CN202483027U - Coupled shear wall with end plate bolts and steel coupling beams - Google Patents
Coupled shear wall with end plate bolts and steel coupling beams Download PDFInfo
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- CN202483027U CN202483027U CN2012201138975U CN201220113897U CN202483027U CN 202483027 U CN202483027 U CN 202483027U CN 2012201138975 U CN2012201138975 U CN 2012201138975U CN 201220113897 U CN201220113897 U CN 201220113897U CN 202483027 U CN202483027 U CN 202483027U
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Abstract
The utility model provides a coupled shear wall with end plate bolts and steel coupling beams. Steel frames are pre-embedded in the concrete shear walls, the steel coupling beams are connected with steel columns of the pre-embedded steel frames by the end plates and the bolts, and sections of end positions, which close to edges of the shear walls, of the steel coupling beams are partially reduced, so that a 'dog-bone' structure is formed. The coupled shear wall aims to solve the problems in terms of connection between steel coupling beams and shear walls and improve the anti-seismic performance and the dissipation capacity of the steel coupling beams, the steel frames are pre-embedded into the shear walls and connected with the columns the steel frames by the end plates and the bolts, the sections of the ends of the steel connecting beams are partially reduced, and the 'dog-bone' structure is formed. Accordingly, the problems in terms of connection of the steel coupling beams and the concrete shear walls can be thoroughly solved, the coupled shear wall is simple and convenient to construct and simpler in analysis and design, the dissipation capacity and the seismic absorption performance of the steel coupling beams are enhanced by the aid of the 'dog-bone' structure, and the anti-seismic performance of the coupled shear wall is improved.
Description
Technical field
The utility model relates to the high building structure anti-seismic technology, and the steel that is specifically related to be used for highrise building connects beam and joins the limb shear wall.
Background technology
China is populous, and the building land resource is rare day by day, the main flow high-rise, that superelevation layer architecture will become China's urban architecture day by day.Join the limb shear wall structure and be through connecting beam, be widely used in China's high level, the super highrise building two or the single limb shear wall of the multi-disc especially a kind of lateral resisting structure system of geological process of common opposing horizontal loading that is coupled together.The main bottom formation plastic hinge of the end through connecting beam and the shear wall limb seismic energy that dissipates when moderate strength earthquake or violent earthquake take place; And connect beam and should rate be introduced into plasticity; Consume the structural vibration energy as main power consumption member; Protection agent structure safety, thereby the target of setting up defences of realization " no collapsing with strong earthquake ".Yet; In China's Wenchuan earthquake in 2008; Shear failure has but appearred in company's beam that steel concrete joins the limb shear wall structure comparatively at large, and shear failure is a kind of brittle failure mode, and its ductility and energy dissipation capacity are relatively poor; The strength and stiffness that the too early shear failure of Lian Liang will cause joining the limb shear wall structure are significantly degenerated, and then deepen the structural damage degree even cause to collapse.Therefore, how improving high intensity Zone joins the energy dissipation capacity of limb shear wall structure and realizes that the ductility design of couplet limb shear wall structure remains the key technical problem that couplet limb shear wall structure seismic design presses for solution.
High-rise, the superelevation layer structure of employing that civilian construction such as the dwelling house in China city, office premises are more and more general in order to satisfy antidetonation, windproof requirement, usually adopts the such structural system of shear wall core tube.Because the needs on the building function; Generally all can punch on the shear wall; Quantity and area when the hole acquire a certain degree, and just form to join the limb shear wall, are equivalent to a plurality of shear walls are coupled together through the company's beam between the hole up and down resist lateral forces jointly.Big both at home and abroad quantity research shows that it is more more economical than single limb shear wall, stressed more reasonable to join the limb shear wall, thereby is one of primary structure form of civilian construction such as present China high residential building.
At present, company's beam of couplet limb shear wall structure mainly contains reinforced concrete coupling beams, steel connects beam and three kinds of forms of steel-concrete composite coupling beams.The seimic disaster census of research in the past and China's Wenchuan earthquake shows that all the reinforced concrete coupling beams deformability is poor; The rotational deformation in cross section is limited in one's ability; It just is tending towards brittle shear and destroys cutting the destruction form of pressure ratio when high slightly; Can't realize connecting the requirement of deck-molding ductility and highly energy-consuming ability; Though New Zealand Paulay professor T. etc. has proposed intersection sleeper formula arrangement of reinforcement and has connected beam such connects beam and has good bearing capacity, ductility and energy dissipation capacity, and is adopted by multinational standard, fails to apply in China because its construction is complicated always.Based on this, Chinese scholars generally believe adopt steel to connect beam or steel-concrete composite coupling beams at high intensity Zone to replace reinforced concrete coupling beams be to join comparatively desirable selection of limb shear wall structure.But Research And Engineering practice all proves, and traditional connected mode that steel connects beam or steel-concrete composite coupling beams and shear wall is owing to relating to being connected of girder steel and reinforced concrete wall; Thereby complex structure, construction requirement is high, difficulty is big, and theory analysis and design difficulty are big; Usually become the weak link on the geological process Path of Force Transfer; Failure mode is various, is difficult to accurate prediction, and is also very big with the reinforcing difficulty for the reparation after the earthquake.
In addition; The beam and column of traditional steel house all connects through carrying out weld job at the construction field (site); Yet, in the California, USA north mountain range earthquake that took place in 1994, the welding position brittle destruction af-ter of the beam-post node of a large amount of steel houses; Grievous injury the anti-seismic performance of steel house, caused great loss.Why welded grider-post node goes wrong, mainly be since beam, post member in place after, cause the weld job of site operation to have inevitable defective.
The utility model content
Can't satisfy the ductility needs of structural seismic to the reinforced concrete coupling beams of tradition couplet limb shear wall employing; And novel steel connects that traditional connected mode of beam or steel-concrete composite coupling beams and concrete shear force wall exists that complex structure, construction technical requirement height and difficulty are big, analysis and the big defective of design difficulty; The purpose of the utility model is to provide a kind of easy construction; Simplicity of design, and novel limb shear wall with more good anti-seismic performance.
Realize above-mentioned purpose, the technical scheme that the utility model adopts is: a kind of steel connects beam and joins the limb shear wall, comprises concrete shear force wall; It is characterized in that pre-buriedly in concrete shear force wall do not participate in stressed steel frame, steel connects beam and is connected through the end plate bolt with the steel column of pre-buried steel framework; Steel is connected beam near the local cross section that weakens of the end position at shear wall edge, be " dog bone type ".
Compare prior art, the utlity model has following advantage:
1, the utility model is conceived to solve steel and connects the connectivity problem between beam and the shear wall and further improve steel and connect the beam energy consumption ability; Pre-buried in shear wall with not participating in stressed steel frame; Steel connects beam and is connected through the end plate bolt with Steel Frame Column; Join the limb shear wall thereby form, will connect the local weakening of beam section, form " dog bone type " structure near the steel of shear wall position.So not only the thorough connectivity problem of the company's of solution beam-shear wall is realized easy construction, analyzes with design simplyr, can also realize concentration of plastic deformation through adopting the dog bone type structure, has further strengthened the energy-dissipating and shock-absorbing ability that steel connects beam.
2, the utility model adopts the end plate bolt to connect and has then avoided the field Welding operation; End plate is welded to Lian Liangshang in prefabricated factory; At the construction field (site), only need steel be connected beam and be bolted on the pre-buried steel column, connect beam-shear wall connection reliably with regard to forming through end plate.
3, the utility model has creatively solved the connectivity problem that steel connects beam and shear wall; Simultaneously; Because even the connection of beam-shear wall connects node and is converted into very simple shaped steel-shaped steel end plate bolt connected node in the construction by shaped steel-concrete combined joint; Bring the facility on a series of design and constructions, and creationary employing " dog bone type " connects the beam end structure, can further improve the anti-seismic performance that steel connects beam and even joins the limb shear wall.
Description of drawings
Fig. 1 is that the utility model end plate bolting steel connects beam couplet limb shear wall structure elevational schematic view;
Fig. 2 is the plan view of Fig. 1;
Fig. 3 is that steel connects the beam elevational schematic view;
Fig. 4 is the 1-1 sectional view of Fig. 3;
Fig. 5 is that steel connects Liangping face sketch map.
Among the figure, concrete shear force wall-1, pre-buried steel framework-2, steel connect beam-3, end plate-4, bolt-5 weakens cross section-6, " dog bone type " beam-ends-7, stiffener-8.
The specific embodiment
Embodiment 1: referring to Fig. 1～Fig. 2; A kind of steel connects beam and joins the limb shear wall; It is a pre-buried steel framework 2 in concrete shear force wall 1, and steel connects beam 3 and is connected with the steel column of pre-buried steel framework 2, and it is that end plate 4 bolts 5 are connected with the connected mode of the steel column of pre-buried steel framework 2 that said steel connects beam 3; Steel is connected beam 3 near the local cross section 6 that weakens of the end position at shear wall edge, form " dog bone type " beam-ends 7, guarantee that through stiffener 8 steel connects the stability and the shear strength of beam 3 centre portions.The utility model makes full use of the advantage that steel connects beam, and solving steel simultaneously, to connect the connected node of beam and concrete shear force wall complicated and improve steel and connect beam energy dissipation capacity anti-seismic performance, and then further improve integrally-built anti-seismic performance.
In the utility model; The setting of pre-buried steel framework 2 is to connect the construction needs that beam 3 is connected with concrete shear force wall 1 in order to satisfy steel, need not participate in bearing horizontal earthquake action; But also can be according to actual needs; It is designed to the part of lateral resisting system,, resists horizontal earthquake action jointly with the concrete shear force wall collaborative work.Because the existence of pre-buried steel framework 2, making steel connect beam 3 can directly be connected with steel column, and realization is connected with shear wall.Simultaneously, change steel into and connect being connected of beam and steel frame because steel connects the creativeness that is connected of beam 3 and shear wall 1, it is end plate bolt connection very easy in the construction that its joint structure can adopt, and Path of Force Transfer is clear and definite, the analysis simplicity of design.
Referring to Fig. 3, the bolted work progress of dog bone type end plate:
At first, in steel element precast factory, the two ends of girder steel are carried out the part and are weakened operation, form the dog bone type structure, and the welded end plate at the beam two ends again forms and connects beam like Fig. 3～steel shown in Figure 5.Make b
fFor steel connects the flange of beam width, d is that steel connects depth of beam, and the then local physical dimension that weakens the cross section can be stipulated as follows: from cross section spacing a=(0.5～0.75) b that begins to weaken of beam-ends
fWeaken beam section width b=(0.65～0.85) d in cross section; Weaken depth capacity c=(0～0.25) b in cross section
fCertain can be constructed according to technological requirement because welding is to carry out in factory fully, can not cause weld defect, and therefore, the welding of geological process bottom plate and beam-ends can not destroy.Reserve the cavity on the end plate, coincide with the cavity of relevant position on the pre-buried steel column in the shear wall.With strength grade is that the high strength screw rod of Q420 or Q490 passes steel and connects the beam end plate and the steel column edge of a wing, and applies certain pretension (be generally high-strength bolt tensile strength about 30%), thereby steel is connected beam and pre-buried steel column links together.Build the shear wall concrete at last.
The described steel of the utility model connects " dog bone type " beam-ends structure of beam, refers to weakening apart from the cross section, the upper and lower edge of a wing in girder steel end certain distance and the certain beam section width, causes local weak part.In earthquake; Because the moment of flexure effect at steel Lian Liang two ends is maximum; At beam-ends the moment of flexure effect is passed in the shear wall process,, tend to cause near the shear wall concrete of beam-ends that local fragility bearing failure takes place because two kinds of material propertys of steel and concrete is different; Weakening company beam is connected with shear wall, increases difficulty and the cost repaired.After adopting " dog bone type " beam-ends structure, divide the formation weak part near the cross-section that beam-ends is weakened, although the moment of flexure at this position is less than the beam-ends moment of flexure; But because the cross section is weakened; Therefore can and get into the plastic stage prior to the surrender of beam-ends cross section, so the moment of flexure that steel connects beam can redistribute, after weakening section parts and reaching plastic moment; The beam-ends moment of flexure can not increase again; Plastic strain and power consumption that steel connects beam concentrate on cross section weakening weak part, and therefore, the shear wall concrete that links to each other with beam-ends and the welding of end plate and beam-ends all are protected.
The creationary introducing of the utility model " dog bone type " steel connects the beam end structure, weakens the cross section through the part, realizes the plastic strain concentration of local, has improved steel and has connected beam energy dissipation ability, has further improved integrally-built anti-seismic performance.
The utility model is created to have solved and is joined the connectivity problem that steel in the limb shear wall connects beam and shear wall; Simultaneously; Because even the connection of beam-shear wall connects node and is converted into shaped steel-shaped steel node by shaped steel-concrete combined joint, brings the facility on a series of design and constructions.
Explanation is at last; Above embodiment is only unrestricted in order to the technical scheme of explanation the utility model; Although with reference to preferred embodiment the utility model is specified, those of ordinary skill in the art should be appreciated that and can make amendment or be equal to replacement the technical scheme of the utility model; And not breaking away from the aim and the scope of the utility model technical scheme, it all should be encompassed in the middle of the claim scope of the utility model.
Claims (3)
1. an end plate bolting steel connects beam and joins the limb shear wall, comprises concrete shear force wall; It is characterized in that pre-buried steel framework in concrete shear force wall, steel connect beam and adopt the end plate bolt to be connected with the steel column of pre-buried steel framework; Steel is connected beam near the local cross section that weakens of the end position at shear wall edge, make " dog bone type " beam-ends structure that steel connects beam.
2. connect beam according to the said end plate bolting steel of claim 1 and join the limb shear wall; It is characterized in that; Said steel connects beam " dog bone type " beam-ends structure, is with weakening apart from the cross section, the upper and lower edge of a wing in girder steel end certain distance and the certain beam section width, forming local weak part.
3. connect beam according to the said end plate bolting steel of claim 2 and join the limb shear wall, it is characterized in that, the said local physical dimension that weakens the position is: from cross section spacing a=(0.5～0.75) b that begins to weaken of beam-ends
fWeaken beam section width b=(0.65～0.85) d in cross section; Weaken depth capacity c=(0～0.25) b in cross section
f
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
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| CN2012201138975U CN202483027U (en) | 2012-03-23 | 2012-03-23 | Coupled shear wall with end plate bolts and steel coupling beams |
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| CN2012201138975U CN202483027U (en) | 2012-03-23 | 2012-03-23 | Coupled shear wall with end plate bolts and steel coupling beams |
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| CN202483027U true CN202483027U (en) | 2012-10-10 |
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Cited By (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102587538A (en) * | 2012-03-23 | 2012-07-18 | 重庆大学 | Dog-bone type coupled shear wall with end plates, bolts and steel coupling beams |
| CN103147529A (en) * | 2013-04-03 | 2013-06-12 | 东南大学 | Assembly type energy dissipation and seismic mitigation shear wall structure system |
| CN104251040A (en) * | 2013-06-29 | 2014-12-31 | 清华大学 | Two-phase operating coupling beam and construction method thereof |
| CN104878856A (en) * | 2015-05-05 | 2015-09-02 | 广东省建科建筑设计院 | Superimposed steel plate connecting beam disposed between shear walls in building structure and construction method of superimposed steel plate connecting beam |
| CN104805958B (en) * | 2015-04-02 | 2016-11-16 | 同济大学 | It is applied to double rank surrender power consumption steel coupling beam of Coupled Shear Wall structure |
| CN106639050A (en) * | 2017-02-14 | 2017-05-10 | 华侨大学 | Connecting structure between reinforced concrete shear walls and steel coupling beam |
| CN115653099A (en) * | 2022-12-27 | 2023-01-31 | 石家庄铁道大学 | High-energy-consumption steel pipe concrete composite column-precast beam joint structure |
-
2012
- 2012-03-23 CN CN2012201138975U patent/CN202483027U/en not_active Expired - Fee Related
Cited By (10)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102587538A (en) * | 2012-03-23 | 2012-07-18 | 重庆大学 | Dog-bone type coupled shear wall with end plates, bolts and steel coupling beams |
| CN102587538B (en) * | 2012-03-23 | 2014-07-30 | 重庆大学 | Dog-bone type coupled shear wall with end plates, bolts and steel coupling beams |
| CN103147529A (en) * | 2013-04-03 | 2013-06-12 | 东南大学 | Assembly type energy dissipation and seismic mitigation shear wall structure system |
| CN104251040A (en) * | 2013-06-29 | 2014-12-31 | 清华大学 | Two-phase operating coupling beam and construction method thereof |
| CN104251040B (en) * | 2013-06-29 | 2017-03-29 | 清华大学 | A kind of two benches work coupling beam and its construction method |
| CN104805958B (en) * | 2015-04-02 | 2016-11-16 | 同济大学 | It is applied to double rank surrender power consumption steel coupling beam of Coupled Shear Wall structure |
| CN104878856A (en) * | 2015-05-05 | 2015-09-02 | 广东省建科建筑设计院 | Superimposed steel plate connecting beam disposed between shear walls in building structure and construction method of superimposed steel plate connecting beam |
| CN104878856B (en) * | 2015-05-05 | 2017-06-30 | 广东省建科建筑设计院有限公司 | The laminated steel plate coupling beam and its construction method being placed in building structure between shear wall |
| CN106639050A (en) * | 2017-02-14 | 2017-05-10 | 华侨大学 | Connecting structure between reinforced concrete shear walls and steel coupling beam |
| CN115653099A (en) * | 2022-12-27 | 2023-01-31 | 石家庄铁道大学 | High-energy-consumption steel pipe concrete composite column-precast beam joint structure |
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Legal Events
| Date | Code | Title | Description |
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| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| C17 | Cessation of patent right | ||
| CF01 | Termination of patent right due to non-payment of annual fee |
Granted publication date: 20121010 Termination date: 20130323 |