CN201144462Y - Steel pipe concrete column-floor hinged node - Google Patents
Steel pipe concrete column-floor hinged node Download PDFInfo
- Publication number
- CN201144462Y CN201144462Y CNU2007203091084U CN200720309108U CN201144462Y CN 201144462 Y CN201144462 Y CN 201144462Y CN U2007203091084 U CNU2007203091084 U CN U2007203091084U CN 200720309108 U CN200720309108 U CN 200720309108U CN 201144462 Y CN201144462 Y CN 201144462Y
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- concrete column
- steel tube
- column
- pivoting support
- tube concrete
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Abstract
The utility model relates to a civil engineering structure, in particular to a steel tube concrete column-slab articulating node, which comprises a steel tube concrete column and a concrete floor slab. The steel tube concrete column and the concrete floor slab are connected by an articulating support saddle. The steel tube concrete column-slab articulating node is applicable under the condition that a room of a building is not provided with a main wall and a spandrel girder and is only provided with the steel tube concrete column which bears the vertical load and is used as a vertical load supporting member with the same steel quantity, the section area of the steel tube concrete column is reduced over half than a reinforced concrete column, and the deformation-resistant capability of the node is increased, thereby ensuring that the deformability of a slab-column is better than the deformability of a frame shear wall. Under the effect of strong outside force destructive effect of the earthquake, the steel tube concrete column moves along with the concrete floor slab, an upper steel tube concrete column and a lower steel tube concrete column have relative slippage, and the concrete floor slab can not incline, so as to avoid the building collapse.
Description
Technical field:
The utility model relates to civil engineering structure, a kind of specifically steel tube concrete column-plate hinged joint node.
Background technology:
Raising along with the resident living level, people propose higher requirement to the personalization of house layout, the indoor supporting member of ordinary residence, too much as post, wall, beam, the user can't be according to the variation of epoch, idea and personnel component, the redesign layout makes the very fast development that falls behind society of dwelling house, does not possess the condition of sustainable development.Reducing under the too much situation of post, beam, generally adopt slab column system now, slab column system is not owing to there has been crisscross girt strip; Feasible construction becomes easy, has reduced the ornamental work of flooring.Than the beam column frame structure, the arch without beam system can obviously reduce floor height under the requirement of same clear height, thereby reduces the overall height of building.Can increase the number of plies (about 10: 11) during with the beam column frame co-altitude, remarkable in economical benefits.Though although the arch without beam system is subjected to liking of numerous engineering staffs and owner with its remarkable function of use, higher economic indicator and easy construction.But,, also has bigger flush shear force at the node place in the vertical load lower plate so bigger moment of flexure is arranged because slab column system is not established beam; Can in plate, produce additional shear stress by its unbalanced moment, make slab column system tend to take place punching failure at the node place at geological process lower node place, thus node that it is generally acknowledged slab column system a little less than, be unfavorable for antidetonation.Can not adopt pure slab column system in the earthquake zone, can only adopt sheet-pile-seismic structural wall, earthquake resistant wall structure, all geological processes are born by seismic structural wall, earthquake resistant wall, but the sheet-pile part should be able to be born and is no less than 20% of whole geological processes.Nonetheless, the seismic design provision in building code of China (GB 50011-2001) 6.1.1 bar still stipulates, sheet-pile-seismic structural wall, earthquake resistant wall structural building maximum height 6 degree districts should not surpass that 40 meters, 7 degree districts should not surpass 35 meters, 8 degree districts should be above 30 meters.Than low more than 20 meter of frame construction, 1/3rd of not enough frame shear-wall structure height.
When the U.S. adopts slab column system in the earthquake zone, permission with a part of member designs for only bearing vertical load, not bearing horizontal loading, its result establishes some shear walls for generally establishing beam column frame at the building periphery in inside, all the other slab column systems for not bearing horizontal force.American concrete design specifications ACI 318-02 does not have specific (special) requirements for the slab column system of only bearing gravity load before the nineties in last century, destruction has taken place in some this class A of geometric unitA in northern mountain range earthquake in 1994, its reason is because the non-deformability of its node does not satisfy, and causes node generation punching failure.So, in the U.S. existing concrete design specification ACI318-05 21.11.5 bar, require should satisfy under the design relative storey displacement punching failure do not take place the slab-column connections that does not participate in bearing geological process.The requirement of contrast ACI318-05 as can be known, in actual engineering, seldom can satisfy the requirement of design relative storey displacement, and because the uncertainty of geological process and the imperfection of relative storey displacement computational methods, structure exist to occur surpasses the possibility of design displacement in the operating period, and the possibility of destroying when not bearing the slab-column connections earthquake of geological process is still big than bean column node.
Slab-column connections under the conventional design, the general reinforced concrete post that adopts, in recent years the vertical bearing capacity of invar pipe concrete column brilliance is also used in the sheet-pile system gradually to some extent, but any node pattern no matter, it is removed and need bear outside the vertical load, also will bear horizontal loadings such as earthquake, its design of node all is to be designed to the master with rigid joint; Under the load acting in conjunction in the horizontal and vertical direction of such node, moment of flexure and the shearing of the transmission disequilibrium moment of flexure to cause, therefore its punching bearing capacity is subjected to influence to a certain degree.The basic reason of slab-column connections poor seismic behavior is that it has been stress concentration point in the structure that node is under the vertical uniform load q, stressed very complicated, because the effect of unbalanced moment at first plastic strain occurs near the plate node, the development of plastic strain reduces the anti-impact of the plate ability of cutting and punching failure takes place during earthquake.The fundamental way that improves the slab-column connections anti-seismic performance is to make the stressed simplification of node, avoids node unbalanced moment to occur.
Summary of the invention:
The purpose of this utility model is to provide a kind of anti-sidesway ability strong, the steel tube concrete column-plate hinged joint node of building generation punching failure effect when avoiding earthquake.
Realize the foregoing invention purpose by the following technical solutions:
A kind of steel tube concrete column-plate hinged joint node comprises steel core concrete column, concrete floor, is connected by pivoting support between described steel core concrete column and the concrete floor.
Owing to adopted above technical scheme, the utility model compared with prior art, in the building, reinforced concrete wall is set escalator or concrete filled steel tube supports, constitute core shell, mainly bear geological process, at the unit periphery strong wall of manomelia shearing or frame beam column and core shell are set and bear level and vertical load jointly, at indoor load bearing wall and the spandrel girder do not established, only establish several the steel core concrete columns that bear vertical load, steel core concrete column as the vertical load supporting member under the situation of identical steel using amount, its sectional area reduces over half than reinforced concrete post, increase the non-deformability of node, guarantee the deformability of the deformability of slab-column connections greater than the framework seismic structural wall, earthquake resistant wall, when running under the strong outside destroy effect of earthquake, steel core concrete column produces relative slippage along with concrete floor moves between concrete filled steel tube upper prop and the concrete filled steel tube lower prop, and concrete floor can run-off the straight, avoids building to collapse.
The beneficial effects of the utility model are:
(1) in indoor employing concrete filled steel tube slab column system; the slab-column connections position is designed to cut with scissors the tubercle point; make it bear vertical load; do not bear or bear horizontal loading seldom; can well solve the earthquake zone because the node unbalanced moment causes the plate anti-impact to cut the problem of scarce capacity; and be used with other primary structure member (seismic structural wall, earthquake resistant wall, reinforced concrete frame frame), for slab column system in the earthquake zone particularly the application of highly seismic region necessary condition is provided.
(2) design feature of this node makes its anti-sidesway ability be far superior to rigidity slab-column connections in the conventional design, adopt steel core concrete column as main vertical supporting member simultaneously, can effectively reduce the column section area, increase the non-deformability of node, guarantee the deformability of the deformability of slab-column connections greater than the framework seismic structural wall, earthquake resistant wall, become the three lines of defence (seismic structural wall, earthquake resistant wall, framework, steel core concrete column) of overall structure antidetonation, avoid collapsing.
(3) provide three kinds of different form of architecture joints, be applicable to close rib two-way slab arch without beam respectively, the board-like arch without beam of joist, flat arch without beam are arranged, the scope of application is more extensive.
Description of drawings:
Fig. 1 is the structural representation of the utility model embodiment 1.
Fig. 2 is the structural representation of the utility model embodiment 2.
Fig. 3 is the structural representation of the utility model embodiment 3.
The specific embodiment:
Embodiment 1:
Referring to accompanying drawing 1, a kind of steel tube concrete column-plate hinged joint node is made up of vertical muscle 4, floor 5, concrete floor 6, the vertical muscle 7 in plate top, horizontal throw-out collar 8, waterproof gasket cement 9, concrete filled steel tube upper prop 10 at the bottom of concrete filled steel tube lower prop 1, pivoting support lower plate 2, pivoting support upper plate 3, the plate.
Between concrete filled steel tube lower prop 1 and the concrete filled steel tube upper prop 10 pivoting support lower plate 2 is housed, pivoting support upper plate 3 is housed on the pivoting support lower plate 2, pivoting support upper plate 3 is sleeved on the concrete filled steel tube upper prop 10, is provided with waterproof gasket cement 9 and horizontal throw-out collar 8 between pivoting support upper plate 3 and the concrete filled steel tube upper prop 10 from top to bottom successively; The soffit of the upper surface of hinged bearing lower plate 2 and pivoting support upper plate 3 all is arc surfaced, and both cambered surface radius match, and equals the structure floor height; Pivoting support upper plate 3 is provided with floor 5, pivoting support upper plate 3 supporting concrete floors 6, and vertical muscle 4 is welded on respectively on the pivoting support upper plate 3 at the bottom of vertical muscle 7 in plate top in the concrete floor 6 and the plate.
When floor relatively moves, because concrete filled steel tube upper prop 10 and 3 of pivoting support upper plates are provided with horizontal throw-out collar 8, concrete filled steel tube upper prop 10 is along with concrete floor 6 moves, produce relative slippage between pivoting support upper plate 3 and the pivoting support lower plate 2, then concrete floor 6 keeps not run-off the straights of translation.This mode is adapted to span and reaches the bigger close rib two-way slab corner beam superstructure of load more greatly.
Embodiment 2:
Referring to accompanying drawing 2, a kind of steel tube concrete column-plate hinged joint node is made up of vertical muscle 7 at the bottom of concrete filled steel tube lower prop 1, pivoting support 2, concrete floor 3, enforced steel loop 4, concrete filled steel tube upper prop 5, the vertical muscle 6 in plate top, the plate.
Between concrete filled steel tube lower prop 1 and the concrete filled steel tube upper prop 5 pivoting support 2 is housed, concrete floor 3 is bearing on the pivoting support 2, the top of pivoting support 2 is provided with the enforced steel loop 4 that is connected with concrete filled steel tube upper prop 5, and vertical muscle 7 welds with enforced steel loop 4 and pivoting support 2 respectively at the bottom of vertical muscle 6 in plate top in the concrete floor 3 and the plate.
Embodiment 3:
Referring to accompanying drawing 3, a kind of steel tube concrete column-plate hinged joint node, by concrete filled steel tube lower prop 1, pivoting support 2, red copper pad 3, down strengthen steel loop 4, concrete floor 5, on strengthen steel loop 6, concrete filled steel tube upper prop 7, the vertical muscle 8 in plate top, plate at the bottom of vertical muscle 9 form.
Between concrete filled steel tube lower prop 1 and the concrete filled steel tube upper prop 7 pivoting support 2 is housed, can cross red copper pad 3 on the pivoting support 2 reinforcement steel loop 4 is housed down, strengthen steel loop 4 tops down the upward reinforcement steel loop 6 that is connected with concrete filled steel tube upper prop 7 is housed, concrete floor 5 is bearing on the pivoting support 2 by red copper pad 3 and the following steel loop 4 of strengthening, the top of pivoting support 2 be provided be connected with concrete filled steel tube upper prop 7 go up to strengthen steel loop 6, vertical muscle 9 is welded on respectively and strengthens steel loop 6 and down on the reinforcement steel loop 4 at the bottom of vertical muscle 8 in plates top in the concrete floor 5 and the plate.
When structure generation sidesway, red copper pad 3 will produce the plasticity compression, and concrete floor 5 keeps not run-off the straight of translation.This mode be suitable for span and load relatively large the board-like arch without beam of joist arranged.
Claims (5)
1, a kind of steel tube concrete column-plate hinged joint node comprises steel core concrete column, concrete floor, it is characterized in that: be connected by pivoting support between described steel core concrete column and the concrete floor.
2, steel tube concrete column-plate hinged joint node according to claim 1, it is characterized in that: described pivoting support is made of pivoting support lower plate and pivoting support upper plate, the upper and lower plate of this pivoting support all is arc surfaced, and its both cambered surface radius kissing merging equals the structure floor height.
3, steel tube concrete column-plate hinged joint node according to claim 2 is characterized in that: be provided with fluid sealant and horizontal throw-out collar between described pivoting support upper plate and the steel core concrete column from top to bottom successively.
4, steel tube concrete column-plate hinged joint node according to claim 1 is characterized in that: described pivoting support top is provided with the enforced steel loop that is connected with steel core concrete column.
5, steel tube concrete column-plate hinged joint node according to claim 4 is characterized in that: described enforced steel loop is upper and lower two-layer, is provided with the low elasticity spacer layer between this lower floor's reinforcing ring and the pivoting support.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CNU2007203091084U CN201144462Y (en) | 2007-12-27 | 2007-12-27 | Steel pipe concrete column-floor hinged node |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CNU2007203091084U CN201144462Y (en) | 2007-12-27 | 2007-12-27 | Steel pipe concrete column-floor hinged node |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN201144462Y true CN201144462Y (en) | 2008-11-05 |
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| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CNU2007203091084U Expired - Lifetime CN201144462Y (en) | 2007-12-27 | 2007-12-27 | Steel pipe concrete column-floor hinged node |
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Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101215856B (en) * | 2007-12-27 | 2010-08-25 | 河北理工大学 | Steel tube concrete column-plate hinged joint node |
| CN101691783B (en) * | 2009-10-09 | 2011-08-10 | 马文旭 | Reinforced concrete structure or steel-concrete combined structure system |
| CN102953569A (en) * | 2012-11-11 | 2013-03-06 | 苏州金螳螂建筑装饰股份有限公司 | Indoor independent gantry structure |
| CN103696607A (en) * | 2014-01-14 | 2014-04-02 | 中国矿业大学(北京) | Prestressed assembled board column structure with steel supports and construction method thereof |
| CN104532737A (en) * | 2014-11-27 | 2015-04-22 | 同济大学 | Combined shear hinge device applied to upper cross beam of H-shaped concrete bridge tower |
| CN105256932A (en) * | 2015-11-02 | 2016-01-20 | 上海市机械施工集团有限公司 | Connection steel joint of precast concrete column and precast concrete floor |
-
2007
- 2007-12-27 CN CNU2007203091084U patent/CN201144462Y/en not_active Expired - Lifetime
Cited By (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101215856B (en) * | 2007-12-27 | 2010-08-25 | 河北理工大学 | Steel tube concrete column-plate hinged joint node |
| CN101691783B (en) * | 2009-10-09 | 2011-08-10 | 马文旭 | Reinforced concrete structure or steel-concrete combined structure system |
| CN102953569A (en) * | 2012-11-11 | 2013-03-06 | 苏州金螳螂建筑装饰股份有限公司 | Indoor independent gantry structure |
| CN102953569B (en) * | 2012-11-11 | 2015-07-29 | 苏州金螳螂建筑装饰股份有限公司 | indoor independent gantry structure |
| CN103696607A (en) * | 2014-01-14 | 2014-04-02 | 中国矿业大学(北京) | Prestressed assembled board column structure with steel supports and construction method thereof |
| CN104532737A (en) * | 2014-11-27 | 2015-04-22 | 同济大学 | Combined shear hinge device applied to upper cross beam of H-shaped concrete bridge tower |
| CN105256932A (en) * | 2015-11-02 | 2016-01-20 | 上海市机械施工集团有限公司 | Connection steel joint of precast concrete column and precast concrete floor |
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Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| AV01 | Patent right actively abandoned |
Granted publication date: 20081105 Effective date of abandoning: 20071227 |