CN202831232U - Connected node of protracting inner diaphragm steel girder and concrete-filled steel-tubular columns containing a pipe coat - Google Patents
Connected node of protracting inner diaphragm steel girder and concrete-filled steel-tubular columns containing a pipe coat Download PDFInfo
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- CN202831232U CN202831232U CN 201220398384 CN201220398384U CN202831232U CN 202831232 U CN202831232 U CN 202831232U CN 201220398384 CN201220398384 CN 201220398384 CN 201220398384 U CN201220398384 U CN 201220398384U CN 202831232 U CN202831232 U CN 202831232U
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Abstract
The utility model relates to a connected node of protracting inner diaphragm steel girder and concrete-filled steel-tubular column containing a pipe coat. The core steel tube of the concrete-filled steel-tubular column containing a pipe coat is through in core area of the connected nodes, outside steel tubes are disconnected in core area of connected nodes, and at the disconnected part an inner diaphragm protrudes from outside the core steel tube. The inner diaphragm protrudes the outside steel tubes and is connected with the outside steel tubes in welding mode. Core steel fins are arranged on an area which is enclosed by the upper and lower inner diaphragm and the outside steel tubes, the core steel fins, the inner diaphragm and a flange of the steel girder are plug welded with web of the steel girder, the core steel fins is connected with the web of the steel girder by fillet welds, and the steel fins are arranged on yield hinge region of concrete-filled steel-tubular columns containing a pipe coat above and below the inner diaphragm. The connected node of protracting inner diaphragm steel girder and concrete-filled steel-tubular columns containing a pipe coat solves the problem of energy dissipation capacity of the strong constrained concrete-filled steel-tubular columns and the steel girder connected node and therefore can be widely used in seismic strengthening and renovation construction of high-rise structures and old buildings.
Description
Technical field
The utility model relates to a kind of bean column node, particularly the connected node of a kind of girder steel and steel core concrete column.
Background technology
Along with deepening continuously of 30 years reform and opening-up, China's economic society has obtained developing rapidly, and the paces of Chinese Urbanization's are more and more faster, and particularly in recent years, the Modern Times in city arrived, and highrise building looks like to emerge rapidly in large numbersBamboo shoots after a spring rain, and is seen everywhere.Along with the development in city enlarges, the soil of each down town rare phenomenon that all comes into existence.Because historical development reasons, the building of twentieth century eight, the nineties mostly is greatly five or six layers, brick body or brick mix structure, and minority is frame construction, shock resistance is relatively poor, can not adapt to the demand of Modern Urban Development and human settlements.Generally take the remodeling method of " tear open greatly and build in large scale " in reconstruction of the old city town, not only shorten building life, also wasted ample resources, building waste nowhere discharging meeting causes severe contamination to Land Environment, removes also to cause the unstability of society.Take not remove the method that old building adds layer, effectively energy-saving and emission-reduction, dwelling environment and grade are improved in the low carbon development city.But need to take effective technical measures to guarantee to add the safety of layer rear building structure.
Girder steel-include pipe outer steel pipe concrete column connected node is the simple girder steel of a kind of technique-strong constraint concrete filled steel tube column jointing gusset, but that its core round steel pipe that includes and outer steel pipe lack is reliable, direct Path of Force Transfer.If the concrete of between post plastic hinge region and its core round steel pipe that includes of joint cores and outer steel pipe, only filling in the tube member enter nonlinear deformation after the stage poisson's ratio ν increase gradually with longitudinal strain, thereby so that concrete lateral deformation amount surpasses the lateral deformation amount of steel pipe, and then force the core round steel pipe and the outer steel pipe evagination that include to be out of shape, thereby provide constraint and in steel pipe, form the hoop hoop stress to concrete filled, then reliable without direct shear flow between post plastic hinge region and its core round steel pipe that includes of joint cores and outer steel pipe, directly transmit stress, under seismic load and gravity load effect in plastic hinge region and the joint cores at post two ends, the core round steel pipe that it includes and outer steel pipe be without direct coordinative role mechanism, thereby cause plastic hinge region and the plastic strain of joint cores outer steel pipe excessive and cause even overall structure failure of node or post member.This difficult problem fails effectively to solve always, causes this kind strong constraint steel pipe concrete column-steel beam connection node energy dissipation capacity to be difficult to apply not as the pipe steel pipe concrete column-steel beam connection node, and the utility model adapts to just this demand and researches and develops.
The utility model content
The purpose of this utility model provides a kind of overhanging internal partition formula girder steel and includes pipe outer steel pipe concrete column connected node, solve the technical problem that strengthens strong constraint steel pipe concrete column-steel beam connection node energy dissipation capacity.
For achieving the above object, the utility model adopts following technical scheme:
A kind of overhanging internal partition formula girder steel with include pipe outer steel pipe concrete column connected node, comprise and include pipe outer steel pipe concrete column, girder steel and joint cores, the described pipe outer steel pipe concrete column that includes is by the core round steel pipe, peripheral steel pipe, core concrete and double wall concrete form, described core round steel pipe and peripheral steel pipe intussusception form, described core concrete is filled in the core round steel pipe, described double wall concrete is positioned at the interlayer of core round steel pipe and the formation of peripheral steel pipe intussusception, it is characterized in that: described core round steel pipe connects in joint cores, described peripheral steel pipe disconnects in joint cores, be projected with internal partition at the disconnection position from the core round steel pipe, described internal partition exposes peripheral steel pipe, and be connected with peripheral steel-pipe welding, go up down the interior radial core space steel fin that is provided with in zone that internal partition and peripheral steel pipe enclose, described core space steel fin, internal partition, be connected the web plug welding and connect in the edge of a wing of girder steel with girder steel, described core space steel fin is connected by fillet weld with the web of girder steel, on the described internal partition and under the plastic hinge region that includes pipe outer steel pipe concrete column be provided with plastic hinge region steel fin, described plastic hinge region steel fin is radial and stretches to peripheral steel pipe from the core round steel pipe, and exposes the outer wall of peripheral steel pipe.
Described double wall concrete is self-compacting concrete, is provided with pouring hole in its casting area, the diameter 〉=75mm of described pouring hole for building conveniently.
Described peripheral steel pipe is rectangular steel pipe.
The hook end that described internal partition extends at least apart from the hook-type welding process hole is no less than 50mm.
Described core space steel fin edges is cut to trapezoidal, and the two sides cutting has the L-type plug welding hole.
The web end of described girder steel has the tick-welding fabrication hole near the position, the edge of a wing of girder steel.
The inboard of described peripheral steel pipe and internal partition junction is welded with backing.
Described core space steel fin is at least four in same level, the web thickness of the thickness 〉=girder steel of described core space steel fin.
The web of described internal partition and girder steel forms bolt-weldering with fillet weld and connects also by screw bolt reinforcing.
Compared with prior art the utlity model has following characteristics and beneficial effect:
The girder steel edge of a wing and overhanging internal partition have very reliable Path of Force Transfer, thereby node has ductility preferably and stronger energy dissipation capability, and because core round steel pipe inner concrete has very strong constraint, peripheral square steel pipe inner concrete also has stronger constraint, thereby node rigidity is very large, greatly reduced the shear strain of core space, improve the anti-seismic performance of node, realized the principles of structural design of " strong node, weak rod member ".
In the beam-column connection described in the utility model, including the peripheral steel core concrete column of pipe is connected by weld seam with a steel plate fin of being connected piece only in plastic hinge region and core space setting by the core round steel pipe in plastic hinge region and core space, again by being connected with peripheral steel pipe, form together and not only between plastic hinge region and core space inner core round steel pipe and peripheral steel pipe, have reliable Path of Force Transfer, and core round steel pipe inner concrete has very strong constraint, the double wall concrete also has stronger constraint, thereby close with the concrete-filled circular steel tube column of same external diameter in the ductility of core space inner member, and the bending resistance of member far surpasses the concrete-filled circular steel tube column of same external diameter, resistance to tension also far surpasses the concrete-filled circular steel tube column of same external diameter; Wherein peripheral steel pipe is the rectangular steel pipe of a sealing, only jointly resists the lateral loads that caused by earthquake, wind etc. in steel plate fin and the core round steel pipe of plastic hinge region and core space setting according to five interconnective case chambers of remaining silent of the former reason of shearing stress flow by 4; 4 block plate fins directly reliably are connected peripheral steel pipe and mass action in plastic hinge region and core space with the core round steel pipe, so that the plastic hinge of post is outside the steel plate fin is strengthened the district, significantly improved the shear-carrying capacity of post, easily realize post member strong shear capacity and weak bending capacity, greatly improved the ductility of post member.
Described beam-column connection is by the edge of a wing welding of overhanging internal partition and girder steel, compare with inner diaphragm joint, dividing plate connects node 3 advantages, namely 1. need not adopt the higher electroslag welding with consumable nozzle of cost of manufacture, avoid dividing plate and the flange of beam welding residual stress that weld both sides and generation is larger inside and outside peripheral steel pipe column wallboard same place, thereby improved ductility and the anti-seismic performance of node; 2. under the beam-ends Moment, peripheral steel pipe column wall is not produced pulling force, avoided the lamellar tearing of peripheral steel pipe column wallboard; 3. the tubing string length of side hour dividing plate welding difficulty and flange of beam and dividing plate centering problem have been solved.Compare with the external partition node, avoided the projection phenomenon of lower flange of girder edge ring flat-plate, solved the wallboard installation difficulty that causes too greatly because of the ring flat-plate size, be easy to realize that the varied in thickness of levels post and cross section out-to-out change.
Core steel pipe levels steel pipe connects beam-column joint nuclear core district, overhanging internal partition and the welding of core round steel pipe in the described beam-column connection; Overhanging internal partition does not connect the core round steel pipe 2 advantages, namely 1. can avoid adopting the higher self-compacting concrete of cost at core concrete; 2. can avoid adopting the higher full penetration groove welding of cost at core round steel pipe tube wall and the internal partition place of connecing.
The web of described girder steel in the steel plate fin welding of plastic hinge region and core space setting, has increased the rigidity of the web connected node of girder steel with only.The web connected node that rigidity is larger can attract from the edge of a wing of girder steel more stress, has therefore reduced the requirement to the full penetration groove welding of the tie-beam edge of a wing and overhanging internal partition.
In the described beam-column connection, at overhanging internal partition, two sides cuttings has the L-type plug welding hole, and the position, the edge of a wing in the web end of girder steel near girder steel has the tick-welding fabrication hole, is to concentrate for the stress that the existence that reduces because of welding hole causes.
The utility model can be widely used in including the enhancing strong constraint steel core concrete column of pipe outer steel pipe and the connected node of girder steel, and form of structure described in the utility model can be widely used in highrise building that anti-seismic performance has relatively high expectations or the seismic hardening improvement project of old building.
Description of drawings
The utility model is described in more detail below in conjunction with accompanying drawing.
Fig. 1 is the utility model girder steel and includes pipe outer steel pipe concrete column connected node schematic diagram.
Fig. 2 is A-A sectional view among Fig. 1.
Fig. 3 is that overhanging internal partition is connected detail drawing with girder steel.
Fig. 4 is steel beam web plate opening detail drawing.
Reference numeral: 1-core round steel pipe, 2-core space steel fin, the peripheral steel pipe of 3-, 4-L type plug welding hole, 5-bolt, 6-core concrete, 7-double wall concrete, 8-pouring hole, 9-internal partition, the 10-edge of a wing, 11-backing, 12-web, 13-tick-welding fabrication hole, 14-fillet weld, 15-plastic hinge region steel fin.
The specific embodiment
Embodiment is extremely shown in Figure 4 referring to Fig. 1, a kind of overhanging internal partition formula girder steel with include pipe outer steel pipe concrete column connected node, comprise and include pipe outer steel pipe concrete column, girder steel and joint cores, the described pipe outer steel pipe concrete column that includes is by core round steel pipe 1, peripheral steel pipe 3, core concrete 6 and double wall concrete seven form, described core round steel pipe 1 and peripheral steel pipe 3 intussusceptions form, described core concrete 6 is filled in the core round steel pipe 1, described double wall concrete seven is positioned at the interlayer of core round steel pipe 1 and the formation of peripheral steel pipe 3 intussusceptions, described core round steel pipe 1 connects in joint cores, described peripheral steel pipe 3 disconnects in joint cores, be projected with internal partition 9 at the disconnection position from core round steel pipe 1, described internal partition 9 exposes peripheral steel pipe 3, and be welded to connect with peripheral steel pipe 3, go up down the interior radial core space steel fin 2 that is provided with in zone that internal partition 9 and peripheral steel pipe 3 enclose, described core space steel fin 2, internal partition 9, be connected web 12 plug weldings and connect in the edge of a wing 10 of girder steel with girder steel, described core space steel fin 2 is connected by fillet weld 14 with the web 12 of girder steel, on the described internal partition 9 and under the plastic hinge region that includes pipe outer steel pipe concrete column be provided with plastic hinge region steel fin 15, described plastic hinge region steel fin 15 is radial and stretches to peripheral steel pipe 3 from core round steel pipe 1, and exposes the outer wall of peripheral steel pipe 3.
Described double wall concrete seven is self-compacting concrete, for build convenient be provided with pouring hole 8, the diameter 〉=75mm of described pouring hole 8 in its casting area.
Described peripheral steel pipe 3 is rectangular steel pipe.
The hook end that described internal partition 9 extends at least apart from hook-type welding process hole 13 is no less than 50mm.
Described core space steel fin 2 edges are cut to trapezoidal, and the two sides cutting has L-type plug welding hole 4.
Described peripheral steel pipe 3 is welded with backing 11 with the inboard of internal partition 9 junctions.
Described core space steel fin 2 is at least four in same level, web 12 thickness of the thickness 〉=girder steel of described core space steel fin 2.
Described internal partition 9 is also reinforced by bolt 5 with the web 12 of girder steel, forms bolt-weldering with fillet weld 14 and connects.
The steel fin is strengthened the two ends that the position is set to bottom column upper end and other layers post, and its length is got the maximum value among 1/6 and the 500mm of the long limit of column section size, post clear height; The above 1/4 post clear height scope of bottom column root.
The web thickness that only equals at least girder steel at the thickness of steel fin (doubling as the simple shear plate) in node nuclear core district of plastic hinge region and core space setting in the described beam-column connection.Top and the bottom of core space steel fin 2, its vertical extension that covers welding hole is at least 6mm and is at most 12mm.Core space steel fin 2 and plastic hinge region steel fin 15 should extend to the horizontal range that its edge and welding hole are held to the greatest extent and be at least the 50mm place.
In the described beam-column connection, the top flange of described girder steel has groove, and the horizontal range of the bill of described tick-welding fabrication hole 13 and groove upper end should be thickness or the 13mm on the girder steel edge of a wing, gets large value (error is ± 1/4 the girder steel edge of a wing).
The circular arc center of circle of described tick-welding fabrication hole 13 and the vertical distance of flange of beam inward flange should be 0.75 to 1 times edge of a wing thickness (0.75～1) doubly, at least 20mm (error is ± 6mm).
The least radius of the circular arc of described tick-welding fabrication hole 13 should be at least 10mm.
The horizontal range of the circular arc center of circle of described tick-welding fabrication hole 13 and the web edge of girder steel should be 3 times of edge of a wing thickness (error for ± 13mm).
The circular arc opening angle of the tangential flange surfaces of described tick-welding fabrication hole 13 should be not more than 25 degree, and the welding hole surface should be smooth.
Claims (9)
- An overhanging internal partition formula girder steel with include pipe outer steel pipe concrete column connected node, comprise and include pipe outer steel pipe concrete column, girder steel and joint cores, the described pipe outer steel pipe concrete column that includes is by core round steel pipe (1), peripheral steel pipe (3), core concrete (6) and double wall concrete (7) form, described core round steel pipe (1) and peripheral steel pipe (3) intussusception form, described core concrete (6) is filled in the core round steel pipe (1), described double wall concrete (7) is positioned at the interlayer of core round steel pipe (1) and the formation of peripheral steel pipe (3) intussusception, it is characterized in that: described core round steel pipe (1) connects in joint cores, described peripheral steel pipe (3) disconnects in joint cores, be projected with internal partition (9) at the disconnection position from core round steel pipe (1), described internal partition (9) exposes peripheral steel pipe (3), and be welded to connect with peripheral steel pipe (3), go up down the interior radial core space steel fin (2) that is provided with in zone that internal partition (9) and peripheral steel pipe (3) enclose, described core space steel fin (2), internal partition (9), be connected web (12) plug welding and connect in the edge of a wing of girder steel (10) with girder steel, described core space steel fin (2) is connected by fillet weld (14) with the web (12) of girder steel, on the described internal partition (9) and under the plastic hinge region that includes pipe outer steel pipe concrete column be provided with plastic hinge region steel fin (15), described plastic hinge region steel fin (15) is radial and stretches to peripheral steel pipe (3) from core round steel pipe (1), and exposes the outer wall of peripheral steel pipe (3).
- Overhanging internal partition formula girder steel according to claim 1 with include pipe outer steel pipe concrete column connected node, it is characterized in that: described double wall concrete (7) is self-compacting concrete, for building convenient in its casting area, be provided with pouring hole (8), the diameter 〉=75mm of described pouring hole (8).
- Overhanging internal partition formula girder steel according to claim 1 with include pipe outer steel pipe concrete column connected node, it is characterized in that: described peripheral steel pipe (3) is rectangular steel pipe.
- Overhanging internal partition formula girder steel according to claim 1 with include pipe outer steel pipe concrete column connected node, it is characterized in that: the hook end that described internal partition (9) extends at least apart from hook-type welding process hole (13) is no less than 50mm.
- Overhanging internal partition formula girder steel according to claim 1 with include pipe outer steel pipe concrete column connected node, it is characterized in that: described core space steel fin (2) edge is cut to trapezoidal, two sides cuttings has L-type plug welding hole (4).
- Overhanging internal partition formula girder steel according to claim 1 with include pipe outer steel pipe concrete column connected node, it is characterized in that: the web of described girder steel (12) end has tick-welding fabrication hole (13) near the position, the edge of a wing of girder steel.
- Overhanging internal partition formula girder steel according to claim 1 with include pipe outer steel pipe concrete column connected node, it is characterized in that: the inboard of described peripheral steel pipe (3) and internal partition (9) junction is welded with backing (11).
- Overhanging internal partition formula girder steel according to claim 1 with include pipe outer steel pipe concrete column connected node, it is characterized in that: described core space steel fin (2) is at least four in same level, web (12) thickness of the thickness 〉=girder steel of described core space steel fin (2).
- Overhanging internal partition formula girder steel according to claim 1 with include pipe outer steel pipe concrete column connected node, it is characterized in that: described internal partition (9) is also reinforced by bolt (5) with the web (12) of girder steel, forms bolt-weldering with fillet weld (14) and connects.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 201220398384 CN202831232U (en) | 2012-08-13 | 2012-08-13 | Connected node of protracting inner diaphragm steel girder and concrete-filled steel-tubular columns containing a pipe coat |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 201220398384 CN202831232U (en) | 2012-08-13 | 2012-08-13 | Connected node of protracting inner diaphragm steel girder and concrete-filled steel-tubular columns containing a pipe coat |
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| Publication Number | Publication Date |
|---|---|
| CN202831232U true CN202831232U (en) | 2013-03-27 |
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| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN 201220398384 Expired - Fee Related CN202831232U (en) | 2012-08-13 | 2012-08-13 | Connected node of protracting inner diaphragm steel girder and concrete-filled steel-tubular columns containing a pipe coat |
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| CN (1) | CN202831232U (en) |
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104846752A (en) * | 2015-05-19 | 2015-08-19 | 河南省交通规划勘察设计院有限责任公司 | Anti-fatigue reinforcing device for connection nodes of chord of bridge arch rib and construction method thereof |
| WO2017177470A1 (en) * | 2016-04-11 | 2017-10-19 | 牟犇 | Assembly type steel pipe casing reinforced concrete combined joint and mounting method |
| CN108532777A (en) * | 2018-04-20 | 2018-09-14 | 青岛理工大学 | Complete assembled circular steel skeleton concrete connecting node and installation method |
| CN108560753A (en) * | 2018-04-20 | 2018-09-21 | 青岛理工大学 | Assembled intelligent node and installation method with particle damping shrinkage energy |
-
2012
- 2012-08-13 CN CN 201220398384 patent/CN202831232U/en not_active Expired - Fee Related
Cited By (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104846752A (en) * | 2015-05-19 | 2015-08-19 | 河南省交通规划勘察设计院有限责任公司 | Anti-fatigue reinforcing device for connection nodes of chord of bridge arch rib and construction method thereof |
| CN104846752B (en) * | 2015-05-19 | 2016-08-24 | 河南省交通规划设计研究院股份有限公司 | Resisting fatigue bracing means and the construction method of node is connected for bridge arch rib chord member |
| WO2017177470A1 (en) * | 2016-04-11 | 2017-10-19 | 牟犇 | Assembly type steel pipe casing reinforced concrete combined joint and mounting method |
| CN108532777A (en) * | 2018-04-20 | 2018-09-14 | 青岛理工大学 | Complete assembled circular steel skeleton concrete connecting node and installation method |
| CN108560753A (en) * | 2018-04-20 | 2018-09-21 | 青岛理工大学 | Assembled intelligent node and installation method with particle damping shrinkage energy |
| CN108532777B (en) * | 2018-04-20 | 2019-09-17 | 青岛理工大学 | Complete assembled circular steel skeleton concrete connecting node and installation method |
| CN108560753B (en) * | 2018-04-20 | 2019-11-01 | 青岛理工大学 | Assembled intelligent node and installation method with particle damping shrinkage energy |
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| 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: 20130327 Termination date: 20180813 |
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| CF01 | Termination of patent right due to non-payment of annual fee |