CN211922971U - Shaped steel PEC post-girder steel connection structure - Google Patents
Shaped steel PEC post-girder steel connection structure Download PDFInfo
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- CN211922971U CN211922971U CN202020137415.4U CN202020137415U CN211922971U CN 211922971 U CN211922971 U CN 211922971U CN 202020137415 U CN202020137415 U CN 202020137415U CN 211922971 U CN211922971 U CN 211922971U
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- 229910000831 Steel Inorganic materials 0.000 title claims abstract description 222
- 239000010959 steel Substances 0.000 title claims abstract description 222
- 239000002436 steel type Substances 0.000 claims description 4
- 229910000746 Structural steel Inorganic materials 0.000 claims 3
- 230000003313 weakening effect Effects 0.000 description 3
- 230000015572 biosynthetic process Effects 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 238000004519 manufacturing process Methods 0.000 description 1
- 239000000463 material Substances 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000002035 prolonged effect Effects 0.000 description 1
- 239000011241 protective layer Substances 0.000 description 1
- 238000000926 separation method Methods 0.000 description 1
- 238000010008 shearing Methods 0.000 description 1
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Abstract
The utility model provides a shaped steel PEC post-girder steel connection structure, including shaped steel PEC post and girder steel, the first end of girder steel with the lateral wall of shaped steel PEC post is connected so that the girder steel with the axis mutually perpendicular of shaped steel PEC post, be provided with a plurality of through-holes on the girder steel, the through-hole is along the perpendicular to the axis direction of girder steel runs through the girder steel. The section area of the steel beam is reduced through the through holes to weaken the steel beam, so that the plasticity generated by the PEC-steel beam framework structure under the action of an earthquake is transferred to the through holes, the stress distribution at the connection node of the PEC-steel beam is improved, and the connection node of the PEC-steel beam has better ductility and is not easy to brittle failure. Meanwhile, compared with the common steel column, the section steel PEC column has better lateral stiffness, bearing capacity and ductility, so that the section steel PEC column-steel beam connecting structure meets the anti-seismic design concept of 'strong column and weak beam', and the practicability is stronger.
Description
Technical Field
The utility model relates to a building structure technical field especially relates to a shaped steel PEC post-girder steel connection structure.
Background
The steel frame structure system is a frame structure composed of steel beams and steel columns in the longitudinal and transverse directions of a house, is used for bearing and resisting lateral force, has the characteristics of flexible space separation, light dead weight, material saving, flexible building plane arrangement and the like, and is widely applied to the field of buildings. However, the existing steel frame structure system has small lateral force resistance and low bearing capacity, and is difficult to be independently suitable for high-rise buildings. Particularly, when an earthquake occurs, the plastic deformation capability of the beam end of the steel frame structure system cannot be fully exerted due to insufficient bearing capacity or ductility at the connecting node between the steel beam and the steel column, so that the connecting node between the steel beam and the steel column is easily subjected to brittle failure, and the use safety of the whole steel frame structure is influenced.
SUMMERY OF THE UTILITY MODEL
An object of the utility model is to provide a shaped steel PEC post-girder steel connection structure can improve the stress distribution of shaped steel PEC post-girder steel connected node department, and the plastic deformation ability of full play girder steel has solved the problem that shaped steel PEC post-girder steel connected node easily takes place the brittle failure.
In order to achieve the above object, the present invention provides a type steel PEC column-steel beam connection structure, including type steel PEC column and girder steel, the first end of girder steel with the lateral wall of type steel PEC column is connected so that the girder steel with the axis mutually perpendicular of type steel PEC column, be provided with a plurality of through-holes on the girder steel, the through-hole runs through along the perpendicular to the axis direction of girder steel the girder steel.
Optionally, the distance from the through hole to the first end of the steel beam is smaller than the distance from the through hole to the second end of the steel beam.
Optionally, the girder steel includes first web and two first flange boards, two first flange board is along being on a parallel with the axis direction setting of girder steel, first web with first flange board is perpendicular, just two are connected respectively at the both ends of first web the lateral wall of first flange board, so that first web reaches first flange board constitutes the H shape, the through-hole is located on the first web.
Optionally, the diameter of the through hole is 0.4 to 0.6 times the distance between the two first flange plates.
Optionally, the first flange plate has a first side and a second side opposite to each other, the first side and the second side are parallel to the axis direction of the steel beam, a part of the width of the first side and/or the second side is recessed toward the center of the first flange plate to form an arc-shaped groove, and the distance from the center of the arc-shaped groove to the first end of the steel beam is smaller than the distance from the center of the arc-shaped groove to the second end of the steel beam.
Optionally, the arc-shaped grooves on the two first flange plates correspond to each other in a position perpendicular to the axis direction of the steel beam.
Optionally, shaped steel PEC post includes second web and two second flange boards, two the second flange board is along being on a parallel with shaped steel PEC post's axis direction sets up, the second web with the second flange board is perpendicular, two are connected respectively at the both ends of second web the lateral wall of second flange board, two it has the concrete to fill between the second flange board, the girder steel with the second flange board deviates from one side of second web is connected.
Optionally, a plurality of cross rods are arranged between the two second flange plates, and the cross rods are wrapped in the concrete.
Optionally, the cross bars are equally spaced apart in a direction perpendicular to the axis of the steel reinforced PEC column.
Optionally, the first flange plate and the first web plate are welded to the second flange plate.
The utility model provides a pair of among shaped steel PEC post-girder steel connection structure, including shaped steel PEC post and girder steel, the first end of girder steel with the lateral wall of shaped steel PEC post is connected so that the girder steel with the axis mutually perpendicular of shaped steel PEC post, be provided with a plurality of through-holes on the girder steel, the through-hole is along the perpendicular to the axis direction of girder steel runs through the girder steel. The section area of the steel beam is reduced through the through holes to weaken the steel beam, so that the plasticity generated by the PEC-steel beam framework structure under the action of an earthquake is transferred to the through holes, the stress distribution at the connection node of the PEC-steel beam is improved, and the connection node of the PEC-steel beam has better ductility and is not easy to brittle failure. Meanwhile, compared with the common steel column, the section steel PEC column has better lateral stiffness, bearing capacity and ductility, so that the section steel PEC column-steel beam connecting structure meets the anti-seismic design concept of 'strong column and weak beam', and the practicability is stronger.
Drawings
Fig. 1 is a perspective view of a PEC column-steel beam connection structure according to an embodiment of the present invention;
fig. 2 is a top view of a type steel PEC column-steel beam connection structure according to an embodiment of the present invention;
FIG. 3 is a front view of a type steel PEC column-steel beam connection structure according to an embodiment of the present invention;
wherein the reference numerals are:
10-section steel PEC column; 20-a steel beam;
110-a second web; 120-a second flange plate; 130-a cross-bar; 210-a first web; 211-a through hole; 220-a first flange plate; 221-arc groove.
Detailed Description
The following description of the embodiments of the present invention will be described in more detail with reference to the drawings. The advantages and features of the present invention will become more apparent from the following description. It should be noted that the drawings are in simplified form and are not to precise scale, and are provided for convenience and clarity in order to facilitate the description of the embodiments of the present invention.
As shown in fig. 1 to 3, the present embodiment provides a steel PEC column-steel beam connection structure, which includes a steel PEC column 10 and a steel beam 20, wherein a first end of the steel beam 20 is connected to a side wall of the steel PEC column 10 such that axes of the steel beam 20 and the steel PEC column 10 are perpendicular to each other, the steel beam 20 is provided with a plurality of through holes 211, and the through holes 211 penetrate through the steel beam 20 along a direction perpendicular to the axis of the steel beam 20.
In fig. 1 to 3, the X axis represents the length direction of the steel beam 20, the Y axis represents the width direction of the steel beam 20, and the Z axis represents the height direction of the steel beam 20.
Specifically, the steel beam 20 is made of section steel, and the section steel includes, but is not limited to, H-section steel, i-section steel, angle steel, and the like, and may be other special-shaped steel. In this embodiment, the steel beam 20 is made of H-shaped steel. As shown in fig. 1, the steel beam 20 includes a first web 210 and two first flange plates 220, the two first flange plates 220 are disposed along an axial direction parallel to the steel beam 20, the first web 210 is perpendicular to the first flange plates 220, two ends of the first web 210 are respectively connected to side walls of the two first flange plates 220, so that the first web 210 and the first flange plates 220 form an H-shape, and the through hole 211 is located on the first web 210. Because the cross-sectional shape of the H-shaped steel conforms to the law of mechanics, the internal density of the H-shaped steel is uniform, the stress is balanced, and the anti-seismic effect can be achieved while the cost of the building is saved.
In this embodiment, the steel beam 20 is provided with a plurality of through holes 211, the distance from the through holes 211 to the first end of the steel beam 20 is smaller than the distance from the through holes 211 to the second end of the steel beam 20, and the through holes 211 are used for reducing the cross-sectional area of the steel beam 20 along the Z direction and weakening the steel beam 20 near the PEC column-steel beam connection node, so that the plasticity generated by the PEC column-steel beam connection structure under the action of an earthquake is transferred to the through holes 211 of the steel beam 20 from the PEC column-steel beam connection node, the stress distribution at the steel beam and PEC column-steel beam connection node is improved, the plastic deformation capability of the steel beam 20 is fully exerted, and the problem that the PEC column-steel beam connection node is easily subjected to brittle failure is solved.
The number of the through holes 211 may be plural or one, and the application is not limited thereto. Meanwhile, when the through holes 211 are plural, the through holes 211 may be uniformly distributed on the first web 210, or may be non-uniformly distributed, and the application is not limited thereto. In this embodiment, the through hole 211 is one, the through hole 211 is symmetrical about the axis of the steel beam 20, and the distance from the center of the through hole 211 to the steel PEC column 10 can be designed according to the shearing force of the steel beam 20.
Optionally, the diameter of the through holes 211 is 0.4 to 0.6 times the distance between the first flange plates 220, so as to ensure that the plastic hinges are present at the weakened positions of the first web 210, i.e., near the through holes 211, and reduce the influence on the rigidity and strength of the steel beam 20.
Referring to fig. 1, the first flange plate 220 has a first side and a second side opposite to each other, the first side and the second side are parallel to the axial direction of the steel beam 20, a portion of the width of the first side and/or the second side is recessed toward the center of the first flange plate 220 to form an arc-shaped groove 221, and the distance from the center of the arc-shaped groove 221 to the first end of the steel beam 20 is smaller than the distance from the center of the arc-shaped groove 221 to the second end of the steel beam 20. The arc-shaped groove 221 is used for further weakening the steel beam 20, ensuring that plastic hinges appear at the weakened position of the steel beam 20 under the action of an earthquake, reducing the influence of the weakening design on the rigidity of the steel beam 20, and further reducing the stress concentration phenomenon generated at the PEC column-steel beam connection node under the action of the earthquake. Of course, the shape of the groove is not limited in the present application, and may be other shapes such as a semicircular shape.
Optionally, the positions of the arc-shaped grooves 221 on the two first flange plates 220 along the direction perpendicular to the axis of the steel beam 20 correspond to each other, so that the stress on the steel beam 20 is more uniform. In this embodiment, the number of the arc-shaped grooves 221 is 4, and the two arc-shaped grooves are symmetrically arranged on the two first flange plates 220.
In this embodiment, the minimum distance a between the arc-shaped groove 221 and the side wall of the steel reinforced PEC column 10 is 0.5 to 0.75 times the width of the first flange plate 220.
The radius R of the arc-shaped groove 221 satisfies:
where b is the spacing between two of the first flange plates 220, c is the width of the first flange plates 220, α ∈ (0.65, 0.85), β ∈ (0.2, 0.25). In this embodiment, the distance between the first flange plates 220 refers to the minimum distance between two first flange plates 220 in the Z direction, and the width of the first flange plate 220 refers to the length of the first flange plate 220 along the Y axis.
Referring to fig. 2 and 3, the steel PEC column 10 includes a second web 110 and two second flanges 120, the two second flanges 120 are disposed along a direction parallel to an axis of the steel PEC column 10, the second web 110 is perpendicular to the second flanges 120, two ends of the second web 110 are respectively connected to side walls of the two second flanges 120, concrete is filled between the two second flanges 120, and the steel beam 20 is connected to a side of the second flanges 120 away from the second web 110. The constraint of the concrete to the concrete through the second flange plate 120 and the second web plate 110 enables the concrete to be in a multidirectional pressed state, and the compressive strength of the concrete can be effectively improved. Meanwhile, the concrete reacts on the second flange plate 120 and the second web plate 110, so that the buckling resistance of the section steel is stronger, and the section steel PEC column 10 has better earthquake resistance. Compared with the common steel column, the section steel PEC column 10 has better lateral stiffness, bearing capacity and ductility, so that the section steel PEC column-steel beam connecting structure meets the anti-seismic design concept of 'strong column and weak beam', and the practicability is stronger.
Referring to fig. 3, a plurality of cross bars 130 are disposed between two second flange plates 120, and the cross bars 130 are wrapped in the concrete. The cross bar 130 may serve as a stress bar of the type steel PEC column 10, which can greatly improve the load-bearing capacity, lateral stiffness and ductility of the type steel PEC column 10 and reduce defects of the type steel PEC column 10. Meanwhile, concrete is poured on the section steel PEC column 10 to serve as a protective layer, and therefore the service life of the section steel is prolonged.
Alternatively, the cross bars 130 are equally spaced in a direction perpendicular to the axis of the steel reinforced PEC column 10. In this embodiment, the cross bars 130 are equally spaced in the Z-direction to uniformly improve the load bearing capacity, lateral stiffness and ductility of the steel PEC column 10. The number of the cross bars 130 is not limited in the present application and may be designed according to the height of the steel type PEC column 10.
During specific manufacturing, the H-shaped steel can be used as a template, the cross rods 130 are welded between the two flange plates of the H-shaped steel at equal intervals, and then concrete is poured between the two flange plates.
Optionally, the first flange plate 220 and the first web plate 210 are welded to the second flange plate 120 to increase the contact area of the PEC column-steel beam connection, thereby increasing the load-bearing capacity of the PEC column-steel beam connection node.
To sum up, the embodiment of the utility model provides a shaped steel PEC post-girder steel connection structure, including shaped steel PEC post and girder steel, the first end of girder steel with shaped steel PEC post's lateral wall is connected so that the girder steel with shaped steel PEC post's axis mutually perpendicular, be provided with a plurality of through-holes on the girder steel, the through-hole is along the perpendicular to the axis direction of girder steel runs through the girder steel. The section area of the steel beam is reduced through the through holes to weaken the steel beam, so that the plasticity generated by the PEC-steel beam framework structure under the action of an earthquake is transferred to the through holes, the stress distribution at the connection node of the PEC-steel beam is improved, and the connection node of the PEC-steel beam has better ductility and is not easy to brittle failure. Meanwhile, compared with the common steel column, the section steel PEC column has better lateral stiffness, bearing capacity and ductility, so that the section steel PEC column-steel beam connecting structure meets the anti-seismic design concept of 'strong column and weak beam', and the practicability is stronger.
The above description is only for the preferred embodiment of the present invention, and does not limit the present invention. Any technical personnel who belongs to the technical field, in the scope that does not deviate from the technical scheme of the utility model, to the technical scheme and the technical content that the utility model discloses expose do the change such as the equivalent replacement of any form or modification, all belong to the content that does not break away from the technical scheme of the utility model, still belong to within the scope of protection of the utility model.
Claims (10)
1. The steel PEC column-steel beam connecting structure is characterized by comprising a steel PEC column and a steel beam, wherein a first end of the steel beam is connected with the side wall of the steel PEC column so that the steel beam is perpendicular to the axis of the steel PEC column, and a plurality of through holes are formed in the steel beam and penetrate through the steel beam along the direction perpendicular to the axis of the steel beam.
2. The steel PEC column-steel beam connection structure of claim 1, wherein a distance from the through-hole to a first end of the steel beam is less than a distance from the through-hole to a second end of the steel beam.
3. The steel PEC column-steel beam connection structure of claim 1 or 2, wherein the steel beam comprises a first web plate and two first flange plates, the two first flange plates are arranged in a direction parallel to an axis of the steel beam, the first web plate is perpendicular to the first flange plates, two ends of the first web plate are respectively connected with side walls of the two first flange plates, so that the first web plate and the first flange plates form an H shape, and the through hole is located on the first web plate.
4. The steel PEC column-steel beam connection structure of claim 3, wherein the diameter of the through-hole is 0.4 to 0.6 times the interval between the two first flange plates.
5. The steel type PEC column-steel beam connection structure of claim 3, wherein the first flange plate has opposite first and second sides, the first and second sides are parallel to an axial direction of the steel beam, a portion of the width of the first and/or second side is recessed toward a center of the first flange plate to form an arc-shaped groove, and a distance from the center of the arc-shaped groove to the first end of the steel beam is smaller than a distance from the center of the arc-shaped groove to the second end of the steel beam.
6. The steel PEC column-steel beam connection structure of claim 5, wherein the arc-shaped grooves of the two first flange plates correspond in position in a direction perpendicular to an axis of the steel beam.
7. The structural steel PEC column-steel beam connection structure of claim 3, wherein the structural steel PEC column comprises a second web and two second flanges, two of the second flanges are disposed along a direction parallel to an axis of the structural steel PEC column, the second web is perpendicular to the second flanges, two ends of the second web are respectively connected to side walls of the two second flanges, concrete is filled between the two second flanges, and the steel beam is connected to a side of the second flanges facing away from the second web.
8. The steel PEC column-steel beam connection structure of claim 7, wherein a plurality of cross bars are disposed between two of the second flange plates, and the cross bars are wrapped in the concrete.
9. The steel type PEC column-steel beam connection structure of claim 8, wherein the cross bars are disposed at equal intervals in a direction perpendicular to an axis of the steel type PEC column.
10. The steel PEC column-steel beam connection structure of claim 7, wherein the first flange plate and the first web plate are each welded to the second flange plate.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202020137415.4U CN211922971U (en) | 2020-01-20 | 2020-01-20 | Shaped steel PEC post-girder steel connection structure |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202020137415.4U CN211922971U (en) | 2020-01-20 | 2020-01-20 | Shaped steel PEC post-girder steel connection structure |
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| Publication Number | Publication Date |
|---|---|
| CN211922971U true CN211922971U (en) | 2020-11-13 |
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| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202020137415.4U Expired - Fee Related CN211922971U (en) | 2020-01-20 | 2020-01-20 | Shaped steel PEC post-girder steel connection structure |
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| Country | Link |
|---|---|
| CN (1) | CN211922971U (en) |
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2020
- 2020-01-20 CN CN202020137415.4U patent/CN211922971U/en not_active Expired - Fee Related
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Granted publication date: 20201113 |