CN201050139Y - Rectangular steel pipe column steel frame beam column joint - Google Patents
Rectangular steel pipe column steel frame beam column joint Download PDFInfo
- Publication number
- CN201050139Y CN201050139Y CNU2007200524178U CN200720052417U CN201050139Y CN 201050139 Y CN201050139 Y CN 201050139Y CN U2007200524178 U CNU2007200524178 U CN U2007200524178U CN 200720052417 U CN200720052417 U CN 200720052417U CN 201050139 Y CN201050139 Y CN 201050139Y
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- force transmitting
- transmitting board
- crossbeam
- rectangle
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Abstract
The utility model discloses a steel-framework beam-column node of a rectangle steel pipe column. The node-connecting structure comprises a steel framework composed of the rectangle steel pipe column (1) and 2 to 4 beams (2) through connecting with each other, which is characterized in that two force-transmission plates (3a, 3b) are respectively arranged at the connected position of the rectangle steel pipe column (1) and the beams (2), and between lower and upper flanges of the adjacent two beams (2); two ends of the force-transmission plates (3a, 3b) are lapped on the flanges of the two beams (2) or butt jointed between the flanges of the two beams (2). The utility model can reduce the stress at the beam-column node zone, can prevent the column surface from protruding outwards, bending and deforming, and can increase the bearing capability of the nodes.
Description
Technical field
The utility model relates to buildings in general structure, is specifically related to be used for the connection of the general building structure of strip building member, particularly relates to the steel frame beam column joint of rectangle steel tubing string.
Background technology
It is one of steel work link of building most critical in the thing design that bean column node connects.Build at steel work and to adopt the square-section steel pipe column in the majority in the thing design, because crossbeam is directly to be welded on the steel column lateral surface, so the tube wall of steel column will bear huge pulling force and the shearing that comes from crossbeam, will certainly cause steel column tube wall deformation even destruction.In order to solve this technical problem, traditional method is that rigidity and the mechanical strength that horizontal internal partition improves node place steel column is set in the weld steel column, reaches the purpose of tension, shearing resistance.In the described traditional scheme, set horizontal internal partition is that floor height according to building presets in advance in the steel column, and appearring in the absolute altitude of site operation center pillar, error is difficult to avoid, the mistaken situation of absolute altitude also can appear once in a while, will inevitably occur horizontal internal partition and node dislocation in the post like this, make the rigidity at steel column node place and mechanical strength can't reach designing requirement.
In the prior art, solution of the above problems is a lot of.Notification number is that the utility model patent of CN2602083Y discloses a kind of whole internal partition formula connected node scheme, this patent scheme is that the cross internal partition is extended to outside the post, and outside stretching out post up and down between two internal partitions weldering one connect web, during site operation with crossbeam directly outer internal partition and be connected web and weld and get final product with stretching out post.Described patent scheme had both improved the rigidity and the mechanical strength at steel column node place, on pulling force that crossbeam passes over and shearing being acted directly on stretch out the outer internal partition of post and being connected the I-shape construction that web constitutes, but the described length and width size of the outer internal partition of post of stretching out is all greater than the steel column sectional dimension, must block steel column according to the floor height of building during construction, otherwise the cross internal partition can't place in the steel column, obviously not only destroyed the globality of steel column, also increased the bonding area at node place, its node place residual stress is big, it seriously is predictable that stress is concentrated.
Other has publication number is the application for a patent for invention of CN1752367A and CN1786362A, all be equivalent to adding cover plate and adding the node external reinforcement measure of side plate in the known technology, because it is foreseeable having increased its stiffening effect of more steel, but it also is obvious increasing site operation amount and difficulty and construction investment.Especially the scheme that is adopted is equivalent to increase by a stirrup to steel column, and the effective rate of utilization of material is low.
It is the utility model patent of CN2391933Y that notification number is arranged again, this patent scheme is to irritate the steel frame beam column joint external reinforcement connectivity scenario that concrete tubular pillar is arranged in a kind of pipe, this scheme comprises round steel tubing string and 2～4 i iron crossbeams of fixedlying connected with it, it is characterized in that the i iron crossbeam is provided with the connector identical with the i iron section of beam with round steel tubing string junction, this connector is welded into I-shaped identical with the i iron section of beam in cross section by last lower holding board and web, flat shape is provided with two arc junction plates between adjacent two connectors, three sides of each junction plate are welded on the surface that reaches the round steel tubing string between the two holding board edges of a wing respectively, are welded with the arc stiffener between the opposite side on the last lower holding board edge of a wing and the round steel tubing string surface.Because what described scheme adopted is the round steel tubing string, and irritate in the post concrete is arranged, therefore can act on tension uniform ground on the post and pass to concrete in the post going up lower holding board by described junction plate and stiffener, the while have also been improved the bonding strength of crossbeam and post.But, the bean column node that this patent scheme is used for the clean steel framework of rectangle steel tubing string then is not suitable for, because the square-section steel pipe column is than the poor rigidity of circular cross-section steel pipe column, no concrete supports in the post in addition, the beam effect stress that power produced on post still concentrates on node region, can make column web produce the evagination bending deformation when serious, ultimate bearing capacity of joints is descended.
Summary of the invention
In view of there is above-mentioned deficiency in prior art, technical problem to be solved in the utility model is to reduce the stress in the steel frame beam column joint zone of rectangle steel tubing string, avoids the post surface to produce the evagination bending deformation, improves ultimate bearing capacity of joints.
The technical solution that the utility model solves the problems of the technologies described above is:
A kind of steel frame beam column joint of rectangle steel tubing string, comprise rectangle steel tubing string and 2～4 steel frames that crossbeam connects and composes, the junction that it is characterized in that rectangle steel tubing string and crossbeam, be respectively equipped with force transmitting board between the last bottom flange of two adjacent crossbeams, this force transmitting board two reaches on the edge of a wing that is connected on two crossbeams or butts up against between the edge of a wing of two crossbeams.
In the technique scheme, described force transmitting board can be the trapezoidal steel plate that is applicable to contour bean column node, also can be to be applicable to the not special-shaped component of contour bean column node, this special-shaped component by about dislocation cover plate up and down and be located at up and down that two parallel webs between the cover plate connect and compose, its cross section is square shape, and it is poor highly to equal depth of beam.
In the technique scheme, the width of described force transmitting board and thickness better are to equate with the width and the thickness on the crossbeam edge of a wing, too small (less than flange of beam width and thickness 50%) outer power transmission DeGrain, stress still concentrates on node region substantially, warpage destruction can take place in force transmitting board when load increased, excessive (greater than flange of beam width and thickness 50%) though the rigidity of node, yield stress and ultimate bearing capacity all increase, and the effective rate of utilization of material is low, the waste steel.
In the technique scheme, described force transmitting board is advisable with the thickness that is not more than force transmitting board apart from the distance of rectangle steel tubing string corner angle.Experimental results demonstrate that described distance is more little, the rigidity of node, yield stress are all big more, but the ultimate bearing capacity of beam is but more little, and the deformation displacement that destruction is taken place is also more little, easy more generation brittle fracture; Described distance is big more, and plastic strain takes place node hardly, in case surrender just destroys.
In the technique scheme, described crossbeam can be an i iron, also can be channel-section steel, can also be that the cross section is the square hollow section steel of rectangle.
Technical scheme described in the utility model is come internal force between the transfer beams having increased force transmitting board on the flange of beam, make the internal force power transmission between the beam walk around the pillar transmission, realize the outer power transmission of post, make stress transfer arrive the junction of force transmitting board and flange of beam, thereby the yield stress of node and ultimate bearing are improved greatly, distortion also reduces, and has strengthened the bearing capacity of node greatly.The considerable damage Experiments of Machanics prove that the destruction place occurs in this relatively more fragile place of bean column node, but has transferred to the junction of force transmitting board and flange of beam, at this place buckling failure takes place.
Description of drawings
Fig. 1 is a kind of contour two beam crossover node structural representations of selecting the i iron crossbeam for use;
Fig. 2 is a kind of contour two beam crossover node structural representations of selecting the channel-section steel crossbeam for use;
Fig. 3 is a kind of contour two beam crossover node structural representations of selecting square-section square hollow section steel crossbeam for use;
Fig. 4 is that up and down force transmitting board and the crossbeam edge of a wing are adopted and reached the syndeton that connects and illustrate (omission of square tube steel column) in the node shown in Figure 1;
Fig. 5 be a kind of select for use the i iron crossbeam etc. Senior Three beam crossover node structural representation;
Fig. 6 is a kind of contour four beam crossover node structural representations of selecting the i iron crossbeam for use;
Fig. 7 is a kind of not contour four beam crossover node structural representations of selecting the i iron crossbeam for use;
Fig. 8 is a following force transmitting board structural representation (amplification) abnormally-structured among Fig. 7.
The specific embodiment
Example 1 (contour two beam crossover nodes)
Referring to Fig. 1～4, this example is for being positioned at the steel frame node of structural corners portion pillar, has only around the square tube steel column 1 between the top flange of two crossbeam 2, two crossbeams 2 to be provided with force transmitting board 3a, is provided with down force transmitting board 3b between the bottom flange.Wherein, crossbeam among Fig. 12 adopts i iron, force transmitting board 3a and 3b are trapezoidal steel plate wide with crossbeam 2 edges of a wing, uniform thickness, and two all butts up against between the edge of a wing of two crossbeams 2; Crossbeam 2 among Fig. 2 adopts channel-section steels, and force transmitting board 3a and 3b also are trapezoidal steel plate wide with the edge of a wing of selected channel-section steel, uniform thickness, and two butts up against respectively between the top flange of two channel-section steel crossbeams 2 and between the bottom flange; Crossbeam 2 among Fig. 3 adopts the square-section square hollow section steel, force transmitting board 3a and 3b be equally with selected square hollow section steel on the trapezoidal steel plate of wide, the uniform thickness of bottom web (edge of a wing that is equivalent to i iron or channel-section steel), two butts up against respectively between the epiplastron of side cross tube gooseneck 2 and between the bottom web.Referring to Fig. 1～3, force transmitting board 3a and 3b be all near the corner angle of square tube steel column 1, but do not connect, and can control its distance in the construction, is advisable with the thickness that is not more than force transmitting board 3a, 3b.Referring to Fig. 4, two of force transmitting board 3a and 3b also can reach on the edge of a wing that is connected on two i iron crossbeams 2.Referring to Fig. 1, concentrate for the stress that further reduces the node place, can set up a plate 4 between the i iron web of crossbeam 2 and the square tube steel column 1, one of this junction plate and 1 welding of square tube steel column, the other end is connected with bolt with the i iron web of crossbeam 2.
Example 2 (etc. Senior Three beam crossover node)
Referring to Fig. 5, this example has three crossbeams 2 for being positioned at the steel frame node of structural perimeter pillar around the square tube steel column 1, is provided with force transmitting board 3a between the top flange of two adjacent crossbeams 2, is provided with down force transmitting board 3b between the bottom flange.In this example, crossbeam 2 adopts i iron, and that force transmitting board 3a and 3b are is wide with the i iron edge of a wing, the trapezoidal steel plate of uniform thickness, and two all butts up against between the edge of a wing of two i iron crossbeams 2.Certainly, other shaped steel shown in the also optional use-case 1 of the crossbeam 2 in this example, the edge of a wing of force transmitting board 3a and 3b and crossbeam 2 also can be adopted to reach and be connect.
Example 3 (contour four beam crossover nodes)
Referring to Fig. 6, this example has four crossbeams 2 for being positioned at the steel frame node of structure medial post around the square tube steel column 1, is provided with force transmitting board 3a between the top flange of two adjacent crossbeams 2, is provided with down force transmitting board 3b between the bottom flange.In this example, crossbeam 2 adopts i iron, force transmitting board 3a and 3b are trapezoidal steel plate wide with i iron crossbeam 2 edges of a wing, uniform thickness, and two all butts up against between the edge of a wing of two crossbeams 2.Equally, other shaped steel shown in the crossbeam 2 optional use-cases 1 in this example, the edge of a wing of force transmitting board 3a and 3b and crossbeam 2 can be adopted to reach and be connect.
Example 4 (not contour four beam crossover nodes)
Referring to Fig. 7, this example also is the steel frame node that is positioned at the structure medial post, but different with example 3 be have in four crossbeams 2 a highly not enough short beam 2 ', this short beam 2 ' top and adjacent two crossbeams 2 concordant, a difference in height is arranged below.Therefore, this short beam 2 ' and adjacent beams 2 between last force transmitting board 3a be one with the trapezoidal steel plate of wide, the uniform thickness in crossbeam 2 edges of a wing, following force transmitting board 3b then is one abnormally-structured.This abnormally-structured by about dislocation upper cover plate 3b-1, lower cover 3b-2 and be located at up and down that two parallel webs 3b-3, the 3b-4 between the cover plate constitutes, its cross section is square shape, highly equal crossbeam 2 and short beam 2 ' difference in height (referring to Fig. 8).Described abnormally-structured one upper cover plate 3b-1 and short beam 2 ' the bottom flange dock, lower cover 3b-2 docks with the bottom flange of crossbeam 2.
Claims (6)
1. the steel frame beam column joint of a rectangle steel tubing string, comprise the steel frame that rectangle steel tubing string (1) and 2～4 crossbeams (2) connect and compose, the junction that it is characterized in that rectangle steel tubing string (1) and crossbeam (2), be respectively equipped with force transmitting board (3a, 3b) between the last bottom flange of adjacent two crossbeams (2), this force transmitting board (3a, 3b) two reaches on the edge of a wing that is connected on two crossbeams (2) or butts up against between the edge of a wing of two crossbeams (2).
2. the steel frame beam column joint of a kind of rectangle steel tubing string according to claim 1 is characterized in that described force transmitting board (3a, 3b) is the trapezoidal steel plate that is applicable to contour bean column node.
3. the steel frame beam column joint of a kind of rectangle steel tubing string according to claim 1, it is characterized in that described force transmitting board (3a, 3b) is to be applicable to the not special-shaped component of contour bean column node, this special-shaped component by about dislocation cover plate up and down (3b-1,3b-2) and be located at about two parallel webs (3b-3,3b-4) between the cover plate (3b-1,3b-2) connect and compose, its cross section is square shape, highly equals the difference in height of beam (2 and 2 ').
4. according to the steel frame beam column joint of claim 1,2 or 3 described a kind of rectangle steel tubing strings, it is characterized in that the width of described force transmitting board (3a, 3b) and thickness equate with the width and the thickness on crossbeam (2) edge of a wing.
5. according to the steel frame beam column joint of claim 1,2 or 3 described a kind of rectangle steel tubing strings, it is characterized in that described force transmitting board (3a, 3b) is not more than the thickness of force transmitting board (3a, 3b) apart from the distance of rectangle steel tubing string (1) corner angle.
6. according to the steel frame beam column joint of claim 1,2 or 3 described a kind of rectangle steel tubing strings, it is characterized in that described crossbeam (2) is an i iron, or channel-section steel, or the cross section is the square hollow section steel of rectangle.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CNU2007200524178U CN201050139Y (en) | 2007-06-06 | 2007-06-06 | Rectangular steel pipe column steel frame beam column joint |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CNU2007200524178U CN201050139Y (en) | 2007-06-06 | 2007-06-06 | Rectangular steel pipe column steel frame beam column joint |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN201050139Y true CN201050139Y (en) | 2008-04-23 |
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Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CNU2007200524178U Expired - Lifetime CN201050139Y (en) | 2007-06-06 | 2007-06-06 | Rectangular steel pipe column steel frame beam column joint |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN201050139Y (en) |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101839074A (en) * | 2010-06-22 | 2010-09-22 | 中国建筑第二工程局有限公司 | Steel frame reinforced column and reinforcing method thereof |
| CN111236538A (en) * | 2020-02-24 | 2020-06-05 | 徐州市城市轨道交通有限责任公司 | Clamp for controlling thickness of steel bar protective layer in concrete structure and construction process |
-
2007
- 2007-06-06 CN CNU2007200524178U patent/CN201050139Y/en not_active Expired - Lifetime
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101839074A (en) * | 2010-06-22 | 2010-09-22 | 中国建筑第二工程局有限公司 | Steel frame reinforced column and reinforcing method thereof |
| CN101839074B (en) * | 2010-06-22 | 2011-07-27 | 中国建筑第二工程局有限公司 | Steel frame reinforced column and reinforcing method thereof |
| CN111236538A (en) * | 2020-02-24 | 2020-06-05 | 徐州市城市轨道交通有限责任公司 | Clamp for controlling thickness of steel bar protective layer in concrete structure and construction process |
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Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| CX01 | Expiry of patent term |
Granted publication date: 20080423 |
|
| CX01 | Expiry of patent term |