CN203716306U - Semi-rigid connection shock-resistant node structure between steel beam and column - Google Patents
Semi-rigid connection shock-resistant node structure between steel beam and column Download PDFInfo
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- CN203716306U CN203716306U CN201320807679.6U CN201320807679U CN203716306U CN 203716306 U CN203716306 U CN 203716306U CN 201320807679 U CN201320807679 U CN 201320807679U CN 203716306 U CN203716306 U CN 203716306U
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Abstract
The utility model discloses a semi-rigid connection shock-resistant node structure between a steel bean and a column. The semi-rigid connection shock-resistant node structure comprises the steel beam, the column and a plurality of connecting units, wherein each connecting unit comprises left and right L-shaped connecting plates; the left and right L-shaped connecting plates are symmetrically and oppositely arranged on the column with the L surfaces being fixed to the column by welding; the inner side face of an upper flange of the steel beam and the horizontal planes of the left and right L-shaped connecting plates are contacted with each other, and are fixed by welding; left and right webs of the steel beam and the vertical surfaces of the left and right L-shaped connecting plates are contacted with each other, and are fastened by high-strength bolts. By adopting the semi-rigid connection shock-resistant node structure, the consistency of node stress is improved; the maximum bending positive stress in the steel beam tends to drop, and meanwhile maximum shearing strength on nodes is prevented, so that the overall stress performance, stability and shock resistance of nodes are enhanced remarkably or improved.
Description
Technical field
The utility model relates to girder steel has with steel column the steel work and the combining structure engineering that are connected needs, especially relates to being connected of shaped steel (girder steel) and steel pipe (side or circle) post, hot-rolling H-shaped steel column, reinforcing bar (shaped steel) concrete column pre-embedded steel slab.
Background technology
Along with the hot rolled H-shaped expansion of range of application in steel work and combining structure, one of key technology of reshaping girder steel (Novel steel beam that deck-molding expands) application after girder steel and post link technique have become impact and restricted hot rolled H-shaped and processing.At present, the connection of steel beam and column mainly being rigidly connected, hinged two kinds of modes are as main, (as shown in Figure 9) construction that is wherein rigidly connected is complicated, and it connects (point) to locate moment of flexure large, shakes when stressed, under ultimate limit state, easily ruptures from junction; (as shown in figure 10) construction that is articulated and connected is simple, and it is zero that moment of flexure is located in its connection (point), but shearing maximum, the connection reliability poor (as shown in Figure 8) of Liang Yuzhu.Being rigidly connected and being hinged in application all there is larger difference with actual forced status, and the mechanical property of material is difficult to normal performance to be utilized, and therefore applies the engineering structures of these two kinds of connected modes, and its resistance to overturning and shock resistance are all poor.
Summary of the invention
Problem to be solved in the utility model is to provide the new Joining Structure of a kind of girder steel and post, and it is semi-rigid syndeton, and its resistance to overturning and anti-seismic performance are all better.
The utility model girder steel and the semi-rigid shock-resistant node structure that is connected of post, it comprises girder steel, post, and it also comprises several linkage units, and each linkage unit includes the two L shaped junction plates in left and right; The two L shaped junction plates in left and right are arranged on post symmetrically dorsad, its L face and post are welded and fixed, the medial surface of girder steel top flange contacts with the horizontal plane of the L shaped junction plate in left and right, and by being welded and fixed, the left and right web of girder steel contacts with the vertical plane of the L shaped junction plate in left and right, and fastening by high-strength bolt.
Symmetrically arranged left and right connecting plates in the utility model, its horizontal sides is transmitted moment of flexure, and vertical edge is Transfer of Shear, because left and right connecting plates is L shaped Integral design, joints coordinative coherence is improved; Weld the horizontal sides of L-type junction plate and girder steel top flange, reaches the object of limited transmission moment of flexure between beam column, makes maximum deflection normal stress in girder steel become reduction trend, avoids maximum shear stress to occur at Nodes simultaneously.Therefore in girder span, maximum deflection normal stress calculates under beam type selecting and the condition of checking computations beam 1/4 across interior maximum shear stress impact, this novel joint structure has realized the desirable stress of semi-rigid connection between beam column, makes node holistic resistant behavior, stability and shock resistance obviously improve or improve.
Brief description of the drawings
Fig. 1 is the schematic perspective view of this novel earthquake-proof joint structure;
Schematic diagram when Fig. 2 is L shaped junction plate use state;
Fig. 3 is the structural representation of girder steel;
Fig. 4 is that left junction plate and corbel are arranged on the schematic diagram on post;
Fig. 5 is that girder steel and right junction plate are arranged on the schematic diagram on post;
Fig. 6 is the schematic diagram of girder steel and junction plate laminating;
Fig. 7 is the schematic diagram that has used the semi-rigid connection of this novel joint structure;
Fig. 8 is the schematic diagram that the end restraint of beam affects internal force:
Fig. 9 is the rigidly connected schematic diagram of beam column:
Figure 10 is beam-column hinged schematic diagram.
Detailed description of the invention
From Fig. 1, Fig. 2, Fig. 3, this is novel, girder steel and the semi-rigid shock-resistant node structure that is connected of post, and it comprises girder steel 1, post 5, and it also comprises several linkage units, and each linkage unit includes the two L shaped junction plates 3,4 in left and right; The two L shaped junction plates 3,4 in left and right are arranged on post 5 symmetrically dorsad, its L face and post 5 are welded and fixed, the medial surface of girder steel 1 top flange contacts with the horizontal plane of the L shaped junction plate 3,4 in left and right, and by being welded and fixed, the left and right web of girder steel 1 contacts with the vertical plane of the L shaped junction plate 3,4 in left and right, and fastening by high-strength bolt.
Wherein, the minor face 7 in the L shaped junction plate 3,4 in two of left and right is horizontal sides, and for moment of flexure is transmitted steel plate, long limit is vertical edge, is Shear transfer steel plate.The horizontal component of L shaped junction plate, vertical portion, corner three sectoral integrations are made, and the thickness of slab to of junction plate 3,4 determines according to result of calculation.
Wherein, the corner 6 of the L shaped junction plate 3,4 in left and right is with the fillet R equal and opposite in direction of girder steel 1.Like this, the medial surface close contact of the horizontal sides of L shaped junction plate 3,4 and girder steel 1 top flange, vertical edge is close to the left and right web of steel beam web plate 9 respectively, and girder steel 1 adopts high-strength bolt to be connected with the vertical edge of L shaped junction plate by bolt hole 9, is combined to form rear common coordination stressed.(as shown in Figure 6)
In order further to ensure the connective stability of girder steel and post, this novel semi-rigid syndeton also comprises T-shaped corbel 2, and T-shaped corbel 2 is weldingly fixed on post 5, and is close on the external surface of girder steel 1 bottom flange, and both are fastening by erection bolt 8.
During this is novel, L shaped junction plate and T-shaped corbel are made and both are welded on post in factory process, and (as shown in Figure 4), semi-rigid connection implementation method was as follows for reliability is fully ensured:
The first step: hoisting steel beam puts in place and adopts erection bolt to be connected with T-shaped corbel;
Second step: right junction plate is on-the-spot to be welded with post, installs with left junction plate is symmetrical, and the web of left and right connecting plates and girder steel adopts high-strength bolt to fix (as shown in Figure 5);
The 3rd step: after steel girder erection work all completes, enter before flooring construction, welded the local welding of junction plate horizontal component and girder steel top flange by prior reserved some welding hole 10 on girder steel top flange, form complete semi-rigid connection structure.
Above step can not be put upside down, last, along with load be progressively enlarged to normal condition, semi-rigid connection realizes.
This novel joint structure is connected and be welded to connect combination and carry out step by step by high-strength bolt, realizes girder steel and is connected with the semi-rigid of post.This semi-rigid connection is constructed taking mechanical foundation theory as foundation, consider the stressed and stability factor of (the interactive transitive relation that bending and shearing is intrinsic) nodes coordinating by system, directly to invented parties such as the product development of newest structure part and up-to-date methods of attachment to the novel practical technology of expanding, fill up the blank of semi-rigid connection shock-resistant node design, concrete advantage is: (1) this connected node does not change character that can relative deformation in essence, therefore can avoid girder steel stress concentration to occur; (2) under seismic loading, this connected node has certain energy dissipation effect, can concentrate generation by Reducing distortion; (3) resistance to overturning of girder steel significantly improves; (4) construction install convenience.(as shown in Figure 8)
Claims (4)
1. girder steel and the semi-rigid shock-resistant node structure that is connected of post, it comprises girder steel (1), post (5), it is characterized in that: further comprising several linkage units, each linkage unit includes the two L shaped junction plates in left and right (3,4); The two L shaped junction plates in left and right (3,4) are arranged on post (5) symmetrically dorsad, its L face and post (5) are welded and fixed, the medial surface of girder steel (1) top flange contacts with the horizontal plane of the L shaped junction plate in left and right (3,4), and by being welded and fixed, the left and right web of girder steel (1) contacts with the vertical plane of the L shaped junction plate in left and right (3,4), and fastening by high-strength bolt.
2. semi-rigid connection shock-resistant node structure according to claim 1, is characterized in that: the fillet R equal and opposite in direction of the same girder steel of corner 6 (1) of the L shaped junction plate in left and right (3,4).
3. semi-rigid connection shock-resistant node structure according to claim 1, is characterized in that: the minor face in the L shaped junction plate in two of left and right (3,4) is horizontal sides, and for moment of flexure is transmitted steel plate, long limit is vertical edge, is Shear transfer steel plate.
4. according to the arbitrary described semi-rigid connection shock-resistant node structure of claim 1-3, it is characterized in that: further comprising T-shaped corbel (2), it is upper that T-shaped corbel (2) is weldingly fixed on post (5), and be close on the external surface of girder steel (1) bottom flange, and both are fastening by erection bolt (8).
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201320807679.6U CN203716306U (en) | 2013-12-11 | 2013-12-11 | Semi-rigid connection shock-resistant node structure between steel beam and column |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201320807679.6U CN203716306U (en) | 2013-12-11 | 2013-12-11 | Semi-rigid connection shock-resistant node structure between steel beam and column |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN203716306U true CN203716306U (en) | 2014-07-16 |
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| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201320807679.6U Expired - Fee Related CN203716306U (en) | 2013-12-11 | 2013-12-11 | Semi-rigid connection shock-resistant node structure between steel beam and column |
Country Status (1)
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| CN (1) | CN203716306U (en) |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114934706A (en) * | 2022-06-02 | 2022-08-23 | 华南理工大学 | Take prefabricated post of convex part assembled and connected node thereof |
| CN116005796A (en) * | 2023-01-31 | 2023-04-25 | 北京工业大学 | Semi-rigid steel frame beam column node based on buckling-restrained angle steel |
-
2013
- 2013-12-11 CN CN201320807679.6U patent/CN203716306U/en not_active Expired - Fee Related
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114934706A (en) * | 2022-06-02 | 2022-08-23 | 华南理工大学 | Take prefabricated post of convex part assembled and connected node thereof |
| CN114934706B (en) * | 2022-06-02 | 2023-03-10 | 华南理工大学 | Take prefabricated post of convex part assembled and connected node thereof |
| CN116005796A (en) * | 2023-01-31 | 2023-04-25 | 北京工业大学 | Semi-rigid steel frame beam column node based on buckling-restrained angle steel |
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Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| CF01 | Termination of patent right due to non-payment of annual fee |
Granted publication date: 20140716 Termination date: 20151211 |
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| EXPY | Termination of patent right or utility model |