CN113445799A - Core column type double-flange self-resetting beam column connecting node structure - Google Patents
Core column type double-flange self-resetting beam column connecting node structure Download PDFInfo
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- CN113445799A CN113445799A CN202110673005.0A CN202110673005A CN113445799A CN 113445799 A CN113445799 A CN 113445799A CN 202110673005 A CN202110673005 A CN 202110673005A CN 113445799 A CN113445799 A CN 113445799A
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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
- 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
Abstract
The embodiment of the invention provides a core column type double-flange self-resetting beam-column connecting node structure, which comprises: the steel column comprises an upper steel column, a core column base, a lower steel column, a steel beam and a steel beam short beam section, wherein the upper steel column, the core column base, the lower steel column, the steel beam and the steel beam short beam section are all prefabricated components; the core column base is positioned between the upper steel column and the lower steel column, and the upper steel column and the core column base, and the lower steel column and the core column base are connected through flange plates; girder steel short beam section one end is connected through web coupling assembling with the stem post seat, and the girder steel short beam section other end passes through the attenuator with the girder steel and the prestressing force steel strand is connected. The embodiment of the invention provides a core column type double-flange self-resetting beam-column connecting node structure, wherein in an assembly type steel structure, high-strength bolt connection is adopted to replace common welding, the welding-free full assembly in a construction site is realized, and the functions of bearing before an earthquake, dissipating energy at an opening in the earthquake and resetting after the earthquake are realized by applying pretension to a prestressed steel strand.
Description
Technical Field
The invention relates to the technical field of assembled steel structures, in particular to a core column type double-flange self-resetting beam column connecting node structure.
Background
The fabricated building is a building fabricated on site by using prefabricated parts. The development of the assembly type building is a great change of the construction mode, which is beneficial to saving resource and energy, reducing construction pollution and improving the labor production efficiency and quality safety level. The assembly type steel structure building is used as an important system of the assembly type building, has strong industrialized characteristics, light weight and high strength and a dry construction mode, and is the most suitable industrialized assembly type structure system.
The steel structure is widely applied to buildings at present due to the advantages of light weight, high strength, better ductility compared with the traditional concrete, better industrialized streamlined degree and the like of the material of the steel structure. After the north-ridge earthquake occurs in 1994, the steel structure building in the form of the traditional node is not ideal in earthquake. Earthquake damage investigation finds that more than 130 nodes fail, the rotation capability of the beam-column node area is poor, and brittle fracture occurs at the beam-column welding position before ductility contribution is exerted. In 1995, steel structure building damage is concentrated on beam-column welding positions in the large earthquake of Shenhu, and the problems of overlarge column base and node area column wall deformation and the like are solved. The major losses caused by two major earthquakes and unexpected structural failure modes bring about not less challenges to researchers, new node modes are continuously proposed, and the general principle is that plastic hinges move outwards and plastic deformation is concentrated on beams. Although the dog-bone type weakened beam section, the beam end added cover plate, the beam column between the haunch and other node forms avoid the damage of the node area, and the performance goal of collapse resistance under rare earthquake conditions is realized, but the principle of the ductile structure is that plastic hinges are formed in specific areas to generate deformation to dissipate energy, the residual irreversible deformation generated between layers after the structure is shaken leads to the fact that the repair cost is higher than the cost of newly-built buildings, and even part of the structure is forced to be dismantled because of too large plastic deformation, thereby causing great economic waste. The structure which generates excessive residual deformation can not bear a plurality of aftershocks and still can threaten the lives and properties of human beings. Therefore, the novel recoverable functional steel structure building which is based on micro-damage, can consume energy, can be replaced, can experience multiple aftershocks and is free of repair or few in repair has great significance.
Disclosure of Invention
The embodiment of the invention provides a core-column type double-flange self-resetting beam-column connecting node structure, aiming at the problems that the repair cost is higher than the construction cost of a newly-built building due to residual irreversible deformation generated among layers after the structure in the traditional steel structure is earthquake, even part of the repair cost is more expensive due to too large plastic deformation, and economic waste is caused due to forced dismantling, and the like, so that the full assembly connection on a construction site can be realized, and the aims of multiple aftershocks and repair-free or less repair can be fulfilled.
In order to achieve the purpose, the invention adopts the following technical scheme.
A core column type double-flange self-resetting beam column connecting node structure comprises: the steel beam comprises an upper steel column, a core column base, a lower steel column, a steel beam and a steel beam short beam section, wherein the upper steel column, the core column base, the lower steel column, the steel beam and the steel beam short beam section are all prefabricated components, and the steel beam is an I-shaped beam;
the core column base is positioned between the upper steel column and the lower steel column, and the upper steel column and the core column base, and the lower steel column and the core column base are connected through flange plates;
girder steel short beam section one end is connected through web coupling assembling with the stem post seat, and the girder steel short beam section other end passes through the attenuator with the girder steel and the prestressing force steel strand is connected.
Preferably, the stem socket comprises: the device comprises a short column body, an upper flange plate, a lower flange plate and a column base short beam section;
the upper flange plate and the lower flange plate are respectively arranged at the upper end and the lower end of the short column body;
a core column penetrates through the short column body, and the upper end face and the lower end face of the core column respectively extend out of the upper flange plate and the lower flange plate;
the column base short beam section is fixedly connected with the side wall of the short column body, and the column base short beam section is an I-shaped beam;
the surface space between the upper flange plate and the lower flange plate of the core column base is equal to the height of the web plate of the short beam section of the column base, the lower surface of the upper flange plate is flush with the lower surface of the upper flange of the steel beam, and the upper surface of the lower flange plate is flush with the upper surface of the lower flange of the steel beam.
Preferably, the stem horizontal cross-section is octagonal or cruciform.
Preferably, the lower surface of the upper steel column is provided with a flange plate, and the upper surface of the lower steel column is provided with a flange plate;
the upper steel column is sleeved at the upper end of the core column, and a flange plate of the upper steel column is connected with an upper flange plate of the core column base through a high-strength bolt;
the lower steel column is sleeved at the lower end of the core column, and a flange plate of the lower steel column is connected with a lower flange plate of the core column base through a high-strength bolt.
Preferably, the flange plates of the upper steel column, the flange plates of the lower steel column and the upper and lower flange plates of the core column base are welded with the steel columns in a mode that the inner ring positions of the flange plates are provided with crevasses and the walls of the outer sleeves are sleeved with the walls of the columns.
Preferably, the steel girder short beam section includes: one side of the end plate is welded with an I-shaped beam of the end plate, a vertical stiffening rib and a horizontal stiffening rib, the vertical stiffening rib is positioned at one end close to the end plate and is parallel to the end plate, and the horizontal stiffening rib is positioned between the end plate and the vertical stiffening rib and is vertical to the vertical stiffening rib;
the vertical stiffening ribs and the horizontal stiffening ribs form cells, and the number of the cells is consistent with that of the prestressed steel strands;
the thickness of the vertical stiffening rib and the horizontal stiffening rib is consistent with that of the steel beam flange.
Preferably, one side of the steel beam short beam section, which is not welded with the end plate, is connected with the column base short beam section through a web plate connecting assembly;
the web connection assembly includes: the steel beam flange upper connecting plate, the steel beam flange lower connecting plate and the 2 first web shear plates are arranged on the steel beam flange upper connecting plate; the upper flange of the column base short beam section is connected with the upper flange of the steel beam short beam section through a steel beam flange upper connecting plate, a steel beam flange lower connecting plate and a high-strength bolt; the lower flange of the column base short beam section and the lower flange of the steel beam short beam section are connected through a steel beam flange upper connecting plate, a steel beam flange lower connecting plate and a high-strength bolt;
column base short beam section web and girder steel short beam section web dock mutually, make column base short beam section web and girder steel short beam section web be located between 2 first web shear plates, through high strength bolt with 2 first web shear plates, column base short beam section web and girder steel short beam section web fixed connection.
Preferably, one side of the steel beam short beam section, which is welded with the end plate, is connected with the steel beam through a damper and a prestressed steel strand,
the damper comprises 2 brass plates and 2 second web shearing plates, connecting holes are formed in the second web shearing plates and the brass plates, oblong holes for fixing friction type high-strength bolts are formed in steel beam webs, 2 friction type high-strength bolts are arranged in each oblong hole, and the friction type high-strength bolts can slide in the oblong holes;
the 2 second web shear plates are welded on the end plate in parallel at intervals;
the steel beam web plate is inserted between the 2 second web plate shear plates, and a gap is reserved between the steel beam web plate and the 2 second web plate shear plates;
the 2 brass plates are respectively positioned at the outer sides of the 2 second web shear plates;
the steel beam web plate and the second web plate shear plate are connected through the friction type high-strength bolt penetrating through the connecting hole of the brass plate and the second web plate shear plate and the long round hole in the steel beam web plate;
the end plate and the vertical stiffening rib are both provided with prestressed steel strand holes, and the end parts of the prestressed steel strands penetrate through the prestressed steel strand holes on the end plate and the vertical stiffening rib and are fixed on the vertical stiffening rib through anchorage devices;
and the steel beam short beam section and the steel beam are fixedly connected through the prestressed steel strands, the second web shear plate, the friction type high-strength bolts and the brass plate.
Preferably, the length distance of the oblong holes is twice the bolt spacing, and the two bolts in each oblong hole are respectively arranged at 1/4 and 3/4 of the oblong hole length.
According to the technical scheme provided by the embodiment of the invention, the embodiment of the invention provides the core-column type double-flange self-resetting beam-column connecting node structure, the recoverable function steel structure building is divided into a plurality of independent modules, then the modules are transported to a construction site for installation, the node can realize the solderless connection of vertical members and horizontal members on the construction site, when the earthquake action reaches a certain degree, the steel beam is separated from the short beam section at the beam end, the brass plate in the friction damper and the web plate of the self-resetting steel beam generate relative displacement, the friction energy consumption is started under the action of the pretension force of the friction type high-strength bolt, and after the earthquake action, the structure enables the beam column to reset under the action of the pretension force of the prestressed steel strands.
Additional aspects and advantages of the invention will be set forth in part in the description which follows, and in part will be obvious from the description, or may be learned by practice of the invention.
Drawings
In order to more clearly illustrate the technical solutions of the embodiments of the present invention, the drawings needed to be used in the description of the embodiments are briefly introduced below, and it is obvious that the drawings in the following description are only some embodiments of the present invention, and it is obvious for those skilled in the art to obtain other drawings based on these drawings without creative efforts.
Fig. 1 is an overall view of a core column type double-flange self-resetting steel frame provided by the embodiment of the invention after splicing;
fig. 2 is a schematic diagram illustrating a split of a core column type double-flange self-resetting beam-column connection node according to an embodiment of the present invention;
fig. 3 is a schematic diagram illustrating splicing of a core column type double-flange self-resetting beam column connection node according to an embodiment of the present invention;
fig. 4 is a schematic structural diagram of a stem base according to an embodiment of the present invention;
fig. 5 is a schematic diagram illustrating a positional relationship between a short beam section of a column base and a column base of a core column according to an embodiment of the present invention;
fig. 6 is a schematic diagram of a core column cross-section type provided by an embodiment of the invention;
FIG. 7 is a schematic illustration of an upper/lower steel column configuration according to an embodiment of the present invention;
FIG. 8 is a schematic view of a positional relationship between a steel column and a flange plate weld provided in an embodiment of the present invention;
fig. 9 is a schematic view of a core column type double-flange self-resetting beam-column joint according to an embodiment of the present invention;
fig. 10 is a schematic view of a brass plate provided in an embodiment of the present invention.
Reference numerals:
1. steel column mounting; 3. a lower steel column; 11. a flange plate; 12; connecting holes; 13. beveling; 21. a high strength bolt;
2. a stem base; 20. short column, 22, upper flange plate; 23. connecting holes; 24. a lower flange plate; 25. connecting holes; 26. a stem; 27. a column base short beam section; 28. connecting holes; 29. connecting holes;
4. a steel beam; 41. a long round hole; 42. friction type high strength bolts; 43. a brass plate; 44. connecting holes;
5. pre-stressed steel strands; 51. anchor device
6. A high strength bolt; 61. connecting the steel beam flange upper connecting plate; 62. a steel beam flange lower connecting plate; 63. a first web shear plate; 64. a high strength bolt; 65. connecting holes;
7. a steel beam short beam section; 70. an end plate; 71. connecting holes; 72. a short beam section web of the steel beam; 73. pre-stressed steel strand holes; 74. pre-stressed steel strand holes; 75. a horizontal stiffener; 76. a vertical stiffener; 77. connecting holes; 78. connecting holes; 79. a second web shear plate.
Detailed Description
Reference will now be made in detail to embodiments of the present invention, examples of which are illustrated in the accompanying drawings, wherein like reference numerals refer to the same or similar elements or elements having the same or similar function throughout. The embodiments described below with reference to the accompanying drawings are illustrative only for the purpose of explaining the present invention, and are not to be construed as limiting the present invention.
As used herein, the singular forms "a", "an", "the" and "the" are intended to include the plural forms as well, unless the context clearly indicates otherwise. It will be further understood that the terms "comprises" and/or "comprising," when used in this specification, specify the presence of stated features, integers, steps, operations, elements, and/or components, but do not preclude the presence or addition of one or more other features, integers, steps, operations, elements, components, and/or groups thereof. It will be understood that when an element is referred to as being "connected" or "coupled" to another element, it can be directly connected or coupled to the other element or intervening elements may also be present. Further, "connected" or "coupled" as used herein may include wirelessly connected or coupled. As used herein, the term "and/or" includes any and all combinations of one or more of the associated listed items.
It will be understood by those skilled in the art that, unless otherwise defined, all terms (including technical and scientific terms) used herein have the same meaning as commonly understood by one of ordinary skill in the art to which this invention belongs. It will be further understood that terms, such as those defined in commonly used dictionaries, should be interpreted as having a meaning that is consistent with their meaning in the context of the prior art and will not be interpreted in an idealized or overly formal sense unless expressly so defined herein.
For the convenience of understanding the embodiments of the present invention, the following description will be further explained by taking several specific embodiments as examples in conjunction with the drawings, and the embodiments are not to be construed as limiting the embodiments of the present invention.
The embodiment of the invention provides a core column type double-flange self-resetting beam-column connecting node structure, as shown in figures 1-3, comprising: go up steel column 1, stem column base 2, lower steel column 3, girder steel 4 and girder steel short beam section 7. The steel beam 4 is an I-shaped beam. The core column base 2 is located between the upper steel column 1 and the lower steel column 3, and the upper steel column 1 and the core column base 2, and the lower steel column 3 and the core column base 2 are connected through flange plates. 7 one end of girder steel short beam section is connected through web coupling assembling with stem post seat 2, and 7 other ends of girder steel short beam section are connected through attenuator and prestressing force steel strand 5 with girder steel 4.
As shown in fig. 4-5, the stem socket 2 comprises: a short column 20, an upper flange plate 22, a lower flange plate 24 and a column base short beam section 27. An upper flange plate 22 and a lower flange plate 24 are installed at upper and lower ends of the short cylinder 20, respectively. A stem 26 penetrates through the short column 20, and the upper and lower end faces of the stem 26 respectively extend out of the upper and lower flange plates. The column base short beam section 27 is fixedly connected with the side wall of the short column body 20, and the column base short beam section 27 is an I-shaped beam. The upper flange plate 22 and the lower flange plate 24 are respectively provided with high-strength bolt connecting holes 23 and 25, the upper and lower flanges of the column base short beam section 27 are provided with high-strength bolt connecting holes 28, and the web plate of the column base short beam section 27 is provided with high-strength bolt connecting holes 29.
The distance between the surfaces of an upper flange plate 22 and a lower flange plate 24 of the core column base 2 is equal to the height of a web plate of a column base short beam section, the lower surface of the upper flange plate is flush with the lower surface of an upper flange of the column base short beam section, and the upper surface of the lower flange plate is flush with the upper surface of a lower flange of the column base short beam section.
As shown in fig. 6, the stem 26 has an octagonal or cruciform horizontal cross-section.
As shown in fig. 7, a flange plate 11 is provided on the lower surface of the upper steel column 1, and a high-strength bolt connection hole 12 is formed in the flange plate 11. The lower steel column 3 has the same structure, and a flange plate is arranged on the upper surface of the lower steel column, and a high-strength bolt connecting hole is formed in the flange plate. In a construction site, an upper steel column 1 is sleeved at the upper end of a core column, and a flange plate of the upper steel column is connected with an upper flange plate 22 of a core column base through a high-strength bolt 21; the lower steel column 3 is sleeved at the lower end of the core column, and the flange plate of the lower steel column is connected with the lower flange plate 24 of the core column base through a high-strength bolt 21.
As shown in fig. 8, the flange plates of the upper steel column, the flange plates of the lower steel column, and the upper and lower flange plates of the core column base are welded to the steel column by forming a groove 13 and coating the column wall at the inner ring position of the flange plates, and the weld grade is not less than two-stage.
As shown in fig. 9, the steel girder short beam section 7 includes: one side is welded with an I-shaped beam of the end plate, a vertical stiffening rib 76 and a horizontal stiffening rib 75, and the vertical stiffening rib 76 is positioned at one end close to the end plate 70 and is parallel to the end plate 70; horizontal stiffeners 75 are located between the end plates 70 and the vertical stiffeners 76, and are perpendicular to the vertical stiffeners 76; the vertical stiffening ribs 76 and the horizontal stiffening ribs 75 form cells, and the number of the cells is consistent with that of the prestressed steel strands; the vertical stiffeners 76 and the horizontal stiffeners 75 have a thickness that is consistent with the beam flange thickness.
One side of the steel beam short beam section 7, which is welded with the end plate, is connected with the steel beam 4 through the damper and the prestressed steel stranded wire 5, and one side of the steel beam short beam section 7, which is not welded with the end plate, is connected with the column base short beam section 27 through the web connecting assembly.
The end plate 70 is provided with prestressed steel strand holes 74, the vertical stiffening ribs 76 are provided with prestressed steel strand holes 73, and the number and the positions of the prestressed steel strand holes 74 correspond to those of the prestressed steel strand holes 73. Two ends of the prestressed steel strand 5 respectively penetrate through steel strand holes 74 and 73 on the steel beam short beam sections 7 on two sides of the steel beam 4, and the end part of the prestressed steel strand 5 is fixed on the vertical stiffening rib 76 through the anchorage device 51.
The welding of end plate 70 outside has the second web shear plate 79 that is used for being connected with girder steel 4, and second web shear plate 79 passes through the attenuator with girder steel 4 and is connected, has seted up connecting hole 78 on the second web shear plate 79.
The dampers are 2 brass plates 43 and 2 second web shear plates 79. As shown in fig. 10, the brass plate 43 has a thickness of 3mm, and the brass plate 43 is provided with a connection hole 44.
The second web shear plate 79 is provided with a connecting hole 78, the web of the steel beam 4 is provided with a plurality of oblong holes 41 for fixing the friction type high- strength bolts 42, 2 friction type high-strength bolts 42 are arranged in each oblong hole, and the friction type high-strength bolts 42 can slide in the oblong holes. The length distance of the long round hole 41 is twice of the bolt distance and is not less than 160 mm. The two friction type high strength bolts 42 in each oblong hole are located at 1/4 and 3/4 of the oblong hole length, respectively. 2 second web shear plates 79 are welded to the end plate 70 in parallel and spaced apart relation. The girder steel web inserts between 2 second web shear plates, and reserves the clearance between girder steel web and the 2 second web shear plates. 2 brass plate 43 are located 2 second web shear plates 79's the outside respectively, and the girder steel web is connected through friction type high strength bolt 42 passing brass plate and second web shear plate's connecting hole and the slotted hole 41 on the girder steel web with second web shear plate 79. The steel beam short beam section 7 is connected with the steel beam 4 through a prestressed steel strand 5, a friction type high-strength bolt 42, a second web shear plate 79, a brass plate 43 and a long round hole 41. When the earthquake action reaches a certain degree, the steel beam 4 is separated from the steel beam short beam section 7, the brass plate 43 in the damper and the second web shear plate 79 generate relative displacement, the friction energy consumption starts under the action of the pretension force of the friction type high-strength bolt, and after the earthquake action is over, the structure enables the beam column to reset under the action of the pretension force of the prestressed steel strand 5.
As shown in fig. 9, the web attachment assembly includes: girder steel flange upper junction plate 61, girder steel flange lower junction plate 62 and 2 first web shear plates 63, girder steel flange upper junction plate 61 and girder steel flange lower junction plate 62 open there is high strength bolt connection hole 65. The upper and lower flanges of the steel beam short beam section 7 are provided with connecting holes 77. The upper flange of the column base short beam section and the upper flange of the steel beam short beam section are positioned between the steel beam flange upper connecting plate 61 and the steel beam flange lower connecting plate 62, and the upper flange of the column base short beam section 27 and the upper flange of the steel beam short beam section 7 are fixedly connected through the high-strength bolts 6, the steel beam flange upper connecting plate 61 and the steel beam flange lower connecting plate 62; similarly, the lower flange of the column base short beam section and the lower flange of the steel beam short beam section are positioned between the steel beam flange upper connecting plate 61 and the steel beam flange lower connecting plate 62, and the lower flange of the column base short beam section and the lower flange of the steel beam short beam section are fixedly connected through the high-strength bolts 6, the steel beam flange upper connecting plate 61 and the steel beam flange lower connecting plate 62. Open on the web of column base short beam section has high strength bolt connecting hole 29, open on the web of girder steel short beam section has high strength bolt connecting hole 71, and column base short beam section web tip and girder steel short beam section web tip set up relatively, make column base short beam section web and girder steel short beam section web be located between 2 first web shear plates 63 to make first web shear plate 63, column base short beam section web and girder steel short beam section web fixed connection through high strength bolt 64.
The upper steel column 1, the core column base 2, the lower steel column 3, the steel beam 4, the steel beam short beam section 7, the flange plate, the high-strength bolt and the prestressed steel strand are prefabricated components and are all transported to a construction site for assembly after being prefabricated in a processing factory. After the steel beam short beam section and the steel beam construction site are spliced, the column base short beam section and the steel beam short beam section are connected through the high-strength bolts and the shear plates, and the process is full-bolt connection and welding is avoided.
According to the invention, the steel structure building with the recoverable function is divided into a plurality of independent modules, and then the modules are transported to a construction site for installation, wherein the short beam section of the steel beam and the steel beam can be tensioned in advance in a factory, and the steel beam and the steel column are connected and the steel column and the core column seat are connected by adopting high-strength bolts.
In summary, the embodiment of the invention provides a core column type double-flange self-resetting beam-column connecting node structure, in an assembly type steel structure, common welding is replaced by high-strength bolt connection, welding-free full assembly on a construction site is realized, and functions of bearing before an earthquake, energy consumption during the earthquake and resetting after the earthquake are realized by exerting pretension on prestressed steel strands.
Those of ordinary skill in the art will understand that: the figures are merely schematic representations of one embodiment, and the blocks or flow diagrams in the figures are not necessarily required to practice the present invention.
The above description is only for the preferred embodiment of the present invention, but the scope of the present invention is not limited thereto, and any changes or substitutions that can be easily conceived by those skilled in the art within the technical scope of the present invention are included in the scope of the present invention. Therefore, the protection scope of the present invention shall be subject to the protection scope of the claims.
Claims (9)
1. The utility model provides a core column type double flange is from restoring to throne beam column connected node structure which characterized in that includes: the steel beam comprises an upper steel column, a core column base, a lower steel column, a steel beam and a steel beam short beam section, wherein the upper steel column, the core column base, the lower steel column, the steel beam and the steel beam short beam section are all prefabricated components, and the steel beam is an I-shaped beam;
the core column base is positioned between the upper steel column and the lower steel column, and the upper steel column and the core column base, and the lower steel column and the core column base are connected through flange plates;
girder steel short beam section one end is connected through web coupling assembling with the stem post seat, and the girder steel short beam section other end passes through the attenuator with the girder steel and the prestressing force steel strand is connected.
2. The stem-type dual-flange self-resetting beam-column connection node configuration of claim 1, wherein the stem column base comprises: the device comprises a short column body, an upper flange plate, a lower flange plate and a column base short beam section;
the upper flange plate and the lower flange plate are respectively arranged at the upper end and the lower end of the short column body;
a core column penetrates through the short column body, and the upper end face and the lower end face of the core column respectively extend out of the upper flange plate and the lower flange plate;
the column base short beam section is fixedly connected with the side wall of the short column body, and the column base short beam section is an I-shaped beam;
the surface space between the upper flange plate and the lower flange plate of the core column base is equal to the height of the web plate of the short beam section of the column base, the lower surface of the upper flange plate is flush with the lower surface of the upper flange of the steel beam, and the upper surface of the lower flange plate is flush with the upper surface of the lower flange of the steel beam.
3. The stem-type dual-flange self-resetting beam-column connection node configuration of claim 2, wherein the horizontal cross-section of the stem is octagonal or cruciform.
4. The stem type double-flange self-resetting beam-column connecting joint structure of claim 2, wherein a flange plate is arranged on the lower surface of the upper steel column, and a flange plate is arranged on the upper surface of the lower steel column;
the upper steel column is sleeved at the upper end of the core column, and a flange plate of the upper steel column is connected with an upper flange plate of the core column base through a high-strength bolt;
the lower steel column is sleeved at the lower end of the core column, and a flange plate of the lower steel column is connected with a lower flange plate of the core column base through a high-strength bolt.
5. The stem type double-flange self-resetting beam-column connecting joint structure of claim 4, wherein the flange plates of the upper steel column, the flange plates of the lower steel column and the upper and lower flange plates of the stem column seat are welded with the steel columns in a manner of forming a crevasse at an inner ring position of the flange plates and coating a column wall with the crevasses.
6. The stem-type dual-flange self-resetting beam-column connection node construction of claim 1, wherein the steel beam short beam section comprises: one side of the end plate is welded with an I-shaped beam of the end plate, a vertical stiffening rib and a horizontal stiffening rib, the vertical stiffening rib is positioned at one end close to the end plate and is parallel to the end plate, and the horizontal stiffening rib is positioned between the end plate and the vertical stiffening rib and is vertical to the vertical stiffening rib;
the vertical stiffening ribs and the horizontal stiffening ribs form cells, and the number of the cells is consistent with that of the prestressed steel strands;
the thickness of the vertical stiffening rib and the horizontal stiffening rib is consistent with that of the steel beam flange.
7. The stem type double-flange self-resetting beam-column connecting joint structure of claim 6, wherein one side of the steel beam short beam section, to which no end plate is welded, is connected with the column base short beam section through a web connecting assembly;
the web connection assembly includes: the steel beam flange upper connecting plate, the steel beam flange lower connecting plate and the 2 first web shear plates are arranged on the steel beam flange upper connecting plate; the upper flange of the column base short beam section is connected with the upper flange of the steel beam short beam section through a steel beam flange upper connecting plate, a steel beam flange lower connecting plate and a high-strength bolt; the lower flange of the column base short beam section and the lower flange of the steel beam short beam section are connected through a steel beam flange upper connecting plate, a steel beam flange lower connecting plate and a high-strength bolt;
column base short beam section web and girder steel short beam section web dock mutually, make column base short beam section web and girder steel short beam section web be located between 2 first web shear plates, through high strength bolt with 2 first web shear plates, column base short beam section web and girder steel short beam section web fixed connection.
8. The stem type double-flange self-resetting beam-column connecting joint structure of claim 6, wherein one side of the steel beam short beam section, on which the end plate is welded, is connected with the steel beam through a damper and a prestressed steel strand,
the damper comprises 2 brass plates and 2 second web shearing plates, connecting holes are formed in the second web shearing plates and the brass plates, oblong holes for fixing friction type high-strength bolts are formed in steel beam webs, 2 friction type high-strength bolts are arranged in each oblong hole, and the friction type high-strength bolts can slide in the oblong holes;
the 2 second web shear plates are welded on the end plate in parallel at intervals;
the steel beam web plate is inserted between the 2 second web plate shear plates, and a gap is reserved between the steel beam web plate and the 2 second web plate shear plates;
the 2 brass plates are respectively positioned at the outer sides of the 2 second web shear plates;
the steel beam web plate and the second web plate shear plate are connected through the friction type high-strength bolt penetrating through the connecting hole of the brass plate and the second web plate shear plate and the long round hole in the steel beam web plate;
the end plate and the vertical stiffening rib are both provided with prestressed steel strand holes, and the end parts of the prestressed steel strands penetrate through the prestressed steel strand holes on the end plate and the vertical stiffening rib and are fixed on the vertical stiffening rib through anchorage devices;
and the steel beam short beam section and the steel beam are fixedly connected through the prestressed steel strands, the second web shear plate, the friction type high-strength bolts and the brass plate.
9. The stem-type, double-flange, self-resetting beam-column connection node configuration of claim 8, wherein the length distance of the oblong holes is twice the bolt pitch, and two bolts in each oblong hole are disposed at 1/4 and 3/4 of the oblong hole length, respectively.
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Application publication date: 20210928 |