dissipation component outside the upper flange of the beam extremely inconvenient or even infeasible after an earthquake. In addition, energy dissipation components (such as cover plates, angle steel or T-shaped steel, small dampers and the like) are arranged on the outer side of the lower flange of the beam, so that the vertical surface arrangement of the building wall body is influenced; if the wall body is locally provided with holes at the joint of the beam column to ensure the operation space for replacing the energy dissipation components at the outer side of the lower flange of the beam after the earthquake, the beautiful facade of the wall body and even the use performance can be influenced.
For example, patent applications No. 201910071435.8 and No. 201910071466.3 disclose recoverable functional steel structural systems, and the beam-column joints are also spliced by using beam segments, wherein although energy-consuming cover plates are arranged on the inner sides of the upper flanges of the beams and the out-of-plane constraint is ensured by using transverse plates of L-shaped web connecting pieces, when the energy-consuming cover plates deform to some extent, the transverse plates of the L-shaped web connecting pieces are bent significantly under the action of the out-of-plane bulge of the cover plates, so that the out-of-plane constraint cannot be provided for the cover plates, and the lower cover plates of the joints are still arranged on the outer sides of the lower flanges of the beams, so that the lower cover plates cannot be prevented from.
The first energy consumption plate 41 and the second energy consumption plate 42 are arranged on the inner sides of the upper flange and the lower flange of the steel beam, so that the normal arrangement of an upper floor slab and a lower wall body or other building use functions can not be influenced basically, the first energy consumption plate 41 and the second energy consumption plate 42 can be ensured to be easy to replace after an earthquake, and the use functions of a building structure can be recovered quickly.
The strength of the middle part of the first energy dissipation plate 41 is less than the strength of the two sides of the first energy dissipation plate 41, the strength of the middle part of the second energy dissipation plate 42 is less than the strength of the two sides of the second energy dissipation plate 42, and the two ends of the stiffening shearing resistant member are respectively abutted against the middle part of the first energy dissipation plate 41 and the middle part of the second energy dissipation plate 42.
Specifically, as shown in fig. 5, each of the first energy consumption plate 41 and the second energy consumption plate 42 includes a connection section (with a width of 164mm and a length of 260mm), a weakening section (with a width of 94mm and a length of 180mm) at the middle part, and a transition section (with a length of 35mm) therebetween. The connection section of the first energy consumption plate 41 and the second energy consumption plate 42 is used for being connected with the flange of the cantilever section steel beam 2 and the flange of the span-middle section steel beam 3, and the contact surfaces between the connection section and the flange of the cantilever section steel beam 2 and the flange of the span-middle section steel beam 3 are subjected to sand blasting treatment, so that the friction coefficient is not lower than 0.45, the requirement that the ultimate bearing capacity of the weakening section of the first energy consumption plate 41 and the second energy consumption plate 42 is not higher than the design bearing capacity of the connection section and is not higher than the yield bearing capacity of one end, facing the steel column 1, of the cantilever section steel beam 2 is ensured, relative slippage between the first energy consumption plate 41 and the second energy consumption plate 42 and the flange of the cantilever section steel beam 2 and the flange of the span-middle section steel beam 3 is basically avoided, the cantilever section steel beam 2 basically keeps an elastic stress state under an earthquake. The stiffening shear members cover the weakened sections of the first and second dissipative plates 41, 42, providing a strong out-of-plane strong constraint for the weakened sections.
The middle parts of the first energy consumption plate 41 and the second energy consumption plate 42 are respectively provided with weakening structures.
Specifically, as shown in fig. 5, the width of the middle portions of the first energy consumption plate 41 and the second energy consumption plate 42 is smaller than the width of the two sides of the first energy consumption plate 41 and the second energy consumption plate 42, and a dog bone-shaped weakened structure is formed in the middle portions of the first energy consumption plate 41 and the second energy consumption plate 42, so that the ultimate bearing capacity of the weakened sections in the middle portions of the first energy consumption plate 41 and the second energy consumption plate 42 is not higher than the design bearing capacity of the connecting sections on the two sides of the first energy consumption plate 41 and the two sides of the second energy consumption plate 42, the weakened sections in the middle portions of the first energy consumption plate 41 and the second energy consumption plate 42 can be guaranteed to yield and consume energy first when an earthquake occurs, and the node rigidity of the weakened sections can be substantially consistent with that of a conventional beam column rigid node adopting a HN450 × 200 × 9 × 14mm full.
The stiffening shearing resistant part comprises an upper plate, a lower plate, a vertical plate and a second stiffening rib 52, wherein two ends of the vertical plate are fixedly connected with the upper plate and the lower plate respectively, two sides of the vertical plate are connected to a web 2 of the cantilever section steel beam and a web 3 of the midspan section steel beam respectively, the upper end of the upper plate is abutted to the lower end of the first energy dissipation plate 41, the lower end of the lower plate is abutted to the upper end of the second energy dissipation plate 42, and two ends of the second stiffening rib 52 are connected to the middle of the upper.
Specifically, as shown in fig. 6, the stiffened shear member includes a cold-formed C-shaped plate 51 and a second stiffening rib 52 previously factory-welded in the middle of the C-shaped plate 51. The C-shaped plate 51 includes an upper plate, a lower plate, and a vertical plate. The C-shaped plate 51 and the second stiffeners 52 are each a Q355 14mm thick plate. The provision of the second stiffener 52 reinforces the out-of-plane strong restraint provided by the C-shaped plate 51 to the first and second dissipative plates 41, 42.
Specifically, the height of the vertical plate of the C-shaped plate 51 is 386mm, so that the thicknesses of the first energy dissipation plate 41 and the second energy dissipation plate 42 and an additional 2mm are reserved between the flange of the cantilever section steel beam 2 and the flange of the span-middle section steel beam 3 to ensure an installation space. The width of the upper plate and the width of the lower plate of the C-shaped plate 51 are both 170mm, and the C-shaped plate can be guaranteed to extend to be close to and level with the edge of a flange of the cantilever section steel beam 2 or a flange of the span-middle section steel beam 3. The C-shaped plate 51 has a length of 200mm and ensures complete coverage of the weakened structure in the middle of the first dissipative plate 41 and the second dissipative plate 42.
The web of the cantilever section steel beam 2 is provided with a long arc-shaped through hole 22, the vertical plate of the stiffening shearing resistant part is correspondingly provided with a fifth through hole 53, and the web of the cantilever section steel beam 2 is connected with the vertical plate of the stiffening shearing resistant part through a high-strength bolt or a common bolt penetrating through the long arc-shaped through hole 22 and the fifth through hole 53.
Specifically, as shown in fig. 3, a third through hole 23 is formed in the middle position of the web of the cantilever-section steel beam 2 near the splicing position, and 2 long arc-shaped through holes 22 with symmetrical shapes are formed in the vertically symmetrical positions of the web of the cantilever-section steel beam 2 near the splicing position. The extending direction of the long arc-shaped through hole 22 is the horizontal direction, the length is 20mm, and the distance from the third through hole 23 is 125 mm. As shown in fig. 6, 3 fifth through holes 53 are formed in the vertical plate of the C-shaped plate 51 at the side close to the cantilever section steel beam 2. The stiffening shearing resistant part and the midspan section steel beam 3 are connected in advance and then hoisted to the splicing position of the cantilever section steel beam 2 together as a whole at a construction site, the lower flange of the cantilever section steel beam 2 is directly used (by means of an auxiliary backing plate) as a support of the lower plate of the C-shaped plate 51, so that the construction speed is accelerated, and then a web plate of the cantilever section steel beam 2 is connected with the vertical plate of the C-shaped plate 51 through 3 third bolts 63 which penetrate through the third through hole 23 and the fifth through hole 53 and through the long arc-shaped through hole 22 and the fifth through hole 53. The third bolt 63 is a 10.9-grade M24 high-strength friction bolt, the contact surface between the vertical plate of the C-shaped plate 51 and the web plate of the cantilever section steel beam 2 is subjected to sand blasting, and the friction coefficient is not lower than 0.45. The structure can ensure that the section rotation center of the splicing part is positioned in the third through hole 23 in the middle of the web plate of the cantilever section steel beam 2, the bolts between the vertical plate of the C-shaped plate 51 and the web plate of the cantilever section steel beam 2 are connected to transfer shear force, and the bending moment is basically transferred only by the first energy consumption plate 41 and the second energy consumption plate 42, so that the bending-shearing separation of force transfer is realized, and the maximum design rotation capacity of the splicing part can reach 8 percent of rotation angle.
The web of the midspan steel beam 3 is connected with the vertical plate of the stiffening shear resistant part through welding seams or bolts.
Specifically, as shown in fig. 4, 3 sixth through holes 32 are opened at the web of the midspan steel beam 3 near the splicing part. As shown in fig. 6, 3 seventh through holes 54 are formed in the vertical plate of the C-shaped plate 51 at the side close to the midspan steel beam 3. The risers of the C-shaped plate 51 and the web of the midspan steel beam 3 are connected by 3 fourth bolts 64 passing through the sixth through hole 32 and the seventh through hole 54. The fourth bolt 64 adopts a 10.9-grade M24 high-strength friction type bolt, the contact surface between the vertical plate of the C-shaped plate 51 and the web of the midspan steel beam 3 is subjected to sand blasting, and the friction coefficient is not lower than 0.45, so that the specific and sufficient bearing capacity of the bolt connection between the vertical plate of the C-shaped plate 51 and the web of the midspan steel beam 2 is ensured.
A gap is reserved between the cantilever section steel beam 2 and the midspan section steel beam 3.
Specifically, the gap distance between the cantilever section steel beam 2 and the midspan section steel beam 3 is 20mm, so that even if the splicing part reaches the maximum design rotation capacity, namely a rotation angle of 8%, under an earthquake, the cantilever section steel beam 2 and the midspan section steel beam 3 cannot be collided and damaged.
Example 2
This example differs from example 1 in that:
as shown in fig. 7, the first energy dissipation plate 41 and the second energy dissipation plate 42 are weakened by 1 through hole 44, and the through hole 44 is centrally disposed, 70mm in diameter and 180mm in length.
With this structure, the middle portions of the first energy dissipation plate 41 and the second energy dissipation plate 42 are weak, and can be deformed and yield first.
Example 3
This example differs from example 1 in that:
as shown in fig. 8, the first energy dissipation plate 41 and the second energy dissipation plate 42 are weakened by opening 2 elongated through holes 44, and the 2 elongated through holes 44 are arranged in the center, and have a diameter of 35mm, a length of 180mm, and a distance of 86 mm.
With this structure, the middle portions of the first energy dissipation plate 41 and the second energy dissipation plate 42 are weak, and can be deformed and yield first.
Example 4
This example differs from example 1 in that:
as shown in fig. 9, the C-shaped plates 51 of the stiffened shear and the web of the midspan steel beam 3 are pre-welded at the factory to facilitate the installation of the node on site.
Example 5
This example differs from example 1 in that:
as shown in fig. 10, the first dissipative plate 41 and the second dissipative plate 42 are both made of Q235-grade common steel plates, and the flanges of the cantilever section steel beam 2 are both enlarged along the full length direction, and the section is full length HN450 × 350 × 9 × 14 mm. The parameters can also ensure that the ultimate bearing capacity of the weakened sections of the first energy consumption plate 41 and the second energy consumption plate 42 is not higher than the yield bearing capacity of the end, facing the steel column 1, of the cantilever section steel beam 2, and meanwhile, the node rigidity is basically similar to that of a traditional beam column rigid node adopting a HN 450X 200X 9X 14mm full-length section steel beam.
In summary, compared with the prior art, the invention has the beneficial effects that:
1) the energy dissipation part is subjected to the out-of-plane strong constraint effect provided by the stiffening anti-shearing part, and the whole out-of-plane buckling can not occur even when the large deformation is pressed, so that the bearing capacity of the node under the earthquake is quite stable, and the node has excellent energy dissipation capacity and anti-seismic performance through the plastic deformation of the energy dissipation plate.
2) The energy dissipation part is arranged on the inner sides of the upper flange and the lower flange of the steel beam, so that the normal arrangement of an upper floor slab and a lower wall body or other building use functions can not be influenced basically, the energy dissipation part can be ensured to be easy to replace after an earthquake, and the use function of a building structure can be recovered quickly.
3) The steel beam adopts the edge of a wing to enlarge the design at the concatenation node, has effectively promoted the ability that the steel beam resisted the off-plane bending and twisting buckling, has improved the overall stability of steel beam.
4) Through reasonable design, the node can be guaranteed to have the same rotational rigidity as the rigid connection node of the traditional steel structure beam column, equal rigidity design can be achieved, and the overall structure analysis and calculation during engineering application are facilitated.
5) The node well realizes the force transmission mechanism of bending shear separation, the rotation center is positioned in the central bolt hole of the web plate of the cantilever section steel beam 2, the energy dissipation part only needs to transmit a couple caused by bending moment, and the stiffening shear resistant part only needs to transmit shear force, so that the mechanical principle is clear during node design, and the calculation and the check are convenient.
6) The components in the node are simple in form and easy to process, and compared with other complex metal or special dampers, the node has better engineering application prospect and can bring remarkable economic effect.
7) The joint welding work can be completed in a factory in advance, only bolt assembly is needed on site, the joint welding work can be popularized and applied in a large number of assembled steel structures, the site construction speed is high, the construction period is saved, and the quality is reliable.
The above embodiments are preferred embodiments of the present invention, but the present invention is not limited to the above embodiments, and any other changes, modifications, substitutions, combinations, and simplifications which do not depart from the spirit and principle of the present invention should be construed as equivalents thereof, and all such changes, modifications, substitutions, combinations, and simplifications are intended to be included in the scope of the present invention.
Claims (9)
1. Removable steel frame bucking restraint power consumption beam column node after shake, its characterized in that: the energy dissipation part comprises a steel column, a cantilever section steel beam, a midspan steel beam, an energy dissipation part and a stiffening anti-shearing part, wherein one end of the cantilever section steel beam is fixedly connected with one side of the steel column, the midspan steel beam is arranged on one side of the cantilever section steel beam, the midspan steel beam is connected with the other end of the cantilever section steel beam through the energy dissipation part and the stiffening anti-shearing part, two sides of the stiffening anti-shearing part are respectively connected with a web of the cantilever section steel beam and a web of the midspan steel beam, one end of the energy dissipation part is respectively abutted to the flange of the cantilever section steel beam and the.
2. The post-earthquake replaceable steel frame buckling restrained energy dissipating beam column node as recited in claim 1, wherein: the energy dissipation part and the flange of the cantilever section steel beam and the flange of the midspan section steel beam are connected through high-strength friction type bolts.
3. The post-earthquake replaceable steel frame buckling restrained energy dissipating beam column node as recited in claim 1, wherein: the energy dissipation part comprises a first energy dissipation plate and a second energy dissipation plate, the upper end of the first energy dissipation plate is respectively abutted to the upper flange of the cantilever section steel beam and the lower end of the upper flange of the midspan section steel beam, the lower end of the second energy dissipation plate is respectively abutted to the lower flange of the cantilever section steel beam and the upper end of the lower flange of the midspan section steel beam, and two ends of the stiffening shearing resistant part are respectively abutted to the lower end of the first energy dissipation plate and the upper end of the second energy dissipation plate.
4. The post-earthquake replaceable steel frame buckling restrained energy dissipating beam column node as recited in claim 3, wherein: the strength of the middle part of the first energy consumption plate is smaller than the strength of the two sides of the first energy consumption plate, the strength of the middle part of the second energy consumption plate is smaller than the strength of the two sides of the second energy consumption plate, and two ends of the stiffening shearing resistant piece are respectively abutted against the middle part of the first energy consumption plate and the middle part of the second energy consumption plate.
5. The post-earthquake replaceable steel frame buckling restrained energy dissipating beam column node as recited in claim 3, wherein: the middle parts of the first energy consumption plate and the second energy consumption plate are respectively provided with a weakening structure.
6. The post-earthquake replaceable steel frame buckling restrained energy dissipating beam column node as recited in claim 3, wherein: the stiffening shear resistant part comprises an upper plate, a lower plate, a vertical plate and a second stiffening rib, wherein two ends of the vertical plate are fixedly connected with the upper plate and the lower plate respectively, two sides of the vertical plate are connected to a cantilever section steel beam web and a midspan section steel beam web respectively, the upper end of the upper plate is butted to the lower end of the first energy dissipation plate, the lower end of the lower plate is butted to the upper end of the second energy dissipation plate, and two ends of the second stiffening rib are connected to the middle of the upper plate and the middle of.
7. The post-earthquake replaceable steel frame buckling restrained energy dissipating beam column node as recited in claim 6, wherein: the cantilever section steel beam web is provided with a long arc-shaped through hole, the stiffening shear resistant part vertical plate is correspondingly provided with a fifth through hole, and the cantilever section steel beam web is connected with the stiffening shear resistant part vertical plate through a high-strength bolt or a common bolt penetrating through the long arc-shaped through hole and the fifth through hole.
8. The post-earthquake replaceable steel frame buckling restrained energy dissipating beam column node as recited in claim 6, wherein: the midspan steel beam web plate is connected with the vertical plate of the stiffening shear-resistant part through welding seams or bolts.
9. The post-earthquake replaceable steel frame buckling-restrained energy-dissipating beam-column joint as claimed in any one of claims 1 to 8, wherein: a gap is reserved between the cantilever section steel beam and the midspan section steel beam.
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| CN202011527094.XA CN112523351A (en) | 2020-12-22 | 2020-12-22 | Steel frame buckling restrained energy-consuming beam-column joint with replaceable post-earthquake structure |
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| CN202011527094.XA CN112523351A (en) | 2020-12-22 | 2020-12-22 | Steel frame buckling restrained energy-consuming beam-column joint with replaceable post-earthquake structure |
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Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN113550447A (en) * | 2021-07-28 | 2021-10-26 | 安徽省建筑科学研究设计院 | Double-hinged functional-restorable steel frame beam column joint |
| CN113898068A (en) * | 2021-10-26 | 2022-01-07 | 西安理工大学 | Assembled auto-lock steel-pipe column that excels in and combination beam node |
| CN114964849A (en) * | 2022-05-27 | 2022-08-30 | 华南理工大学 | Test structure and test method for low-cycle reciprocating loading of frame beam |
| WO2023197829A1 (en) * | 2022-04-14 | 2023-10-19 | 华南理工大学 | Two-stage seismic design method for replaceable energy dissipation steel frame node |
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| CN214833417U (en) * | 2020-12-22 | 2021-11-23 | 华南理工大学 | Steel frame buckling restrained energy-consuming beam-column joint with replaceable post-earthquake structure |
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| WO1998036134A1 (en) * | 1997-02-13 | 1998-08-20 | Tanaka Steel Workshop | Joint for steel structure, and combining structure using the same joints for steel structure |
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| CN113550447A (en) * | 2021-07-28 | 2021-10-26 | 安徽省建筑科学研究设计院 | Double-hinged functional-restorable steel frame beam column joint |
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| WO2023197829A1 (en) * | 2022-04-14 | 2023-10-19 | 华南理工大学 | Two-stage seismic design method for replaceable energy dissipation steel frame node |
| CN114964849A (en) * | 2022-05-27 | 2022-08-30 | 华南理工大学 | Test structure and test method for low-cycle reciprocating loading of frame beam |
| CN114964849B (en) * | 2022-05-27 | 2023-05-16 | 华南理工大学 | Test structure and test method for low-cycle reciprocating loading of frame beam |
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