CN114737670A - Bracket and steel concrete column assembled connecting node and mounting and dismounting method - Google Patents
Bracket and steel concrete column assembled connecting node and mounting and dismounting method Download PDFInfo
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- CN114737670A CN114737670A CN202210547811.8A CN202210547811A CN114737670A CN 114737670 A CN114737670 A CN 114737670A CN 202210547811 A CN202210547811 A CN 202210547811A CN 114737670 A CN114737670 A CN 114737670A
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- 229910000831 Steel Inorganic materials 0.000 title claims abstract description 170
- 239000010959 steel Substances 0.000 title claims abstract description 170
- 239000004567 concrete Substances 0.000 title claims abstract description 27
- 238000000034 method Methods 0.000 title claims abstract description 13
- 241000357293 Leptobrama muelleri Species 0.000 claims abstract description 27
- 238000003466 welding Methods 0.000 claims description 41
- 238000010008 shearing Methods 0.000 claims description 7
- 230000005540 biological transmission Effects 0.000 claims description 6
- 101100334009 Caenorhabditis elegans rib-2 gene Proteins 0.000 claims description 5
- 238000005452 bending Methods 0.000 claims description 4
- 230000004907 flux Effects 0.000 claims description 4
- 230000000149 penetrating effect Effects 0.000 claims description 4
- 230000002093 peripheral effect Effects 0.000 claims description 3
- 238000010276 construction Methods 0.000 abstract description 3
- 238000009434 installation Methods 0.000 abstract description 2
- 230000002787 reinforcement Effects 0.000 abstract 1
- 230000008901 benefit Effects 0.000 description 7
- 230000003014 reinforcing effect Effects 0.000 description 4
- 238000004873 anchoring Methods 0.000 description 3
- 238000004458 analytical method Methods 0.000 description 2
- 229910000975 Carbon steel Inorganic materials 0.000 description 1
- 238000009435 building construction Methods 0.000 description 1
- 238000004364 calculation method Methods 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 210000003205 muscle Anatomy 0.000 description 1
- 239000011150 reinforced concrete Substances 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
- E04B1/185—Connections not covered by E04B1/21 and E04B1/2403, e.g. connections between structural parts of different material
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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
- E04B1/41—Connecting devices specially adapted for embedding in concrete or masonry
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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
- E04B1/5825—Connections for building structures in general of bar-shaped building elements with a closed cross-section
- E04B1/5831—Connections for building structures in general of bar-shaped building elements with a closed cross-section of substantially rectangular form
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04G—SCAFFOLDING; FORMS; SHUTTERING; BUILDING IMPLEMENTS OR AIDS, OR THEIR USE; HANDLING BUILDING MATERIALS ON THE SITE; REPAIRING, BREAKING-UP OR OTHER WORK ON EXISTING BUILDINGS
- E04G21/00—Preparing, conveying, or working-up building materials or building elements in situ; Other devices or measures for constructional work
- E04G21/14—Conveying or assembling building elements
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04G—SCAFFOLDING; FORMS; SHUTTERING; BUILDING IMPLEMENTS OR AIDS, OR THEIR USE; HANDLING BUILDING MATERIALS ON THE SITE; REPAIRING, BREAKING-UP OR OTHER WORK ON EXISTING BUILDINGS
- E04G23/00—Working measures on existing buildings
- E04G23/08—Wrecking of buildings
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- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02E—REDUCTION OF GREENHOUSE GAS [GHG] EMISSIONS, RELATED TO ENERGY GENERATION, TRANSMISSION OR DISTRIBUTION
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Abstract
An assembled connecting node of a bracket and a section steel concrete column and an installation and removal method are disclosed, wherein embedded straight ribs 2 penetrate through an embedded steel plate 6 and are distributed on two sides of a section steel column 1; the overhanging shear plates 3 are welded on flange plates on two sides of the section steel column 1; the end part of the overhanging shear plate 3 penetrates through the embedded steel plate 6 and is welded on the outer side of the embedded steel plate 6; the non-overhanging shear plate 4 is welded on a flange plate in the middle of the section steel column 1; the end part of the non-overhanging shear plate 4 does not penetrate through the embedded steel plate 6 and is welded on the inner side of the embedded steel plate 6; the high-strength bolt 5 is welded on the outer side of the embedded steel plate 6; the embedded steel plate 6 is connected with a bracket steel back plate 7 through a high-strength bolt 5; a plurality of brackets 8 are arranged on the outer side of the bracket steel back plate 7. The shear plate replaces part of the embedded steel bars, so that the reinforcement can be simplified, the holes of the embedded plate are reduced, the shear strength is improved, the steel bars are convenient to bind, and the construction progress is accelerated. In addition, the bracket can be disassembled, and the repeated use of the bracket is convenient.
Description
Technical Field
The invention belongs to the field of building construction, and particularly provides a bracket and profile steel concrete column assembly type connecting node and an installation and dismantling method.
Background
A corridor is often arranged in a high-rise building to enhance the connection between two buildings, and when a Bailey beam platform is adopted in corridor construction, brackets are required to be additionally arranged on the existing profile steel concrete column to bear the load transmitted by the Bailey beam.
The traditional method for adding the concrete corbels is to add corbel connecting ribs on the original reinforcing bars of the concrete column and pour concrete, and because the concrete corbel connecting ribs extend deep into the column, the dense column reinforcing bars are more densely concentrated, and the difficulty in mounting and binding the reinforcing bars is increased.
Disclosure of Invention
The invention aims to provide a bracket and steel concrete column assembled connecting node and an assembling and disassembling method, which are used for solving the problems in the technical background
The technical scheme adopted by the invention for solving the technical problems is as follows:
a bracket and section steel concrete column assembled connecting node comprises a section steel column 1, a pre-embedded straight rib 2, an overhanging shear plate 3, a non-overhanging shear plate 4, a high-strength bolt 5, a pre-embedded steel plate 6, a bracket steel back plate 7 and a bracket 8, wherein the shearing force of a connecting point of the bracket and the section steel concrete column is resisted together through the mutual matching of the overhanging shear plate 3, the non-overhanging shear plate 4 and the high-strength bolt 5; wherein:
the embedded straight ribs 2 penetrate through the embedded steel plate 6 and are distributed on two sides of the section steel column 1; the end part of the embedded straight rib 2 is welded on the outer side of the embedded steel plate 6;
the overhanging shear plates 3 are welded on flange plates on two sides of the section steel column 1; the end part of the overhanging shear plate 3 penetrates through the embedded steel plate 6 and is welded on the outer side of the embedded steel plate 6;
the non-overhanging shear plate 4 is welded on a flange plate in the middle of the section steel column 1; the end part of the non-overhanging shear plate 4 does not penetrate through the embedded steel plate 6 and is welded on the inner side of the embedded steel plate 6;
the high-strength bolt 5 is welded on the outer side of the embedded steel plate 6; a plurality of high-strength bolts 5 are arranged;
the bracket steel back plate 7 is sleeved on the outer side of the embedded steel plate 6; the embedded steel plate 6 is connected with a bracket steel back plate 7 through a high-strength bolt 5;
the outer side of the bracket steel back plate 7 is provided with a plurality of brackets 8.
A method for installing and dismantling a bracket and section steel concrete column assembled connecting node comprises the following steps:
step 1: preparing a shear plate 3 of Q335B, an E5016 welding rod, a 10.9-grade M24 high-strength bolt 5, an embedded steel plate 6 of Q235B and a steel bracket 8 of Q335B;
step 2: cutting plate holes, pre-buried straight rib holes and high-strength bolt holes are formed in the pre-buried steel plate 6 according to positions shown in a drawing, the upper rectangular non-overhanging cutting plate hole and the lower rectangular non-overhanging cutting plate hole in the middle are not penetrated, the holes of the rest overhanging cutting plates are penetrated, and all the holes are formed in the pre-buried steel plate and are penetrated;
and step 3: and (3) bending one end of the straight thread steel bar 2, which is far away from the embedded plate, downwards by 90 degrees, and connecting the embedded steel plate (h is 25mm) and the HRB400 straight thread steel bar (d is 25mm) by adopting E5016 welding rod full plug welding.
And 4, welding a shear plate 3(t is 30mm, h is 75mm, l is 200mm/585mm) on the flange of the section steel column 1 to ensure the force transmission, wherein the shear plate and the section steel column are subjected to four-side girth welding, and the welding line is high hf＝10mm；
And 5: the shear plate 3 passes through the shear plate hole of the pre-embedded steel plate 6 to be shearedFour-side girth welding is adopted between the cutting plate 3 and the embedded steel plate 6, and the height h of the welding linef＝10mm；
And 6: penetrating a 10.9-grade M24 high-strength bolt 5 through a bolt hole of an embedded steel plate 6, temporarily fixing the bolt, and embedding the bolt in a section steel column 1;
and 7: splicing and welding bracket 8, and thickness t of vertical supporting plate (web plate) of bracketw30mm, thickness t of upper and lower cover plate (flange)f＝25mm；
And 8: the bracket steel back plate 7 is sleeved on the whole welded by the embedded plate, the high-strength bolt and the shear plate, and the high-strength bolt is screwed tightly;
and step 9: e5016 welding rods are adopted between the bracket steel back plate 7 and the embedded steel plate 6, a 45-degree V-shaped groove is welded, and the root of a welding plate is left by 10 mm.
Step 10: and when the bracket is disassembled, cutting off the welding flux, the high-strength bolt and the shear plate between the embedded steel plate and the steel backing plate, and disassembling the assembled bracket.
The invention also has the following additional technical features:
the technical scheme of the invention is further specifically optimized as follows:
the embedded steel plate 6 comprises rectangular non-overhanging shear plate holes 6-1 positioned at the upper side and the lower side of the middle, and the rectangular non-overhanging shear plate holes 6-1 do not penetrate through the embedded steel plate 6;
the embedded steel plate 6 comprises rectangular overhanging shearing plate holes 6-2 positioned at the left side and the right side of the middle part, and the rectangular overhanging shearing plate holes 6-2 penetrate through the embedded steel plate 6;
the embedded steel plate 6 comprises an embedded straight rib cavity 6-3 located at the peripheral edge, and the embedded straight rib cavity 6-3 penetrates through the embedded steel plate 6.
The technical scheme of the invention is further specifically optimized as follows: the rectangular non-overhanging shear plate hole 6-1 and the rectangular overhanging shear plate hole 6-2 have the same size; the overhanging shear plate 3 and the non-overhanging shear plate 4 are the same size; the size of the hole is larger than that of the shearing plate;
the technical scheme of the invention is further specifically optimized as follows: the embedded straight ribs 2 are only distributed on two sides of the section steel column 1, and the tail ends of the embedded straight ribs 2 are hooked at 90 degrees; the embedded straight ribs 2 penetrate through embedded straight rib cavities 6-3 formed in advance in the embedded steel plate 6 and are connected with the embedded steel plate 6 through full-mouth plug welding.
The technical scheme of the invention is further specifically optimized as follows: the overhanging shear plate 3 and the non-overhanging shear plate 4 are higher than each other in height and wider than each other, and two ends of the overhanging shear plate 3 and the non-overhanging shear plate 4 are respectively connected with the embedded steel plate 6 and the section steel column 1 in a girth welding mode, so that force transmission is guaranteed.
The technical scheme of the invention is further specifically optimized as follows: the bracket steel back plate 7 is provided with holes in advance according to the positions of drawings, the holes are sleeved on the integral parts of the embedded plates 6, the high-strength bolts 5 and the overhanging shear plates 3, and the holes in the bracket steel back plate 7 correspond to the integral parts one by one.
Compared with the prior art, the invention has the advantages that:
the method has the advantages that: from the construction point of view, the overhanging shear plate is matched with the non-overhanging shear plate to replace a plurality of straight anchor steel bars. The reinforcing bars can be simplified, the holes of the embedded plates are reduced, and the steel bars are convenient to bind.
The method has the advantages that: from the angle of stress analysis, the shear plate is matched with the high-strength bolt, so that the shear force at the joint of the assembly bracket and the steel concrete column can be effectively resisted.
The method has the advantages that: from the economic benefit analysis, after the Bailey beam platform is dismantled, the welding flux, the high-strength bolt and the shear plate between the embedded steel plate and the steel back plate can be cut off, and the assembled bracket is dismantled and recycled.
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 embodiments of the present invention or the technical solutions in the prior art, the drawings used in the description of the embodiments or the prior art will be briefly described below, it is obvious that the drawings in the following description are only some embodiments of the present invention, and for those skilled in the art, other drawings can be obtained according to the drawings without creative efforts.
FIG. 1 is a schematic view of a pre-buried member on a steel reinforced concrete column according to the present invention;
FIG. 2 is a schematic view of the opening of the steel back plate of the bracket of the present invention;
FIG. 3 is a schematic top view of a node according to the present invention;
FIG. 4 is a schematic diagram of a front view structure of a node according to the present invention;
FIG. 5 is a schematic front view of an embedded steel plate;
FIG. 6 is a schematic cross-sectional view of a node according to the present invention.
In the figure: 1. a section steel column; 2. pre-burying straight ribs; 3. an overhanging shear plate; 4. a non-overhanging shear plate; 5. a high-strength bolt; 6. pre-burying a steel plate; 7. a bracket steel backing plate; 8. and (4) a bracket.
Detailed Description
Exemplary embodiments of the present disclosure will be described in more detail below with reference to the accompanying drawings, in order that the present disclosure may be more fully understood and fully conveyed to those skilled in the art. While the exemplary embodiments of the present disclosure are shown in the drawings, it should be understood that the invention is not limited to the embodiments set forth herein.
The utility model provides a bracket and shaped steel concrete column assembled connected node, includes shaped steel post 1, pre-buried straight muscle 2, overhanging shear plate 3, the overhanging shear plate 4 of non-, high-strength bolt 5, pre-buried steel sheet 6, bracket steel backplate 7 and bracket 8, resists the shear force of bracket and shaped steel concrete column tie point jointly through mutually supporting of overhanging shear plate 3, the overhanging shear plate 4 of non-, high-strength bolt 5.
The embedded straight ribs 2 penetrate through the embedded steel plate 6 and are distributed on two sides of the section steel column 1; the end part of the embedded straight rib 2 is welded at the outer side of the embedded steel plate 6.
The embedded straight ribs 2 are only distributed on two sides of the section steel column 1, and the tail ends of the embedded straight ribs 2 are hooked at 90 degrees; the embedded straight ribs 2 penetrate through embedded straight rib cavities 6-3 formed in advance in the embedded steel plate 6 and are connected with the embedded steel plate 6 through full-mouth plug welding.
The overhanging shear plates 3 are welded on flange plates on two sides of the section steel column 1; the end part of the overhanging shear plate 3 penetrates through the embedded steel plate 6 and is welded on the outer side of the embedded steel plate 6.
The non-overhanging shear plate 4 is welded on a flange plate in the middle of the section steel column 1; the end of the non-overhanging shear plate 4 does not penetrate through the embedded steel plate 6 and is welded on the inner side of the embedded steel plate 6.
The overhanging shear plate 3 and the non-overhanging shear plate 4 are higher than each other in height and wider than each other, and two ends of the overhanging shear plate 3 and the non-overhanging shear plate 4 are respectively connected with the embedded steel plate 6 and the section steel column 1 in a girth welding mode, so that force transmission is guaranteed.
The high-strength bolt 5 is welded on the outer side of the embedded steel plate 6; the high-strength bolts 5 are provided in plurality.
The bracket steel back plate 7 is sleeved on the outer side of the embedded steel plate 6; and the embedded steel plate 6 is connected with the bracket steel back plate 7 through a high-strength bolt 5. The outer side of the bracket steel back plate 7 is provided with a plurality of brackets 8. The bracket steel back plate 7 is provided with holes in advance according to the positions of drawings, the holes are sleeved on the integral parts of the embedded plates 6, the high-strength bolts 5 and the overhanging shear plates 3, and the holes in the bracket steel back plate 7 correspond to the integral parts one by one.
The embedded steel plate 6 comprises rectangular non-overhanging shear plate holes 6-1 positioned at the upper side and the lower side of the middle, and the rectangular non-overhanging shear plate holes 6-1 do not penetrate through the embedded steel plate 6;
the embedded steel plate 6 comprises rectangular overhanging shear plate holes 6-2 positioned at the left side and the right side of the middle, and the rectangular overhanging shear plate holes 6-2 penetrate through the embedded steel plate 6;
the embedded steel plate 6 comprises an embedded straight rib cavity 6-3 located at the peripheral edge, and the embedded straight rib cavity 6-3 penetrates through the embedded steel plate 6.
The rectangular non-overhanging shear plate hole 6-1 and the rectangular overhanging shear plate hole 6-2 are the same in size; the overhanging shear plate 3 and the non-overhanging shear plate 4 have the same size; the size of the holes is larger than the size of the shear plates.
A method for installing and dismantling a bracket and section steel concrete column assembled connecting node comprises the following steps:
step 1: a shear plate 3 of Q335B, an E5016 welding rod, a 10.9-grade M24 high-strength bolt 5, a pre-buried steel plate 6 of Q235B and a steel bracket 8 of Q335B are prepared.
Step 2: and (3) cutting plate holes, pre-buried straight rib holes and high-strength bolt holes are formed in the pre-buried steel plates 6 according to positions shown in a drawing, the holes of the upper rectangular non-overhanging cutting plates and the lower rectangular non-overhanging cutting plates in the middle are not penetrated, the holes of the other overhanging cutting plates are penetrated, and all the holes of the pre-buried steel plates are penetrated.
And step 3: and (3) bending one end of the straight thread steel bar 2, which is far away from the embedded plate, downwards by 90 degrees, and connecting the embedded steel plate (h is 25mm) and the HRB400 straight thread steel bar (d is 25mm) by adopting E5016 welding rod full plug welding.
And 4, welding a shear plate 3(t is 30mm, h is 75mm, l is 200mm/585mm) on the flange of the section steel column 1 to ensure the force transmission, wherein the shear plate and the section steel column are subjected to four-side girth welding, and the welding line is high hf＝10mm。
And 5: the shear plate 3 penetrates through the shear plate hole of the embedded steel plate 6, four-side girth welding is adopted between the shear plate 3 and the embedded steel plate 6, and the height h of a welding seamf＝10mm。
Step 6: and (3) penetrating the 10.9-grade M24 high-strength bolt 5 through the bolt hole of the embedded steel plate 6, temporarily fixing the bolt, and embedding the bolt in the section steel column 1.
And 7: splicing and welding bracket 8, and thickness t of vertical supporting plate (web plate) of bracketw30mm, thickness t of upper and lower cover plate (flange)f＝25mm。
And 8: and the bracket steel back plate 7 is sleeved on the whole welded by the embedded plate, the high-strength bolt and the shear plate, and the high-strength bolt is screwed up.
And step 9: e5016 welding rods are adopted between the bracket steel back plate 7 and the embedded steel plate 6, a 45-degree V-shaped groove is welded, and the root of a welding plate is left by 10 mm.
Step 10: and when the bracket is disassembled, cutting off the welding flux, the high-strength bolt and the shear plate between the embedded steel plate and the steel backing plate, and disassembling the assembled bracket.
The method for calculating the load Q of the fabricated connecting node of the bracket and the steel concrete column comprises the following steps:
adopting the anchor bar anchoring length of a tail end anchor plate (plug welding):
xi in the formula (1)aRepresenting the correction coefficient of the anchoring length of the tensioned steel bar; alpha represents the external coefficient of the anchoring steel bar, the plain steel bar is 0.16, and the ribbed steel bar is 0.14; f. ofyRepresenting the tensile strength of the steel bar; f. oftThe axial tensile strength of the concrete is shown; d represents the diameter of the rebar.
Maximum tension of single high-strength bolt:
in the formula (2), M represents bending moment applied to the cross section; y is1Represents the maximum vertical distance of the arranged bolts from the center of the section; y isiThe vertical distance from each bolt to the center of the section is shown;
showing the design tensile load capacity of the individual bolts.
Individual shear loading calculation:
[Nv]＝ahl/1000 (3)
in formula (3), a represents the width of the shearing member; h represents the height of the shear; l represents the length of the shear.
The number of the high-strength bolts and the shearing pieces is determined.
The invention is not the best known technology.
In order to make the objects, technical solutions and advantages of the embodiments of the present invention clearer, the technical solutions in the embodiments of the present invention are clearly and completely described above with reference to the drawings in the embodiments of the present invention, and it is obvious that the described embodiments are a part of the embodiments of the present invention, but not all of the embodiments. The components of embodiments of the present invention generally described and illustrated in the figures herein may be arranged and designed in a wide variety of different configurations.
Thus, the above detailed description of the embodiments of the invention presented in the drawings is not intended to limit the scope of the invention as claimed, but is merely representative of selected embodiments of the invention. All other embodiments, which can be derived by a person skilled in the art from the embodiments given herein without making any creative effort, shall fall within the protection scope of the present invention.
In the description of the present invention, it should be noted that the terms "center", "upper", "lower", "left", "right", "vertical", "horizontal", "inner", "outer", etc. indicate orientations or positional relationships based on the orientations or positional relationships shown in the drawings or the orientations or positional relationships that the products of the present invention are conventionally placed in use, and are only used for convenience in describing the present invention and simplifying the description, but do not indicate or imply that the devices or elements referred to must have a specific orientation, be constructed and operated in a specific orientation, and thus, should not be construed as limiting the present invention. Furthermore, the terms "first," "second," "third," and the like are used solely to distinguish one from another, and are not to be construed as indicating or implying relative importance.
In the description of the present invention, it should also be noted that, unless otherwise explicitly specified or limited, the terms "disposed," "mounted," "connected," and "connected" are to be construed broadly and may, for example, be fixedly connected, detachably connected, or integrally connected; can be mechanically or electrically connected; they may be connected directly or indirectly through intervening media, or they may be interconnected between two elements. The specific meanings of the above terms in the present invention can be understood in specific cases to those skilled in the art.
Claims (7)
1. The bracket and section steel concrete column assembled connecting node is characterized by comprising a section steel column 1, a pre-embedded straight rib 2, an overhanging shear plate 3, a non-overhanging shear plate 4, a high-strength bolt 5, a pre-embedded steel plate 6, a bracket steel back plate 7 and a bracket 8, wherein shearing force of a connecting point of the bracket and the section steel concrete column is resisted together through mutual matching of the overhanging shear plate 3, the non-overhanging shear plate 4 and the high-strength bolt 5; wherein:
the embedded straight ribs 2 penetrate through the embedded steel plate 6 and are distributed on two sides of the section steel column 1; the end part of the embedded straight rib 2 is welded on the outer side of the embedded steel plate 6;
the overhanging shear plates 3 are welded on flange plates on two sides of the section steel column 1; the end part of the overhanging shear plate 3 penetrates through the embedded steel plate 6 and is welded on the outer side of the embedded steel plate 6;
the non-overhanging shear plate 4 is welded on a flange plate in the middle of the section steel column 1; the end part of the non-overhanging shear plate 4 does not penetrate through the embedded steel plate 6 and is welded on the inner side of the embedded steel plate 6;
the high-strength bolt 5 is welded on the outer side of the embedded steel plate 6; a plurality of high-strength bolts 5 are arranged;
the bracket steel back plate 7 is sleeved on the outer side of the embedded steel plate 6; the embedded steel plate 6 is connected with a bracket steel back plate 7 through a high-strength bolt 5;
the outer side of the bracket steel back plate 7 is provided with a plurality of brackets 8.
2. The bracket-steel concrete column fabricated connecting node as claimed in claim 1,
the embedded steel plate 6 comprises rectangular non-overhanging shear plate holes 6-1 positioned at the upper side and the lower side of the middle, and the rectangular non-overhanging shear plate holes 6-1 do not penetrate through the embedded steel plate 6;
the embedded steel plate 6 comprises rectangular overhanging shear plate holes 6-2 positioned at the left side and the right side of the middle, and the rectangular overhanging shear plate holes 6-2 penetrate through the embedded steel plate 6;
the embedded steel plate 6 comprises an embedded straight rib cavity 6-3 located at the peripheral edge, and the embedded straight rib cavity 6-3 penetrates through the embedded steel plate 6.
3. The corbel-steel concrete column fabricated connecting joint as claimed in claim 2, wherein the rectangular non-overhanging shear-plate holes 6-1 and the rectangular overhanging shear-plate holes 6-2 are the same size; the overhanging shear plate 3 and the non-overhanging shear plate 4 are the same size; the size of the holes is larger than the size of the shear plates.
4. The bracket and steel concrete column fabricated connecting node according to claim 1, wherein the embedded straight ribs 2 are only distributed on two sides of the section steel column 1, and the tail ends of the embedded straight ribs 2 are hooked at 90 degrees; the embedded straight ribs 2 penetrate through embedded straight rib cavities 6-3 formed in advance in the embedded steel plate 6 and are connected with the embedded steel plate 6 through full-mouth plug welding.
5. The bracket and steel concrete column assembled connecting node according to claim 1, wherein the overhanging shear plate 3 and the non-overhanging shear plate 4 are higher than each other in height and wider than each other, and two ends of the overhanging shear plate 3 and the non-overhanging shear plate 4 are respectively connected with the embedded steel plate 6 and the section steel column 1 by girth welding, so that the force transmission is ensured.
6. The bracket and steel concrete column assembled connecting node as claimed in claim 1, wherein the bracket steel back plate 7 is perforated in advance according to the position of a drawing and is sleeved on the integrated parts of the embedded plate 6, the high-strength bolt 5 and the overhanging shear plate 3, and the holes in the bracket steel back plate 7 correspond to the integrated parts one by one.
7. A method for installing and dismantling a bracket and steel concrete column assembled connecting node is characterized by comprising the following steps:
step 1: preparing a shear plate 3 of Q335B, an E5016 welding rod, a 10.9-grade M24 high-strength bolt 5, an embedded steel plate 6 of Q235B and a steel corbel 8 of Q335B;
step 2: cutting plate holes, embedded straight rib holes and high-strength bolt holes are formed in the embedded steel plate 6 according to the positions shown in the drawing, the upper rectangular non-overhanging cutting plate hole and the lower rectangular non-overhanging cutting plate hole in the middle are not penetrated, the holes of the other overhanging cutting plates are penetrated, and all the holes are formed in the embedded steel plate;
and step 3: bending one end of the straight thread steel bar 2, which is far away from the embedded plate, downwards by 90 degrees, and connecting the embedded steel plate and the HRB400 straight thread steel bar by adopting E5016 welding rod full plug welding;
step 4, welding the shear plate 3 on the flange of the section steel column 1 to ensure the force transmission, wherein the shear plate and the section steel column are subjected to four-side girth welding;
and 5: penetrating the shear plate 3 through a shear plate hole of the embedded steel plate 6, and performing four-side girth welding between the shear plate 3 and the embedded steel plate 6;
step 6: penetrating a 10.9-grade M24 high-strength bolt 5 through a bolt hole of an embedded steel plate 6, temporarily fixing the bolt, and embedding the bolt in the section steel column 1;
and 7: splicing and welding the bracket 8;
and step 8: the bracket steel back plate 7 is sleeved on the whole welded by the embedded plate, the high-strength bolt and the shear plate, and the high-strength bolt is screwed tightly;
and step 9: e5016 welding rods are adopted between the bracket steel back plate 7 and the embedded steel plate 6, and a 45-degree V-shaped groove is welded;
step 10: and when the bracket is disassembled, cutting off the welding flux, the high-strength bolt and the shear plate between the embedded steel plate and the steel backing plate, and disassembling the assembled bracket.
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| CN114737670B (en) | 2023-08-08 |
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