CN105780994A - Eccentric braced steel framework composite floor slab capable of restoring after earthquake and construction method of eccentric braced steel framework composite floor slab - Google Patents
Eccentric braced steel framework composite floor slab capable of restoring after earthquake and construction method of eccentric braced steel framework composite floor slab Download PDFInfo
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- CN105780994A CN105780994A CN201610189767.2A CN201610189767A CN105780994A CN 105780994 A CN105780994 A CN 105780994A CN 201610189767 A CN201610189767 A CN 201610189767A CN 105780994 A CN105780994 A CN 105780994A
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- beam section
- energy dissipating
- dissipating beam
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B5/00—Floors; Floor construction with regard to insulation; Connections specially adapted therefor
- E04B5/43—Floor structures of extraordinary design; Features relating to the elastic stability; Floor structures specially designed for resting on columns only, e.g. mushroom floors
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Abstract
The invention relates to an eccentric braced steel framework composite floor slab capable of restoring after an earthquake. The composite floor slab comprises columns, braces, an energy-dissipation beam, stiffening ribs, extended end plates, a prefabricated floor slab, screw connectors, pre-embedded screw rods, concrete plates, profiled steel sheets and distributing bars, wherein one end of a non-energy-dissipation beam is connected with the braces in a welded manner, and the other end of the non-energy-dissipation beam is connected with the columns in a welded manner; the energy-dissipation beam and the non-energy-dissipation beam are connected through the extended end plates at ends by means of high-strength bolts; the stiffening ribs are arranged on the energy-dissipation beam; the screw connectors are welded on flanges of the non-energy-dissipation beam; the profiled steel sheets are laid on the non-energy-dissipation beam; the pre-embedded screw rods and the distributing bars are arranged on the profiled steel sheets; the concrete plates are poured; the prefabricated floor slab is connected with the concrete plates through the pre-embedded screw rods. The eccentric braced steel framework composite floor slab has the advantages of being reasonably stressed, simple in structure, convenient to construct, capable of being quickly repaired after an earthquake and the like, is suitable for high-rise and super-high-rise structures and has wide application prospect.
Description
Technical field
The present invention relates to the composite floor of accentric support steel frame of Self-resetting after a kind of shake, belong to technical field of structural engineering, it is adaptable to be high-rise and in super high steel structure.
Background technology
Accentric support steel-frame structure is a kind of more satisfactory structure Lateral Resistant System, has the advantages such as rigidity is big, anti-seismic performance good, stress performance is reasonable, and performance is better than pure frame structure and center support frame structure.Accentric support steel-frame structure is mainly made up of components such as energy dissipating beam section, non-energy dissipating beam section, support and posts, as shown in Figure 1.Wherein, the one section of short beam formed between support and post, support and beam or support and support is called energy dissipating beam section.Using functionally, energy dissipating beam section as common beam, can provide rigidity for structure and support floor；Under frequently occurred earthquake, accentric support steel frame has higher Lateral resisting ability, and the anti-side that can meet structure simply moves requirement, and has good deformability；Under rarely occurred earthquake, energy dissipating beam section is equivalent to " electric fuse " of structure, enter inelastic state antecedent in agent structure be introduced into surrender and consume energy, namely structure is dissipated substantial amounts of seismic energy by the shear yielding of energy dissipating beam section or bending surrender, reduce agent structure damage in earthquake to greatest extent, and ensure to be supported in whole process and flexing does not occur.
When energy dissipating beam section generation inelastic deformation, its top and the concrete floor with non-energy dissipating beam section junction may be caused to ftracture, and traditional energy dissipating beam section is a whole beam with non-energy dissipating beam section, when there is damage or destroy in energy dissipating beam section, use function and reasonability on structure cause certain impact, repair timely and effectively after being unfavorable for shake.It addition, when also there being cast-in-place composite floor in energy dissipating beam section, its bearing capacity is relatively big, makes structure it is difficult to ensure that the surrender of component only occurs in energy dissipating beam section.
For non-energy dissipating beam section, all it is likely hogging moment area along total length, as shown in Figure 2.When the composite floor of hogging moment area is under deformation, temperature effects or shrinkage and creep, girder steel and concrete compound action can make concrete in tension.Owing to girder steel is connected mainly through screw connector and pre embedded bolt with concrete, when mutually retraining when between connector and concrete can not get effectively discharging, produced tension may make concrete floor ftracture, the durability of composite floor is had a negative impact, repairs after being also unfavorable for shake simultaneously.Additionally, connector needs to make non-energy dissipating beam section and composite floor energy combined effect, improve its bearing capacity.
In sum, to energy dissipating beam section composite floor, should ensure to occur concrete floor to destroy, and meet bearing capacity and can provide for simple replacement of requirement time, as far as possible reduce its bearing capacity, to reach intended power consumption purpose；To the composite floor in non-energy dissipating beam section, the contingent cracking of concrete slab should be considered.Therefore, accentric support steel-frame structure lacks a kind of novel compositions floor in non-energy dissipating beam section and replaceable energy dissipating beam section at present, thus constraining the promotion and application of accentric support steel-frame structure.After meeting structural seismic capacity and shake while repair ability, need to ensure that concrete is not destroyed in whole process.
Summary of the invention
Present invention generally provides the accentric support steel frame composite floor of Self-resetting after a kind of shake, its object is to solve the technical problem that the floor that in existing structure, energy dissipating beam section is caused when deforming excessive with non-energy dissipating beam section destroys, ensure that concrete floor energy Self-resetting to original state and damage does not occur and destroys under geological process, and improve repair ability and fast quick-recovery use function after shake.Adopt precast floor slab to be connected with pre embedded bolt above the energy dissipating beam section of the present invention, energy dissipating beam section its upper floor when there is inelastic deformation can be made not destroy, and floor around will not be had a negative impact；Energy dissipating beam section adopts high-strength bolt to be connected with non-energy dissipating beam section, after shake, damaged member quickly can be repaired；Screw connector can effectively reduce the cracking of concrete slab in non-energy dissipating beam section, is conducive to improving the combined effect between non-energy dissipating beam section and concrete, and increases the bearing capacity of non-energy dissipating beam section.The present invention have after reasonable stress, simple structure, easy construction and shake can the quick advantage such as reparation, have a extensive future.
The technical solution used in the present invention is: the accentric support steel frame composite floor of Self-resetting after a kind of shake, including energy dissipating beam section composite floor, non-energy dissipating beam section composite floor, support and post；Described energy dissipating beam section composite floor includes energy dissipating beam section, ribbed stiffener, extended end plate and precast floor slab；Described non-energy dissipating beam section composite floor includes non-energy dissipating beam section, screw connector, concrete slab, pre embedded bolt, distribution bar and profiled sheet；Described non-energy dissipating beam section one end and support employing are welded to connect, the non-energy dissipating beam section other end all adopts with post and is welded to connect；Described energy dissipating beam section by end extended end plate and adopts high-strength bolt to be connected with non-energy dissipating beam section；Described energy dissipating beam section arranges ribbed stiffener；Described screw connector is welded on the edge of a wing of non-energy dissipating beam section, and lays profiled sheet in non-energy dissipating beam section；Described profiled sheet is arranged pre embedded bolt and distribution bar casting concrete plate；Described precast floor slab is connected with concrete slab by pre embedded bolt.
After a kind of shake of the present invention, the construction method of Self-resetting accentric support steel frame composite floor, specifically comprises the following steps that
A. make overhanging end board-like energy dissipating beam section, non-energy dissipating beam section, support, post and precast floor slab in factory, and screw rod is welded in non-energy dissipating beam section top flange plate；
B. non-energy dissipating beam section and energy dissipating beam section are by extended end plate and high terminal bolt joint connection in site；
C. non-energy dissipating beam section in-site installation is in place and lay after profiled sheet on top, welds pre embedded bolt, and overlaps low elastic modulus material sleeve on screw rod and pre embedded bolt, and nut overlaps low elastic modulus material sleeve again after tightening；
D. colligation concrete slab reinforcing bar；
E. concrete slab is poured into a mould；
F. precast floor slab is covered above energy dissipating beam section；
G. Bituminous hemp fiber is adopted to fill between cast-in-place concrete and precast floor slab.
The method have the advantages that
1. owing to the connector between cast in place concrete plate and non-energy dissipating beam section can occur slidably, can effectively discharge issuable tension in concrete, thus reducing the cracking of concrete slab；
2. this kind of connector can improve the combined effect ability between non-energy dissipating beam section and concrete, thus increases the bearing capacity of non-energy dissipating beam section；
3. the composite floor in non-energy dissipating beam section can increase its anti-bending bearing capacity, and only with precast floor slab and not coupled in energy dissipating beam section, can be further ensured that energy dissipating beam section non-energy dissipating beam section when there is plastic deformation, still in elasticity, makes the surrender of accentric support steel frame occur over just energy dissipating beam section；
4. after structure meets with rarely occurred earthquake, non-energy dissipating beam section composite floor and precast floor slab can to original state and not destroy by Self-resetting after deformation, only need the energy dissipating beam section changing damage or destruction can recover rapidly use function and the shock resistance of structure, it is achieved considerable economic benefit.
Accompanying drawing explanation
Fig. 1 is off Braced Frames structural representation.
Fig. 2 is energy dissipating beam section and the non-contingent bending moment diagram of energy dissipating beam section.
Fig. 3 is the board-like energy dissipating beam section of overhanging end.
Fig. 4 is non-energy dissipating beam section.
Fig. 5 is the profile of the accentric support steel frame composite floor of the present invention.
Fig. 6 is the plane graph of the accentric support steel frame composite floor of the present invention.
Fig. 7 is the axonometric drawing of the accentric support steel frame composite floor of the present invention.
Fig. 8 is the precast floor slab plane graph of the present invention.
In figure: 1 energy dissipating beam section；2 ribbed stiffeners；3 extended end plates；4 high-strength bolts；5 non-energy dissipating beam section；6 screw connectors；7 concrete slabs；8 pre embedded bolts；9 precast floor slabs；10 Bituminous hemp fibers；11 distribution bars；12 support；13 posts；14 screw rods；15 nuts；16 low elastic modulus material sleeves；17 profiled sheets.
Detailed description of the invention
Below in conjunction with drawings and Examples, the present invention will be further described.
The accentric support steel frame composite floor of Self-resetting after a kind of shake, including energy dissipating beam section composite floor, non-energy dissipating beam section composite floor, supports 12 and post 13；Described energy dissipating beam section composite floor includes energy dissipating beam section 1, ribbed stiffener 2, extended end plate 3 and precast floor slab 9；Described non-energy dissipating beam section composite floor includes non-energy dissipating beam section 5, screw connector 6, concrete slab 7, pre embedded bolt 8, distribution bar (11) and profiled sheet 17；Described non-energy dissipating beam section 5 one end and support 12 employing are welded to connect, non-energy dissipating beam section 5 other end all adopts with post 13 and is welded to connect；Described energy dissipating beam section 1 by end extended end plate 3 and adopts high-strength bolt 4 to be connected with non-energy dissipating beam section 5；Described energy dissipating beam section 1 arranges ribbed stiffener 2；Described screw connector 6 is welded on the edge of a wing of non-energy dissipating beam section 5, non-energy dissipating beam section 5 is laid profiled sheet 17, and reserves the position of precast floor slab 9 above energy dissipating beam section；Described profiled sheet is arranged pre embedded bolt 8 and distribution bar 11 casting concrete plate 7；Described precast floor slab 9 is connected with concrete slab 7 by pre embedded bolt 8.
As it is shown on figure 3, the board-like energy dissipating beam section of overhanging end is combined by energy dissipating beam section 1, ribbed stiffener 2 and extended end plate 3, and by high-strength bolt 4 with the extended end plate 3 of non-energy dissipating beam section be connected (in Fig. 4).After structure meets with geological process, only can get final product the function of fast quick-recovery structure by changing overhanging end board-like energy dissipating beam section.
As shown in Figure 4, being welded on by screw connector 6 on the edge of a wing of non-energy dissipating beam section 5, screw connector 6 includes screw rod 14 and nut 15.Screw rod overlaps low elastic modulus material sleeve 16, nut is tightened and overlaps low elastic modulus material sleeve 16.Screw connector should have enough resistance to plucking rigidity, and the thickness of each sleeve should consider the factors such as the non-energy dissipating beam section deformation with concrete slab.
After fixing to post, support, energy dissipating beam section and non-energy dissipating beam section, lay profiled sheet 17, and above energy dissipating beam section, reserve precast floor slab position；Profiled sheet is arranged pre embedded bolt 8 and distribution bar 11, and on pre embedded bolt, overlaps low elastic modulus material sleeve 16, subsequently casting concrete plate 7, such as Fig. 6 and Fig. 7.Pre-buried floor 9 has hole (as shown in Figure 8), and is connected with cast-in-place concrete by pre embedded bolt.Preset clearance in the middle of cast in place concrete plate with precast floor slab, fills with Bituminous hemp fiber 10, the rotation of precast floor slab when being conducive to energy dissipating beam section to deform.
The construction method of the present invention is:
The accentric support composite floor of Self-resetting after shake of the present invention, its construction method is as follows: the board-like energy dissipating beam section of overhanging end, post, support and the precast floor slab made by factory, and is welded with the non-energy dissipating beam section of screw connector, is transported to in-site installation complete.After laying profiled sheet and welding pre embedded bolt, on screw connector and pre embedded bolt, put the low-elasticity-modulus sleeve of different-thickness according to Relative sliding demand.Colligation concrete slab reinforcing bar casting concrete plate, thus forming non-energy dissipating beam section composite floor as shown in Figure 6, and precast floor slab is covered on cast in place concrete plate, finally fill the gap between cast in place concrete plate and precoated plate with Bituminous hemp fiber, the accentric support steel frame composite floor of Self-resetting after shake as shown in Figure 5 can be formed.
Claims (5)
1. the accentric support steel frame composite floor of Self-resetting after a shake, it is characterised in that include energy dissipating beam section composite floor, non-energy dissipating beam section composite floor, support and post；Described energy dissipating beam section composite floor includes energy dissipating beam section, ribbed stiffener, extended end plate and precast floor slab；Described non-energy dissipating beam section composite floor includes non-energy dissipating beam section, screw connector, concrete slab, pre embedded bolt, distribution bar and profiled sheet；Described non-energy dissipating beam section one end and support employing are welded to connect, the non-energy dissipating beam section other end all adopts with post and is welded to connect；Described energy dissipating beam section by end extended end plate and adopts high-strength bolt to be connected with non-energy dissipating beam section；Described energy dissipating beam section arranges ribbed stiffener；Described screw connector is welded on the edge of a wing of non-energy dissipating beam section, and lays profiled sheet in non-energy dissipating beam section；Described profiled sheet is arranged pre embedded bolt and distribution bar casting concrete plate；Described precast floor slab is connected with concrete slab by pre embedded bolt.
2. Self-resetting accentric support steel frame composite floor according to claim 1, it is characterised in that described screw connector includes screw rod and nut, screw rod and be all cased with the sleeve of low elastic modulus material on screw rod.
3. Self-resetting accentric support steel frame composite floor according to claim 2, it is characterised in that described pre embedded bolt lower end and concrete cast-in-situ place are cased with the sleeve of low elastic modulus material, and upper end is connected with precast floor slab.
4. Self-resetting accentric support steel frame composite floor according to claim 1, it is characterised in that reserving hole on described pre-buried floor, can be connected with pre embedded bolt, and and between cast in place concrete plate, there is gap, and fill gap with Bituminous hemp fiber.
5. the construction method of Self-resetting accentric support steel frame composite floor after shake as claimed in claim 3, it is characterised in that specifically comprise the following steps that
A. make overhanging end board-like energy dissipating beam section, non-energy dissipating beam section, support, post and precast floor slab in factory, and screw rod is welded in non-energy dissipating beam section top flange plate；
B. non-energy dissipating beam section and energy dissipating beam section are by extended end plate and high terminal bolt joint connection in site；
C. non-energy dissipating beam section in-site installation is in place and lay after profiled sheet on top, welds pre embedded bolt, and overlaps low elastic modulus material sleeve on screw rod and pre embedded bolt, and nut overlaps low elastic modulus material sleeve again after tightening；
D. colligation concrete slab reinforcing bar；
E. concrete slab is poured into a mould；
F. precast floor slab is covered above energy dissipating beam section；
G. Bituminous hemp fiber is adopted to fill between cast-in-place concrete and precast floor slab.
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| Application Number | Priority Date | Filing Date | Title |
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| CN201610189767.2A CN105780994B (en) | 2016-03-30 | 2016-03-30 | The accentric support steel frame composite floor and its construction method of Self-resetting after a kind of shake |
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| CN201610189767.2A CN105780994B (en) | 2016-03-30 | 2016-03-30 | The accentric support steel frame composite floor and its construction method of Self-resetting after a kind of shake |
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| CN105780994B CN105780994B (en) | 2018-12-04 |
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Cited By (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106567456A (en) * | 2016-11-02 | 2017-04-19 | 南昌大学 | Reaming type connecting node with replaceable energy-dissipation beam section and overhanging end plates, and construction method of the connecting node |
| CN106703285A (en) * | 2016-12-13 | 2017-05-24 | 国核电力规划设计研究院 | Shearing type eccentric support energy consumption girder section structure |
| CN107724556A (en) * | 2017-08-30 | 2018-02-23 | 国核电力规划设计研究院有限公司 | A kind of flexure type eccentrically braces structure |
| CN108179835A (en) * | 2018-02-07 | 2018-06-19 | 大连理工大学 | A kind of cracking resistance floor for finite deformation beam |
| CN108978925A (en) * | 2018-10-10 | 2018-12-11 | 智聚装配式绿色建筑创新中心南通有限公司 | A kind of Novel supporting-type metal energy consumption coupling beam |
| CN110331669A (en) * | 2019-07-18 | 2019-10-15 | 山东交通学院 | A kind of resistance to plucking not shear stud conversion equipment and operating method |
| CN111636745A (en) * | 2020-06-15 | 2020-09-08 | 南昌大学 | Steel construction is from restoring to throne beam column combination node device |
| CN112681853A (en) * | 2020-11-30 | 2021-04-20 | 北京建筑大学 | Eccentric supporting steel frame and building |
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Cited By (10)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN106567456A (en) * | 2016-11-02 | 2017-04-19 | 南昌大学 | Reaming type connecting node with replaceable energy-dissipation beam section and overhanging end plates, and construction method of the connecting node |
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| CN108179835B (en) * | 2018-02-07 | 2023-09-19 | 大连理工大学 | Anti-cracking floor slab for large deformed beam |
| CN108978925A (en) * | 2018-10-10 | 2018-12-11 | 智聚装配式绿色建筑创新中心南通有限公司 | A kind of Novel supporting-type metal energy consumption coupling beam |
| CN110331669A (en) * | 2019-07-18 | 2019-10-15 | 山东交通学院 | A kind of resistance to plucking not shear stud conversion equipment and operating method |
| CN111636745A (en) * | 2020-06-15 | 2020-09-08 | 南昌大学 | Steel construction is from restoring to throne beam column combination node device |
| CN112681853A (en) * | 2020-11-30 | 2021-04-20 | 北京建筑大学 | Eccentric supporting steel frame and building |
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| CN105780994B (en) | 2018-12-04 |
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