CN113152660B - Combination enhancement mode node that girder steel and wide steel core concrete column are connected - Google Patents
Combination enhancement mode node that girder steel and wide steel core concrete column are connected Download PDFInfo
- Publication number
- CN113152660B CN113152660B CN202110025099.0A CN202110025099A CN113152660B CN 113152660 B CN113152660 B CN 113152660B CN 202110025099 A CN202110025099 A CN 202110025099A CN 113152660 B CN113152660 B CN 113152660B
- Authority
- CN
- China
- Prior art keywords
- concrete column
- steel
- plate
- wide
- steel beam
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Active
Links
Images
Classifications
-
- 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
-
- 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
Landscapes
- Engineering & Computer Science (AREA)
- Architecture (AREA)
- Physics & Mathematics (AREA)
- Electromagnetism (AREA)
- Civil Engineering (AREA)
- Structural Engineering (AREA)
- Joining Of Building Structures In Genera (AREA)
Abstract
The invention discloses a combined reinforced node for connecting a steel beam and a wide steel pipe concrete column. The steel-pipe concrete column comprises a wide steel-pipe concrete column, a steel beam, an external flitch, a local through diaphragm plate, a connecting plate and a vertical inserting plate; the short edge of the wide steel pipe concrete column is connected with the steel beam, and the upper flange, the lower flange and the web plate of the steel beam are respectively connected with the column wall of the short edge of the wide steel pipe concrete column through two external pasting plates, a local through diaphragm plate and a connecting plate; when wide steel core concrete column was located the building plane middle part, the both sides of the long limit one end of wide steel core concrete column link to each other with two girder steels respectively through vertical picture peg, and vertical picture peg link to each other with outer flitch and local diaphragm that link up respectively. The invention provides a construction method for rigidly connecting a wide steel pipe concrete column and a steel beam in a strong axis direction and a weak axis direction at the same time; the rigidity and the strength of the joint and a joint connection area can be ensured, the steel beam is provided with the plastic hinge, the ductility coefficient of the joint reaches more than 5.5, and the design target of strong joint and weak members can be realized.
Description
Technical Field
The invention relates to a combined reinforced node for connecting a steel beam and a wide steel tube concrete column, which can be widely applied to rigid connection of an H-shaped steel beam and the wide steel tube concrete column in a multi-story high-rise steel structure.
Background
In many high-rise steel structures, the girder steel is mostly H shaped steel roof beam, and the steel column is mostly rectangle steel pipe concrete column. The rigid connection of steel beams and steel columns is the most basic measure for providing the overall rigidity and the seismic performance of the structure. The existing common rigid joint is that a transverse partition plate is arranged at the position of a steel column corresponding to a beam flange, and the internal force of the beam flange is transmitted to the steel column through the partition plate, so that the rigid joint is formed. The partition plate is provided with an inner partition plate and a through diaphragm plate which are respectively corresponding to two components of a box-type column and a cold-roll forming high-frequency welding rectangular steel pipe column.
In order to conveniently pour concrete in the steel pipe column, grouting holes and air holes need to be formed in the partition plate, and the diameter of each grouting hole is not smaller than 150mm. In addition, the weakening of the diaphragm by the grouting holes cannot be too large for the force transmission requirement in the node area, so that the section width of the steel column cannot be too small, and is generally not less than 350-400 mm. In steel structure houses, the convex column phenomenon can occur at four corners of each functional room of the house due to the overlarge section of the steel column, and the use function of indoor buildings is affected, so that the structural members are hidden in the thickness of the wall body as much as possible, and the section width of the steel members adopted in the houses is preferably controlled to be 180 mm-300 mm.
At present, building industrialization and housing industrialization are being vigorously popularized in China, a steel structure is a good assembly type building product, and the earthquake-resistant performance is extremely superior. How to apply the steel structure to a housing system, fully exert the characteristics of steel structure industrialization, and meet the functional requirements of housing buildings is a very important and urgent task. Therefore, in order to solve the problem of indoor convex columns, a form of adopting wide steel tube concrete columns is provided, the size of the short side of each steel box column is made to be as small as possible, the short side is equal to the thickness of a concrete shear wall, the size of the long side of each steel box column is made to be as large as possible, and the wide steel tube concrete columns are formed so as to meet the requirements of houses on steel structure systems. However, the size of the short side of the section of the wide concrete filled steel tubular column is small, so that a diaphragm plate cannot be arranged in a node area for ensuring smooth pouring of the internal concrete, and the connection with a steel beam cannot adopt a form of penetrating through the diaphragm plate.
Based on the technical background, the current engineering practice has the contradiction that the partition plate connecting node requires that the section of a steel column cannot be too small, and the construction function requires that the section of the steel column cannot be too large.
The existing novel node forms such as a local through diaphragm plate, an external veneer sheet type connecting node and the like have respective defects. When the local through diaphragm plate is connected with the weak shaft, an inserting plate is needed, and the local closed area can be formed and concrete can not be poured; the outer flitch type connecting node is easy to protrude outwards at the lower flange to influence the building appearance and the installation of a window frame at the lower part of the beam.
Disclosure of Invention
In order to overcome the contradiction that the prior clapboard type beam-column rigid joint node and a steel structure house need a smaller steel column section and match the development of a wide steel tube concrete column house structure system, the invention provides the combined reinforced node for connecting the steel beam and the wide steel tube concrete column, which can be widely applied to rigid joint connection of the H-shaped steel beam and the wide steel tube concrete column in a multi-story high-rise steel structure, has simple node form, convenient and quick processing and clear force transmission path, can meet the force transmission requirement of the beam-column rigid joint node, cannot form obstruction to pouring of concrete in a tube, and does not influence the appearance structure of the building.
The technical scheme adopted by the invention is as follows:
the invention comprises a wide steel pipe concrete column, a steel beam, an external flitch, a local through diaphragm plate, a connecting plate and a vertical inserting plate; the short edge of wide steel core concrete column links to each other with the girder steel, and the top flange, the bottom flange, the web of girder steel link to each other with the column wall of wide steel core concrete column short edge behind two outer flitch, a local through diaphragm, a connecting plate respectively.
When wide steel core concrete column was located the building plane middle part, the both sides of the long limit one end of wide steel core concrete column link to each other with two girder steels respectively through vertical picture peg, and vertical picture peg link to each other with outer flitch and local diaphragm that link up respectively.
One short edge of the wide steel pipe concrete column is connected with the first steel beam through two first outer attachment plates, a first local through transverse partition plate and a first connecting plate; one side of the top flange of the first steel beam is connected with the side where the long edge of one side of the wide steel pipe concrete column is located through a first outer pasting plate, the other side of the top flange of the first steel beam is connected with the side where the long edge of the other side of the wide steel pipe concrete column is located through another first outer pasting plate, one part of each of the two first outer pasting plates is welded to the two sides of the top flange of the first steel beam respectively, and the other part of each of the two first outer pasting plates is welded to the surface where the long edges of the two sides of the wide steel pipe concrete column are located respectively; a horizontal groove for inserting a first local through diaphragm is formed in one side, close to the short edge, of the wide steel tube concrete column, one end of the first local through diaphragm is inserted into the horizontal groove and is welded with the connecting part of the wide steel tube concrete column, and the other end of the first local through diaphragm extends out of the wide steel tube concrete column and is connected with a lower flange of a first steel beam through a third welding line; a first local through diaphragm plate extending into the wide steel pipe concrete column is provided with a first round hole which is used as a first vent hole; a first connecting plate is installed on a first steel beam web plate close to the wide steel tube concrete column through a first high-strength bolt, and one side of the first connecting plate is overlapped with the edge of the first steel beam web plate and welded with the column wall of the short edge of the wide steel tube concrete column.
When the wide steel pipe concrete column is located in the middle of the building plane, the other short edge of the wide steel pipe concrete column is connected with the fourth steel beam through the two second external attachment plates, the second local through diaphragm plate and the second connecting plate;
one side of the top flange of the fourth steel beam is connected with the side where the long edge of one side of the wide steel pipe concrete column is located through a second outer attachment plate, the other side of the top flange of the fourth steel beam is connected with the side where the long edge of the other side of the wide steel pipe concrete column is located through another second outer attachment plate, one part of each of the two second outer attachment plates is welded to the two sides of the top flange of the fourth steel beam respectively, and the other part of each of the two second outer attachment plates is welded to the surface where the long edges of the two sides of the wide steel pipe concrete column are located respectively; one side, close to the short edge, of the wide steel tube concrete column is provided with a horizontal groove for inserting a second local through diaphragm plate, one end of the second local through diaphragm plate is inserted into the horizontal groove and is welded with the connecting part of the wide steel tube concrete column, and the other end of the second local through diaphragm plate extends out of the wide steel tube concrete column and is welded with a lower flange of a fourth steel beam through a third welding line; a second local through transverse clapboard extending into the wide steel pipe concrete column is provided with a second round hole which is used as a second ventilation hole; a second connecting plate is arranged on a fourth steel beam web plate close to the wide steel tube concrete column through a second high-strength bolt, and one side of the second connecting plate is superposed with the edge of the fourth steel beam web plate and welded with the column wall of the short side of the wide steel tube concrete column;
the two sides of the long edge of the wide steel pipe concrete column provided with the fourth steel beam are respectively connected with the second steel beam and the third steel beam through vertical inserting plates, and the vertical inserting plates are respectively connected with the second external attachment plate and the second local through diaphragm plate;
the vertical plugboards comprise a first vertical plugboard, a second vertical plugboard and a third vertical plugboard; the second vertical inserting plate and the third vertical inserting plate vertically penetrate through the wide concrete-filled steel tube column along the direction parallel to the short edge of the wide concrete-filled steel tube column, the middle part of the second vertical inserting plate is welded with the end part of the wide concrete-filled steel tube column, the second vertical inserting plate vertically penetrates through the two second external attaching plates along the direction parallel to the short edge of the wide concrete-filled steel tube column, the first vertical inserting plate divides the two second external attaching plates into two parts and then is welded at the dividing part, meanwhile, the first vertical inserting plate is fixedly welded on the end face of the short edge of the wide concrete-filled steel tube column, and the first vertical inserting plate and the second vertical inserting plate are arranged in parallel;
the upper flange of the second steel beam and the upper flange of the third steel beam are welded and installed between the two ends of the first vertical inserting plate and the two ends of the second vertical inserting plate respectively, the middle part of the third vertical inserting plate is welded with the end part of the second local through diaphragm plate extending into the wide steel tube concrete column, the lower flanges of the second steel beam and the third steel beam are welded with the two sides of the second local through diaphragm plate respectively, and the two third connecting plates are fixedly installed on the web plates of the second steel beam and the third steel beam through third high-strength bolts respectively.
Thickness t of local through transverse partition ip Set according to the following formula:
wherein, t ip Is the thickness of a local through transverse partition plate; b ip The width of the transverse clapboard is partially penetrated; t is t fb The thickness of the steel beam flange; h is b The height of the steel beam; z pb The section plastic modulus of the steel beam; f. of yb The yield strength of steel of the steel beam flange; f. of yj In order to strengthen the steel yield strength of the plate, the strengthening plate comprises an external attachment plate, a local through diaphragm plate and a connecting plate; eta j The connection coefficient of the rigid connection of the wide steel pipe concrete column.
The thickness t of the outer attachment plate of the upper flange fp Set according to the following formula:
wherein, t fp The thickness of the outer patch; h is fp Is the length of the external flitch in the vertical direction of the wide steel pipe concrete column, t ip Is partially through the thickness of the diaphragm, b ip Is partially across the width of the diaphragm.
The wide steel tube concrete column is formed by pouring concrete in a rectangular steel tube, and the ratio of the long edge to the short edge of the rectangular steel tube is 1-4.
The steel beam is an H-shaped steel beam, and the flange of the steel beam is welded with the column wall of the wide steel pipe concrete column.
The vertical inserting plate is welded with the long-side column wall of the wide steel pipe concrete column; the steel beam is welded with the vertical inserting plate; and the connecting plate is welded with the column wall of the wide steel tube concrete column.
The peripheries of the external flitch and the local through diaphragm are welded with the column wall of the wide steel tube concrete column; the peripheries of the external flitch and the local through diaphragm plate are welded with the flange of the steel beam; the periphery of the outer pasting plate and the periphery of the local through transverse partition plate are welded with the vertical inserting plate.
When the steel beam is rigidly connected with the short edge of the wide steel tube concrete column, the upper flange of the steel beam is connected to the wall of the steel column through the outer attachment plate, and the lower flange of the steel beam is connected with the steel column through the local through diaphragm plate. The position that is connected at wide steel core concrete column minor face and girder steel web sets up the connecting plate, and the girder steel web is connected with wide steel core concrete column through the connecting plate.
And if the wide concrete-filled steel tube column is positioned in the middle of the building plane, the end part of the wide concrete-filled steel tube column is simultaneously rigidly connected with the steel beams in multiple directions. When the long edge of the wide steel pipe concrete column needs to be connected with the steel beam, and the steel beam is eccentrically connected with the wide steel pipe concrete column, the inserting plate is arranged in the middle of the wide steel pipe concrete column. One side of the upper flange of the steel beam, which is close to the column wall, is connected with the column wall through an external flitch, and one side of the upper flange, which is close to the inserting plate, is connected with the column wall through an inserting plate; the steel beam lower flange is connected with the wide steel tube concrete column through a local through diaphragm plate. The position that is connected with the girder steel web on wide steel core concrete column long limit sets up the connecting plate, and the girder steel web is connected with wide steel core concrete column through the connecting plate.
Compared with the prior technical scheme that the steel beam and the wide steel tube concrete column are connected by adopting the outer attachment plates or the local through diaphragm plates on the upper flange and the lower flange of the steel beam, the invention has the advantages that the upper flange and the lower flange respectively adopt different connecting structures, and the stress performance of the beam-column connecting node is effectively improved. Theoretical analysis and experimental research show that in the process of transferring the bending moment of the steel beam, the stress concentration phenomenon exists at the initial position where the external flitch is connected with the flange. In actual engineering, the stress concentration phenomenon of the steel beam upper flange is improved due to the fact that a concrete floor participates in working; however, in the lower flange of the steel beam, the stress concentration can cause the joint position of the external attachment plate and the flange to crack prematurely, thereby influencing the exertion of the plastic property of the steel. The lower flange connecting structure is changed into a local through diaphragm plate, so that the force transmission of the lower flange of the steel beam is more direct, the stress concentration phenomenon at the butt joint part is eliminated, meanwhile, the outer flitch node is easy to protrude outwards at the lower flange part to influence the building appearance and the installation of a window frame at the lower part of the steel beam, and the requirement on building functions can be better met by changing into a local through diaphragm plate. To current local diaphragm node of lining up, when the girder steel is connected with wide steel core concrete column long limit, if set up vertical picture peg and connect, will form local closed cavity in the post inside, unable concreting, consequently when the girder steel needs to be connected with wide steel core concrete column long limit, can not set up vertical picture peg in the nodal area. According to the existing analysis result, the plastic development area of the beam-column node under the action of reciprocating load is transferred to the column wall plate, the node domain failure mode of the beam-column node occurs, and the performance target of a strong node and a weak component cannot be realized. And an outer flitch connecting structure is adopted on the top flange, so that the problem of arrangement of a vertical inserting plate can be solved, and the stress performance of connection of a steel beam and the long edge of the wide steel pipe concrete column is improved.
The technical principle of the invention is as follows:
1. the bending moment of the end part of the steel beam is represented as a pulling and pressing axial force of an upper flange and a lower flange in a node area, the axial force is transmitted to the local through diaphragm plate and the outer flitch through the flange and a welding seam between the local through diaphragm plate and the outer flitch, the axial force can be directly transmitted to the wide steel pipe concrete column through the local through diaphragm plate and the outer flitch, and a node force transmission path is very clear.
2. The end part of the wide steel pipe concrete column is simultaneously connected with the steel beams in multiple directions in a rigid connection mode, the wide steel pipe concrete column is eccentrically connected to the steel beams, and meanwhile the vertical inserting plate is additionally arranged, so that the effect of reinforcing a node connection area can be achieved. Specifically, in a joint connection area of the column end and the steel beam, the vertical inserting plate and three column walls form a box-shaped closed area, integrity of a node area at the end part of the wide steel tube concrete column is improved, the joint and the joint connection area of the wide steel tube concrete column have good rigidity and strength, and a complex stress state of the column end is effectively improved.
3. The upper flange of the steel beam is longer connected with the outer flitch, the connecting position of the lower flange and the local through diaphragm plate is far away from the wide steel tube concrete column, so that the plastic hinge can be ensured to appear on the steel beam far away from a node area under the action of an earthquake, and the node connecting area can not be damaged first, thereby improving the earthquake-resistant ductility of the node.
4. The shearing force of the end part of the steel beam is transmitted to the connecting plate through the high-strength bolt between the steel beam web plate and the connecting plate and then transmitted to the wide steel tube concrete column through the connecting plate.
The invention has the following beneficial effects:
1. the invention solves the problem of rigid connection between the end part of the wide steel tube concrete column and steel beams in multiple directions, and mainly provides a construction method for rigid connection between the wide steel tube concrete column and the steel beams in the strong axis direction and the weak axis direction.
2. Finite element analysis is carried out on the node form, and an analysis result shows that the rigidity and the strength of the node and a node connection area can be ensured by adopting the node construction form provided by the invention, plastic hinges appear on steel beams, the ductility coefficient of the node reaches more than 5.5, and the design target of strong nodes and weak members can be realized.
3. The node form of the invention can avoid the influence on the building appearance caused by the external flitch type node, and can not cause obstruction to the installation of the window frame at the lower part of the steel beam; in addition, the problem that concrete pouring is influenced by the fact that the closed area is formed by the fact that the transverse partition plate and the vertical inserting plate are arranged vertically and simultaneously is avoided, and good pouring quality of the concrete in the pipe can be guaranteed.
4. The node type steel material of the invention has small consumption and can reduce the construction cost.
The invention can be widely applied to the connection node of the wide steel pipe concrete column and the steel beam with smaller section short edge size in residential buildings such as steel structure houses, apartments and the like.
Drawings
FIG. 1 shows example 1 of the present invention.
Fig. 2 isbase:Sub>A sectional view taken along the linebase:Sub>A-base:Sub>A of fig. 1.
Fig. 3 is a sectional view taken along the plane B-B of fig. 1.
Fig. 4 shows example 2 of the present invention.
Fig. 5 isbase:Sub>A sectional view taken along the planebase:Sub>A-base:Sub>A of fig. 4.
Fig. 6 is a sectional view taken along the line B-B of fig. 4.
FIG. 7 is a graph of plastic strain distribution for a combination reinforced node.
FIG. 8 is a graph of beam-end force versus beam-end displacement hysteresis for a combination stiffened joint.
In the figure: 1. the wide steel pipe concrete column, 2, first girder steel, 3, first outer flitch, 4, first local through diaphragm, 5, first connecting plate, 6, first high-strength bolt, 7, first welding seam, 8, second welding seam, 9, first air vent, 10, first vertical picture peg, 11, second vertical picture peg, 12, third vertical picture peg, 13, second outer flitch, 14, fourth welding seam, 15, second local through diaphragm, 16, second girder steel, 17, fifth welding seam, 18, third connecting plate, 19, third high-strength bolt, 20, third girder steel, 21, second air vent, 22, fourth girder steel.
Detailed Description
The invention is described in further detail below with reference to the figures and the embodiments.
Example 1
As shown in fig. 1-3, the invention comprises a wide steel pipe concrete column 1, a steel beam, an external attachment plate, a local through diaphragm plate, a connecting plate and a vertical inserting plate; as shown in fig. 1, the short side of the wide steel tube concrete column 1 is connected with a steel beam, and the upper flange, the lower flange and the web plate of the steel beam are respectively connected with the column wall of the short side of the wide steel tube concrete column 1 through two external attachment plates, a local through diaphragm plate and a connecting plate. The wide steel tube concrete column 1 is formed by pouring concrete in a rectangular steel tube, and the ratio of the long edge to the short edge of the rectangular steel tube is 1-4. The steel beam is an H-shaped steel beam, and the flange of the steel beam is welded with the column wall of the wide steel tube concrete column 1.
One short edge of the wide steel pipe concrete column 1 is connected with the first steel beam 2 through two first external attachment plates 3, a first local through diaphragm plate 4 and a first connecting plate 5; one side of the top flange of the first steel beam 2 and the side where the long side of one side of the wide steel pipe concrete column 1 are located are connected through a first outer attachment plate 3, the other side of the top flange of the first steel beam 2 and the side where the long side of the other side of the wide steel pipe concrete column 1 is located are connected through another first outer attachment plate 3, one part of each of the two first outer attachment plates 3 is welded on the two sides of the top flange of the first steel beam 2 respectively, the other part of each of the two first outer attachment plates 3 is welded on the surface where the long sides of the two sides of the wide steel pipe concrete column 1 are located respectively, and the other part of each of the two first outer attachment plates 3 and the long sides of the two sides of the first steel beam 2 are welded through a first welding seam 7;
one side, close to the short side, of the wide steel tube concrete column 1 is provided with a horizontal groove for inserting a first local through diaphragm plate 4, one end of the first local through diaphragm plate 4 is inserted into the horizontal groove and is welded with the part, connected with the wide steel tube concrete column 1, of the wide steel tube concrete column through a second welding seam 8, and the other end of the first local through diaphragm plate 4 extends out of the wide steel tube concrete column 1 and is connected with a lower flange of a first steel beam 2 through a third welding seam; a first local through diaphragm 4 extending into the wide steel pipe concrete column 1 is provided with a first round hole which is used as a first vent hole 9, and the first vent hole 9 exhausts air when concrete is poured; the first local through diaphragm plate 4 and the lower flange of the first steel beam 2 are positioned on the same plane;
a first connecting plate 5 is installed on 2 webs of first girder steel that are close to wide steel core concrete column 1 through first high-strength bolt 6, and the edge coincidence of one side of first connecting plate 5 and 2 webs of first girder steel is with the column wall welding of 1 minor face of wide steel core concrete column.
Example 2
As shown in fig. 4-6, when the wide concrete-filled steel tubular column 1 is located in the middle of a building plane, two sides of one end of the long side of the wide concrete-filled steel tubular column 1 are respectively connected with two steel beams through vertical insertion plates, and the vertical insertion plates are respectively connected with an external flitch and a local through diaphragm plate.
When the wide steel pipe concrete column 1 is located in the middle of a building plane, the other short side of the wide steel pipe concrete column 1 is connected with a fourth steel beam 22 through two second external attachment plates 13, a second local through diaphragm plate 15 and a second connecting plate;
one side of the top flange of the fourth steel beam 22 and the side where the long side of one side of the wide steel pipe concrete column 1 is located are connected through a second outer attachment plate 13, the other side of the top flange of the fourth steel beam 22 and the side where the long side of the other side of the wide steel pipe concrete column 1 is located are connected through another second outer attachment plate 13, one part of each of the two second outer attachment plates 13 is welded to the two sides of the top flange of the fourth steel beam 22 respectively, the other part of each of the two second outer attachment plates 13 is welded to the surface where the long sides of the two sides of the wide steel pipe concrete column 1 are located respectively, and the other part of each of the two second outer attachment plates 13 and the long side of the two sides of the fourth steel beam 22 are welded through a welding seam;
one side, close to the short edge, of the wide steel pipe concrete column 1 is provided with a horizontal groove for inserting a second local through diaphragm 15, one end of the second local through diaphragm 15 is inserted into the horizontal groove and is welded with the part, connected with the wide steel pipe concrete column 1, of the second local through diaphragm 15 through a welding seam, and the other end of the second local through diaphragm 15 extends out of the wide steel pipe concrete column 1 and is welded with a lower flange of a fourth steel beam 22 through a third welding seam; a second circular hole is formed in a second local through diaphragm 15 extending into the wide steel pipe concrete column 1 and serves as a second ventilation hole 21, and the second ventilation hole 21 exhausts air when concrete is poured; the second local through diaphragm 15 and the lower flange of the fourth steel beam 22 are positioned on the same plane;
a second connecting plate is arranged on a fourth steel beam 22 web close to the wide steel tube concrete column 1 through a second high-strength bolt, and one side of the second connecting plate is overlapped with the edge of the fourth steel beam 22 web and welded with the column wall of the short side of the wide steel tube concrete column 1;
the two sides of the long edge of the wide steel pipe concrete column 1 provided with the fourth steel beam 22 are respectively connected with the second steel beam 16 and the third steel beam 20 through vertical inserting plates, and the vertical inserting plates are respectively connected with the second external attachment plate 13 and the second local through diaphragm plate 15;
the vertical inserting plate comprises a first vertical inserting plate 10, a second vertical inserting plate 11 and a third vertical inserting plate 12; the second vertical inserting plate 11 and the third vertical inserting plate 12 vertically penetrate through the wide steel pipe concrete column 1 along the direction parallel to the short side of the wide steel pipe concrete column 1, the middle part of the second vertical inserting plate 11 is welded with the end part of the wide steel pipe concrete column 1 inserted with the two second outer attachment plates 13, the first vertical inserting plate 10 vertically penetrates through the two second outer attachment plates 13 along the direction parallel to the short side of the wide steel pipe concrete column 1, the two second outer attachment plates 13 are evenly divided into two parts and then welded with the division part of the second outer attachment plates 13 through a fifth welding line 17, the first vertical inserting plate 10 is fixedly arranged on the end face of one end of the long side of the wide steel pipe concrete column 1, and the first vertical inserting plate 10 and the second vertical inserting plate 11 are arranged in parallel;
the upper flanges of the second steel beams 16 and the upper flanges of the third steel beams 20 are respectively welded and installed between the two ends of the first vertical inserting plate 10 and the two ends of the second vertical inserting plate 11, the middle portion of the third vertical inserting plate 12 is welded with the end portion, extending into the wide steel tube concrete column 1, of the second local through diaphragm plate 15, the third vertical inserting plate 12 is arranged under the first vertical inserting plate 10, the lower flanges of the second steel beams 16 and the third steel beams 20 are respectively welded with the two side faces, extending through the diaphragm plate 15, of the second local through diaphragm plate 15, the side faces, extending through the second local through diaphragm plate 15, of the second local through diaphragm plate are specifically the side faces, parallel to the long edge of the wide steel tube concrete column 1, and the two third connecting plates 18 are respectively fixedly installed on the web plates of the second steel beams 16 and the third steel beams 20 through third high-strength bolts 19.
The vertical inserting plate is welded with the long side column wall of the wide steel pipe concrete column 1; the steel beam is welded with the vertical inserting plate; the connecting plate is welded with the column wall of the wide steel tube concrete column 1.
The peripheries of the external flitch and the local through diaphragm plate are welded with the column wall of the wide steel tube concrete column 1; the peripheries of the external flitch and the local through diaphragm plate are welded with the flange of the steel beam; the peripheries of the external flitch and the local through transverse clapboard are welded with the vertical inserting plate.
Thickness t of local through transverse partition ip Set according to the following formula:
wherein, t ip Is the thickness of a local through transverse partition plate; b ip The width of the transverse clapboard is partially penetrated; t is t fb The thickness of the steel beam flange; h is b The height of the steel beam; z pb The section plastic modulus of the steel beam; f. of yb Yield strength of steel for steel beam flangeDegree; f. of yj In order to strengthen the steel yield strength of the plate, the strengthening plate comprises an external attachment plate, a local through diaphragm plate and a connecting plate; eta j The connection coefficient is the rigid connection of the wide steel pipe concrete column; when the anti-seismic property is considered, the grade of steel is Q235, and when the connection mode among the steel is welding, the connection coefficient is 1.4; when the connection mode between the steel materials is bolt connection, the connection coefficient is 1.45; the grade of the steel is Q345, and when the connection mode among the steel is welding, the connection coefficient is 1.35; when the connection mode between the steel materials is bolt connection, the connection coefficient is 1.4; when the non-seismic-resistant steel is not seismic-resistant, the connection coefficients are all 1.0; the steel is specifically an external flitch, a local through diaphragm plate, a connecting plate, a wide steel pipe concrete column and a vertical inserting plate.
Thickness t of outer flitch of top flange fp Set according to the following formula:
wherein, t fp The thickness of the outer patch; h is fp Is the length of the outer pasting plate in the vertical direction of the wide steel pipe concrete column, t ip In order to partially penetrate the thickness of the diaphragm, b ip For the width of local through-going diaphragm, the width of local through-going diaphragm specifically is the width of local through-going diaphragm and girder steel continuous part.
Fig. 7 shows a combined enhanced nodal plastic strain distribution graph obtained by numerical simulation, wherein the dark regions on the graph indicate the portions with large deformation. As can be seen from FIG. 7, in the loading process, the deformation of the test piece is mainly concentrated on the flange and the web of the steel beam, and the deformation of the wide steel tube concrete column and the node area is small, which shows that the node design realizes the design targets of the strong node weak member and the strong column weak beam. FIG. 8 shows a combined enhanced nodal beam end force-beam end displacement hysteresis curve obtained from numerical simulation. As shown in FIG. 8, the hysteresis curve is very full, the limit displacement can reach 50mm, which is equivalent to that the interlayer displacement angle is 1/30, and the requirement of large-earthquake collapse with the interlayer displacement angle of 1/50 is greatly met, which indicates that the node has good ductility and strong plastic energy consumption capability.
The design method provided by the invention is simple and applicable, and a large batch of numerical analysis results show that the ductility coefficient of the designed combined reinforced node can reach more than 5.5, the hysteresis curve of the node is very full, the appearance of a plastic hinge on a steel beam can be obviously observed, the bearing capacity, ductility and energy consumption capacity of the node can meet the requirement of anti-seismic design, and the design target of a strong node and a weak component is realized.
The embodiments described in this specification are merely illustrative of implementations of the inventive concept and the scope of the present invention should not be considered limited to the specific forms set forth in the embodiments but rather by the equivalents thereof as may occur to those skilled in the art upon consideration of the present inventive concept.
Claims (9)
1. The utility model provides a combination enhancement mode node that girder steel and wide steel core concrete column are connected which characterized in that: the steel-concrete column comprises a wide steel-pipe concrete column (1), a steel beam, an external flitch, a local through diaphragm plate, a connecting plate and a vertical inserting plate; the short edge of the wide steel tube concrete column (1) is connected with the steel beam, and the upper flange, the lower flange and the web plate of the steel beam are respectively connected with the column wall of the short edge of the wide steel tube concrete column (1) through two external attachment plates, a local through diaphragm plate and a connecting plate;
one short edge of the wide steel pipe concrete column (1) is connected with the first steel beam (2) through two first external attachment plates (3), a first local through diaphragm plate (4) and a first connecting plate (5); one side of the top flange of the first steel beam (2) is connected with the side where the long edge of one side of the wide steel tube concrete column (1) is located through a first outer attachment plate (3), the other side of the top flange of the first steel beam (2) is connected with the side where the long edge of the other side of the wide steel tube concrete column (1) is located through another first outer attachment plate (3), one part of each of the two first outer attachment plates (3) is welded to the two sides of the top flange of the first steel beam (2) respectively, and the other part of each of the two first outer attachment plates (3) is welded to the surface where the long edges of the two sides of the wide steel tube concrete column (1) are located respectively; one side, close to the short side, of the wide steel tube concrete column (1) is provided with a horizontal groove for inserting a first local through diaphragm (4), one end of the first local through diaphragm (4) is inserted into the horizontal groove and is welded with the part connected with the wide steel tube concrete column (1), and the other end of the first local through diaphragm (4) extends out of the wide steel tube concrete column (1) and is connected with the lower flange of the first steel beam (2) through a third welding line; a first round hole is formed in the first local through diaphragm (4) extending into the wide steel pipe concrete column (1) and serves as a first vent hole (9); a first connecting plate (5) is installed on a first steel beam (2) web plate close to the wide steel pipe concrete column (1) through a first high-strength bolt (6), and one side of the first connecting plate (5) is overlapped with the edge of the web plate of the first steel beam (2) and is welded with the column wall of the short edge of the wide steel pipe concrete column (1).
2. The combination reinforced node of steel beam and wide steel tubular concrete column connection of claim 1, characterized in that: when wide steel core concrete column (1) is located the building plane middle part, the both sides of the long limit one end of wide steel core concrete column (1) link to each other with two girder steels respectively through vertical picture peg, and vertical picture peg link to each other with outer flitch and local diaphragm that link up respectively.
3. The combination reinforced node of steel beam and wide steel tubular concrete column connection of claim 2, characterized in that: when the wide steel tube concrete column (1) is located in the middle of a building plane, the other short side of the wide steel tube concrete column (1) is connected with a fourth steel beam (22) through two second external attachment plates (13), a second local through diaphragm plate (15) and a second connecting plate;
one side of the top flange of the fourth steel beam (22) is connected with the side where the long edge of one side of the wide steel tube concrete column (1) is located through a second outer attachment plate (13), the other side of the top flange of the fourth steel beam (22) is connected with the side where the long edge of the other side of the wide steel tube concrete column (1) is located through another second outer attachment plate (13), one part of each of the two second outer attachment plates (13) is welded to the two sides of the top flange of the fourth steel beam (22) respectively, and the other part of each of the two second outer attachment plates (13) is welded to the surface where the long edges of the two sides of the wide steel tube concrete column (1) are located respectively; one side, close to the short side, of the wide steel tube concrete column (1) is provided with a horizontal groove for inserting a second local through diaphragm plate (15), one end of the second local through diaphragm plate (15) is inserted into the horizontal groove and is welded with the part connected with the wide steel tube concrete column (1), and the other end of the second local through diaphragm plate (15) extends out of the wide steel tube concrete column (1) and is welded with a lower flange of a fourth steel beam (22) through a third welding line; a second round hole is formed in a second local through diaphragm (15) extending into the wide steel tube concrete column (1) and serves as a second ventilation hole (21); a second connecting plate is arranged on a web plate of a fourth steel beam (22) close to the wide steel tube concrete column (1) through a second high-strength bolt, one side of the second connecting plate is overlapped with the edge of the web plate of the fourth steel beam (22) and is welded with the column wall of the short side of the wide steel tube concrete column (1);
the two sides of the long edge of the wide steel pipe concrete column (1) provided with the fourth steel beam (22) are respectively connected with the second steel beam (16) and the third steel beam (20) through vertical inserting plates, and the vertical inserting plates are respectively connected with the second external attachment plate (13) and the second local through diaphragm plate (15);
the vertical plugboards comprise a first vertical plugboard (10), a second vertical plugboard (11) and a third vertical plugboard (12); the second vertical inserting plate (11) and the third vertical inserting plate (12) vertically penetrate through the wide steel tube concrete column (1) along the direction parallel to the short side of the wide steel tube concrete column (1), the middle part of the second vertical inserting plate (11) is welded with the end part of the two second outer attaching plates (13) inserted into the wide steel tube concrete column (1), the first vertical inserting plate (10) vertically penetrates through the two second outer attaching plates (13) along the direction parallel to the short side of the wide steel tube concrete column (1), the two second outer attaching plates (13) are uniformly divided into two parts by the first vertical inserting plate (10) and then are welded at the division part, meanwhile, the first vertical inserting plate (10) is fixedly welded on the end face where the short side of the wide steel tube concrete column (1) is located, and the first vertical inserting plate (10) and the second vertical inserting plate (11) are arranged in parallel;
an upper flange of a second steel beam (16) and an upper flange of a third steel beam (20) are respectively welded and installed between two ends of a first vertical inserting plate (10) and a second vertical inserting plate (11), the middle portion of the third vertical inserting plate (12) and the end portion of a second local through diaphragm plate (15) extending into the wide steel pipe concrete column (1) are welded, meanwhile, the lower flanges of the second steel beam (16) and the third steel beam (20) are respectively welded with two side faces of the second local through diaphragm plate (15), and two third connecting plates (18) are respectively fixedly installed on webs of the second steel beam (16) and the third steel beam (20) through third high-strength bolts (19).
4. The combination reinforced node of steel beam and wide steel tubular concrete column connection of claim 1, characterized in that: thickness t of local through transverse partition ip Set according to the following formula:
wherein, t ip Is the thickness of a local through transverse partition plate; b ip The width of the transverse clapboard is partially penetrated; t is t fb The thickness of the steel beam flange; h is b The height of the steel beam; z is a linear or branched member pb The section plastic modulus of the steel beam; f. of yb The yield strength of steel of the steel beam flange; f. of yj In order to strengthen the steel yield strength of the plate, the strengthening plate comprises an external attachment plate, a local through diaphragm plate and a connecting plate; eta j The connection coefficient of the rigid connection of the wide steel pipe concrete column.
5. The combination reinforced node of steel beam and wide steel tubular concrete column connection of claim 1, characterized in that: the thickness t of the outer pasting plate of the upper flange fp Set according to the following formula:
wherein, t fp The thickness of the outer patch; h is fp Is the length of the external flitch in the vertical direction of the wide steel pipe concrete column, t ip In order to partially penetrate the thickness of the diaphragm, b ip Is partially across the width of the diaphragm.
6. The combination reinforced node of steel beam and wide steel tubular concrete column connection of claim 1, characterized in that: the wide steel tube concrete column (1) is formed by pouring concrete in a rectangular steel tube, and the ratio of the long edge to the short edge of the rectangular steel tube is 1-4.
7. The combination reinforced node of steel beam and wide steel tubular concrete column connection of claim 1, characterized in that: the steel beam is an H-shaped steel beam, and the flange of the steel beam is welded with the column wall of the wide steel tube concrete column (1).
8. The combination strengthening type node for connecting the steel beam with the wide steel pipe concrete column according to claim 1, is characterized in that: the vertical inserting plate is welded with the long side column wall of the wide steel tube concrete column (1); the steel beam is welded with the vertical inserting plate; the connecting plate is welded with the column wall of the wide steel tube concrete column (1).
9. The combination reinforced node of steel beam and wide steel tubular concrete column connection of claim 1, characterized in that: the peripheries of the external flitch and the local through diaphragm are welded with the column wall of the wide steel tube concrete column (1); the peripheries of the external flitch and the local through diaphragm plate are welded with the flange of the steel beam; the periphery of the outer attachment plate and the periphery of the local through transverse partition plate are welded with the vertical insertion plate.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202110025099.0A CN113152660B (en) | 2021-01-08 | 2021-01-08 | Combination enhancement mode node that girder steel and wide steel core concrete column are connected |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202110025099.0A CN113152660B (en) | 2021-01-08 | 2021-01-08 | Combination enhancement mode node that girder steel and wide steel core concrete column are connected |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN113152660A CN113152660A (en) | 2021-07-23 |
| CN113152660B true CN113152660B (en) | 2022-11-25 |
Family
ID=76878312
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202110025099.0A Active CN113152660B (en) | 2021-01-08 | 2021-01-08 | Combination enhancement mode node that girder steel and wide steel core concrete column are connected |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN113152660B (en) |
Citations (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| KR20040048688A (en) * | 2002-12-04 | 2004-06-10 | 삼성물산 주식회사 | Reinforcement structure of CFT column and beam connection |
| KR20130021261A (en) * | 2011-08-22 | 2013-03-05 | 인하대학교 산학협력단 | Moment connection structure using panel zone of rectangular shape |
| CN103015534A (en) * | 2012-12-14 | 2013-04-03 | 金天德 | Lateral connection node of concrete-filled rectangular steel tube column and steel beams |
| CN203452204U (en) * | 2013-08-27 | 2014-02-26 | 陕西建科兴业钢结构有限公司 | Connecting node of prefabricated hollow steel-reinforced concrete column and steel girder |
| CN105821961A (en) * | 2016-05-20 | 2016-08-03 | 西安建筑科技大学 | T-shaped beam column connecting joint |
| JP2017066657A (en) * | 2015-09-29 | 2017-04-06 | 大和ハウス工業株式会社 | Cft column-beam joint structure |
| CN208815676U (en) * | 2018-04-02 | 2019-05-03 | 东南大学 | Band steel pipe concrete column and section steel beam interior joint connection structure |
| CN110230354A (en) * | 2019-07-08 | 2019-09-13 | 西安建筑科技大学 | A kind of I-shaped plate connection beam-column node structure and connection method |
| CN211816918U (en) * | 2019-10-19 | 2020-10-30 | 深圳金鑫绿建股份有限公司 | Connecting structure of rectangular steel pipe column and H-shaped steel beam |
Family Cites Families (14)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN2670468Y (en) * | 2003-12-17 | 2005-01-12 | 浙江杭萧钢构股份有限公司 | Node structure of beam and column |
| JP5741356B2 (en) * | 2011-10-03 | 2015-07-01 | 新日鐵住金株式会社 | Column-to-column joints of ramen frames |
| KR101402958B1 (en) * | 2012-08-09 | 2014-06-02 | 서울대학교산학협력단 | Rigid Joint of CFT Column and Steel Beam by Horizontal Welding Diaphragm of Flange Plates and Connecting Bars |
| CN102995756B (en) * | 2012-12-12 | 2014-12-24 | 天津大学 | Concrete-filled rectangular steel tube column-box girder full-bolt connection node and construction method |
| KR101504246B1 (en) * | 2014-07-24 | 2015-03-20 | (주)청우구조안전기술 | Steel frame structure |
| CN204608999U (en) * | 2015-03-03 | 2015-09-02 | 杭州铁木辛柯钢结构设计有限公司 | A kind of abutment node be connected with Flat steel pipe concrete column for girder steel |
| CN207122001U (en) * | 2017-06-26 | 2018-03-20 | 上海阿格坦姆建筑科技有限公司 | A kind of connecting node of square steel tube beam and the full bolt of steel pipe column |
| CN107476446B (en) * | 2017-09-15 | 2022-11-08 | 杭州铁木辛柯建筑结构设计事务所有限公司 | Banded enhancement mode node that H shaped steel roof beam and wide steel core concrete column minor face are connected |
| CN108589931A (en) * | 2018-07-25 | 2018-09-28 | 浙江大学 | The precast construction connecting node that concrete is combined with steel construction |
| CN108867871A (en) * | 2018-09-04 | 2018-11-23 | 中冶建筑研究总院有限公司 | A kind of adjustable beam-to-column joint structure of rigidity for steel construction and Housing Structure System |
| CN109779038B (en) * | 2019-01-16 | 2020-09-18 | 杭州铁木辛柯建筑结构设计事务所有限公司 | Banded enhancement mode node based on reinforcing plate thickness design |
| CN111042346A (en) * | 2019-12-05 | 2020-04-21 | 鞍钢中电建筑科技股份有限公司 | Connecting structure of H-shaped steel beam and concrete filled steel tube column |
| CN111456235A (en) * | 2020-04-17 | 2020-07-28 | 沈阳建筑大学 | Bolt connection joint of square steel tube concrete column-steel beam outer ring casing plate |
| CN112127479A (en) * | 2020-10-28 | 2020-12-25 | 重庆大学 | Spliced special-shaped concrete filled steel tube column beam column connecting joint and construction method thereof |
-
2021
- 2021-01-08 CN CN202110025099.0A patent/CN113152660B/en active Active
Patent Citations (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| KR20040048688A (en) * | 2002-12-04 | 2004-06-10 | 삼성물산 주식회사 | Reinforcement structure of CFT column and beam connection |
| KR20130021261A (en) * | 2011-08-22 | 2013-03-05 | 인하대학교 산학협력단 | Moment connection structure using panel zone of rectangular shape |
| CN103015534A (en) * | 2012-12-14 | 2013-04-03 | 金天德 | Lateral connection node of concrete-filled rectangular steel tube column and steel beams |
| CN203452204U (en) * | 2013-08-27 | 2014-02-26 | 陕西建科兴业钢结构有限公司 | Connecting node of prefabricated hollow steel-reinforced concrete column and steel girder |
| JP2017066657A (en) * | 2015-09-29 | 2017-04-06 | 大和ハウス工業株式会社 | Cft column-beam joint structure |
| CN105821961A (en) * | 2016-05-20 | 2016-08-03 | 西安建筑科技大学 | T-shaped beam column connecting joint |
| CN208815676U (en) * | 2018-04-02 | 2019-05-03 | 东南大学 | Band steel pipe concrete column and section steel beam interior joint connection structure |
| CN110230354A (en) * | 2019-07-08 | 2019-09-13 | 西安建筑科技大学 | A kind of I-shaped plate connection beam-column node structure and connection method |
| CN211816918U (en) * | 2019-10-19 | 2020-10-30 | 深圳金鑫绿建股份有限公司 | Connecting structure of rectangular steel pipe column and H-shaped steel beam |
Also Published As
| Publication number | Publication date |
|---|---|
| CN113152660A (en) | 2021-07-23 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| AU2020101918A4 (en) | Fabricated beam-to-column joint and construction method | |
| CN107476446B (en) | Banded enhancement mode node that H shaped steel roof beam and wide steel core concrete column minor face are connected | |
| CN109779038B (en) | Banded enhancement mode node based on reinforcing plate thickness design | |
| CN108894362B (en) | Assembled grid type thin-wall steel plate recycled concrete combined shear wall and assembling method | |
| KR102079008B1 (en) | E-z connecting structure for beam and column wherein the end-moment and bending resistibility are reinforced | |
| CN209891402U (en) | Assembled concrete-filled steel tube combined node structure | |
| CN111962952A (en) | Steel tube concrete column-H-shaped steel beam-steel support-pi-shaped connecting piece combined type center pillar bottom node and manufacturing method | |
| KR101174548B1 (en) | Column system of concrete filled steel tube | |
| CN111962948A (en) | Steel tube concrete column-H-shaped steel beam-steel support-pi-shaped connecting piece combined side column bottom node and manufacturing method | |
| CN216713336U (en) | Double-limb spliced beam and steel pipe column and double-limb spliced beam assembly type beam column joint | |
| CN113152660B (en) | Combination enhancement mode node that girder steel and wide steel core concrete column are connected | |
| CN105735529B (en) | A kind of stull formula steel frame steel plate shear wall structure being easily assembled | |
| JP2886467B2 (en) | Connection structure of steel column and steel beam with closed section | |
| CN215406518U (en) | Beam flange weakening type node for connecting steel beam and wide steel pipe concrete column | |
| CN216108969U (en) | Steel structure node | |
| CN216195711U (en) | Unit prefabricated shear wall with edge being steel-concrete combined component | |
| CN111021553A (en) | Precast concrete post and girder steel connected node of baffle in area | |
| CN205637172U (en) | Multicavity steel pipe -concrete composite post and girder steel bolted connection node | |
| CN213773849U (en) | L-shaped concrete filled steel tube column and steel beam bolted welding connection node structure | |
| CN210712505U (en) | Shallow slot type connection structure of steel plate combination beam and steel plate combination beam | |
| CN114622655A (en) | Connecting structure of special-shaped steel pipe concrete column and H-shaped steel beam | |
| CN114108808A (en) | PVC-FRP (polyvinyl chloride-fiber reinforced plastic) pipe concrete column and concrete composite beam combined structure with adjustable connecting nodes and installation method thereof | |
| CN109339242B (en) | Assembled cold-formed thin-wall section steel combined house structure system and construction method | |
| CN217150646U (en) | Embedded partition plate node for multidirectional combined connection of steel beam and wide steel pipe concrete column | |
| CN111042323A (en) | X-shaped vertical face intersection node formed by welding box-type steel pipes and application |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant |