CN102155046A - Building system having spiral supporting outer barrel structure - Google Patents
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- CN102155046A CN102155046A CN 201110064475 CN201110064475A CN102155046A CN 102155046 A CN102155046 A CN 102155046A CN 201110064475 CN201110064475 CN 201110064475 CN 201110064475 A CN201110064475 A CN 201110064475A CN 102155046 A CN102155046 A CN 102155046A
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Abstract
The invention discloses a building system having a spiral supporting outer barrel structure. Stand columns are arranged in an outer barrel of a building; diagonal supports are arranged among the stand columns of the outer barrel and are connected with one another end to end so as to form a plurality of continuous spiral supports around the outer barrel. In the building system having the spiral supporting outer barrel structure, by arranging the spiral supports, the lateral resistance of the outer barrel is enhanced greatly, the structural action of the outer barrel is played fully; and the building system is a novel efficient structural system.
Description
Technical field
The present invention relates to building structure field, particularly, relate to a kind of spiral and support the outer tube structure building system.
Background technology
Along with The development in society and economy, large-scale land resources with the ultra-large type city is more and more nervous, and super highrise building becomes the important architecture structure form of a class with its distinctive terrestrial reference and high land use rate.Because the super highrise building height is higher, the effect of the horizontal direction that wind load and geological process produce becomes the major control factor of structure design, the internal force that common horizontal loading causes occupies very big proportion in structure, because structure is bigger along the deformation quantity of short transverse, the safety of space enclosing structures such as comfortableness that the assurance building is used and curtain wall is most important.When superelevation layer structural steel design, how the lateral rigidity, control structure relative storey displacement angle and the P-Δ effect that increase structure, assurance structure under earthquake, wind action safety and comfortableness in control steel using amount effectively, have very big realistic meaning.Therefore, develop dynamical lateral resisting structure system and become one of key technology of superelevation layer structural steel design.
At present the structural system that high-level structure is commonly used mainly contains tube and bundled tube structure in framework-braced structures, framework-core barrel structure, the tube, giant frame structure, huge braced structures, crossing net barrel structure etc., and wherein tube and bundled tube structure, huge braced structures, crossing net barrel structure etc. go for superelevation layer structure in frame-tube, the tube.The lateral resisting of framework-braced structures and anti-twisting property a little less than, though utilize the semi-girder truss can reduce the lateral displacement of structure effectively, exist the sudden change of structure lateral rigidity, the internal force of the column jacket that links to each other with the semi-girder truss is too concentrated and building depth-width ratio problems such as effect is not remarkable when very big; Because frame tube class formation form exists tangible shear lag phenomenon, the lateral resisting efficient of structure is lower; Though the lateral rigidity of huge braced structures is bigger, the lateral resisting ability of structure mainly concentrates on the minority member, and the main structural member yardstick is very big, and primary and secondary member yardstick differs obvious.The vertical effect of crossing net tube is mainly born by cross support, has strengthened the stressed burden of cross support, has reduced the comprehensive effectiveness of structure.Because the construction of super highrise building need consume a large amount of financial resource and material resource, floor area is subjected to the restriction of function of use and service efficiency, when building height arrives certain limit, the depth-width ratio of structure and lateral rigidity have become main restricting factor, in order to satisfy the demand of future architecture, must develop the new and effective energy structural system that is applicable to super highrise building to the development of high spatial more.
Summary of the invention
The objective of the invention is to overcome the shortcoming and defect of above-mentioned prior art, provide a kind of anti-side ability stronger spiral support the outer tube structure building system.
The technical scheme that realizes above-mentioned purpose is as follows:
A kind of spiral supports the outer tube structure building system, is provided with column in the urceolus of building, is provided with oblique support between the column of urceolus, and oblique support joins end to end, and forms the continuous spiral of multiple tracks and supports, and is surrounded on urceolus.After the spiral support was set, the lateral rigidity of structure was greatly improved, and maximum relative storey displacement angle and top displacement significantly reduce, and with the cycle of reversing obvious variation was arranged all natural vibration period, and urceolus can be shared more horizontal shear.The structure vertical rigidity is evenly distributed, and makes that maximum relative storey displacement curve is smooth continuously.
Further, described building is a super highrise building.Super highrise building refers to more than 40 layers, the building of height more than 100 meters.
Further, the connected node of described oblique support and column is at the styletable of column, and connected mode is for rigidly connecting or hinged.The connected mode of oblique support and post is little to the performance impact of structural entity, can decide by actual requirement of engineering.
Further, the arranged direction of described spiral support is unidirectional or bidirectional arrangements.Spiral support arranged direction can have two-way and unidirectional, supports with bidirectional screw and compares, and one-way spiral supports the translation cycle of urceolus and reverses the cycle all the trend of increase, and the lateral rigidity under horizontal loads is less, and maximum relative storey displacement angle is bigger.Therefore, urceolus should adopt the bidirectional arrangements spiral to support as far as possible.
Further, between adjacent column, described oblique support can be crossed over 1 layer or multilayer floor, and the angle of preferred oblique support and horizontal plane is 40 °.The torsional rigidity that spiral supports outer tube structure is very big, and there is certain influence at oblique support angle of inclination for construction torsion rigidity, but to the influence at the maximum relative storey displacement angle of urceolus and not obvious.
Further, described spiral is supported for 4 roads, 8 roads or 16 roads.The quantity that spiral supports increases and decreases on demand, and along with the increase of spiral supported amount, structural entity lateral resisting performance improves constantly, and the rigidity of urceolus is strengthened gradually, and the allocation proportion of shearing increases gradually, and anti-side performance is also become better and better.Should under the prerequisite of considering economical rationality, make the performance of inner core and urceolus reach best fit;
Further, the plane of described building is any geometrical plane.
Further, described building is a framework core barrel structure.
Further, described oblique support can be installed after building body is finished.Because oblique support is mainly played and born horizontal force and effect, can take the oblique mode that supports the back dress during construction.
The present invention passes through research and finds that also the sectional dimension of change urceolus Vierendeel girder is very little for the anti-side influential effect of structural entity, so need only intensity and the stability that guarantees main Vierendeel girder when design, needn't consider its contribution for whole lateral resisting.
Compared with prior art, the present invention has following beneficial effect:
1, the present invention has broken through the notion of traditional structure form, the setting that the urceolus spiral supports, improved the side direction supporting capacity of system greatly, be different from general crossing net barrel structure, do not cancel vertical column, vertical load is mainly born by column etc., and spiral supports and mainly plays the opposing horizontal force and coordinate whole stressed effect, has improved the structure comprehensive effectiveness greatly.Simultaneously, the flexible arrangement that spiral supports is bigger, and is very strong for the compliance of architectural design, helps the implementation structure project and finally reaches stressed reasonable, and member is arranged more even, the purpose of good looking appearance.This building system can adapt to multiple architectural plane form, and the architectural effect novelty is a kind of novel high-performance structure form.
2, spiral supports and combines with urceolus, has improved the lateral rigidity of urceolus greatly.
3, compare with framework-core barrel structure, saved the semi-girder truss and the waist truss of horizontal enhancement Layer, the concrete core tube construction is simplified greatly.
4, compare with huge support, spiral supports adjustable number, uses very flexible.
5, compare with the crossing net tube, kept the continuity of column jacket, spiral supports and can postpone to install, and it is simple and convenient to construct.
6, spiral supports and only bears horizontal force and effect, and support node does not have weakening to bean column node.
Below by drawings and Examples, technical scheme of the present invention is described in further detail.
Description of drawings
Accompanying drawing is used to provide further understanding of the present invention, and constitutes the part of manual, is used from explanation the present invention with embodiments of the invention one, is not construed as limiting the invention.In the accompanying drawings:
Fig. 1 is the floor plan of super highrise building;
Fig. 2 supports outer tube structure Facade of Architecture figure (part) for spiral;
Fig. 3 is that spiral supports the three-dimensional, exploded view that the outer tube structure building system constitutes;
Fig. 4 a, 4b are respectively spiral and support the urceolus that unidirectional cloth puts with bidirectional arrangements and launch schematic diagram (part);
The urceolus that Fig. 5 a, 5b are respectively the angle that changes the spiral support launches schematic diagram (part);
The urceolus that Fig. 6 a, 6b are respectively the quantity that changes the spiral support launches schematic diagram (part);
1-inner core among the figure; The 2-urceolus; The 3-connected node; The 4-column; The oblique support of 5-.
The specific embodiment
Below in conjunction with accompanying drawing the preferred embodiments of the present invention are described, should be appreciated that preferred embodiment described herein only is used for description and interpretation the present invention, and be not used in qualification the present invention.
For the super highrise building lateral load is the major control factor, so the test condition of embodiment of the invention 1-6 following (mainly considering wind load and geological process active force in the horizontal direction respectively):
(1) wind load
1) wind reference pressure: 0.55kN/m
2
2) shapefactorofwindload μ s takes with reference to the circular section structure of loading code for design of building structures
3) surface roughness category-B
(2) geological process
1) earthquake intensity: 7 degree
2) influence coefficient maximum value α max:0.08
3) place Tg:0.4s eigenperiod
As shown in Figure 1, building adopts framework core barrel structure, comprises inner core 1 and urceolus 2, and 16 row's columns vertically are set in the urceolus 2.Architectural plane is rounded, and urceolus 2 internal diameters are 50.27m, and inner core 1 internal diameter is 24.32m, above 120 layers of ground, and floor height 4.2m, building general height are 504m, structure depth-width ratio H/D=10.
Urceolus 2 adopts concrete filled steel tube column+H structural steel frame, and inner core 1 adopts Steel Reinforced Concrete Shear Walls, and the girder between inner core 1 and urceolus 2 adopts the welded H section steel beam.Steel all adopt Q345, and strength grade of concrete is C80～C40.
Structure based on embodiment 1, as shown in Figure 2,4 on column at urceolus 2 is provided with oblique support 5, the connected node 3 of oblique support 5 and column 4 is at corresponding styletable, connected mode is for rigidly connecting, oblique support 5 joins end to end, and forms the continuous spiral in 8 roads and supports, and bidirectional arrangements is surrounded on urceolus 2.The angle of inclination of wherein oblique support 5 is 38.4 °.Can take the mode of oblique support 5 back dresses during construction.Fig. 3 has shown that spiral supports the three-dimensional, exploded view that the outer tube structure building system constitutes.Fig. 4 b has shown that spiral supports the urceolus expansion schematic diagram (part) of bidirectional arrangements.
Compare with embodiment 1, tubular construction lateral resisting performance comparison as shown in Table 1 and Table 2, as can be seen, it is very little do not have to support the urceolus lateral rigidity, the maximum relative storey displacement angle under geological process is 1/209, reaches 17.9s natural vibration period.After 8 road spirals are set support, the lateral rigidity of structure is greatly improved, and maximum relative storey displacement angle and top displacement significantly reduce, and natural vibration period with reverse the cycle obvious variation all arranged.
Table 1 does not have the urceolus of support and spiral support outer cylinder body owner wants performance data
| The system difference | Maximum relative storey displacement angle | Maximum vertex displacement (mm) | |
First reverses the cycle | Period ratio |
| Spiral supports |
1/485 (y is to earthquake) | 674 | 11.25 | 1.70 | 0.15 |
| There is not the urceolus of |
1/209 (y is to earthquake) | 1679 | 17.91 | 2.17 | 0.12 |
Table 2 does not have the urceolus of support and spiral supports urceolus to the anti-side ability influence of all directions contrast
The opposing moment distribution ratio of bottom urceolus sees Table 3, can see that spiral supports urceolus and be better than nothing support urceolus far away on bending resistance, has resisted very big side direction moment.Tubular construction bottom shearing pro rate is as shown in table 4, and after spiral is set supports, lateral resisting rigidity increases, and urceolus can be shared more horizontal shear.
Table 3 does not have the urceolus moment distribution ratio that supports urceolus and spiral support outer cylinder body system
| Spiral supports urceolus | There is not the urceolus of support | |
| X aweather around y to | 58.0％ | 9.1％ |
| Y aweather around x to | 63.4％ | 11.3％ |
| X to earthquake around y to | 58.5％ | 9.5％ |
| Y to earthquake around x to | 63.9％ | 11.8％ |
Table 4 does not have the urceolus of support and spiral supports the shearing distribution of urceolus bottom
Embodiment 3
On the basis of embodiment 2, with the connected mode of oblique support and column by rigidly connect change into hinged.
Compare with embodiment 2, result of calculation is shown in table 5～table 8.By the table in data as can be seen, oblique support and column rigidly connect change into hinged after, little to the performance impact of structural entity.The influence certain to being assigned of bottom shearing, the anti-side rigidity of urceolus reduces, and the shearing distribution diminishes, and also there are small increase in the translation cycle and the cycle of reversing.
Table 5 rigidly connects with hinged the anti-side Effect on Performance of cylindrical shell
| The system difference | Maximum relative storey displacement angle | Maximum vertex displacement (mm) | |
First reverses the cycle | Period ratio |
| Support rigidly connects | 1/485 (y is to earthquake) | 674 | 11.25 | 1.70 | 0.15 |
| Support hinged | 1/483 (y is to earthquake) | 677 | 11.27 | 1.72 | 0.15 |
Table 6 rigidly connects with hinged the anti-side ability influence of all directions contrast
Table 7 rigidly connect with hinged influence under urceolus moment distribution ratio
| Support rigidly connects | Support hinged | |
| X aweather | 58.0％ | 57.9％ |
| Y aweather | 63.4％ | 63.2％ |
| X is to earthquake | 58.5％ | 58.4％ |
| Y is to earthquake | 63.9％ | 63.8％ |
Table 8 rigidly connects and hinged influence to cylindrical shell bottom shearing pro rate
On the basis of embodiment 2, change the oblique support in 8 roads of urceolus into unidirectional layout by bidirectional arrangements.Fig. 4 a has shown that spiral supports the urceolus expansion schematic diagram (part) that unidirectional cloth is put.
Compare with embodiment 2, result of calculation is shown in table 9, table 10, table 11, table 12.Can see from table, compare with two-way support that all there are increase tendency in the translation cycle of unidirectional support urceolus and the cycle of reversing, the lateral rigidity under horizontal loads is less, and maximum relative storey displacement angle is bigger, and the bending resistance of urceolus is less relatively.Generally speaking, unidirectional support arrangement usefulness is worse than the bidirectional arrangements support.
Unidirectional support of table 9 and two-way support contrast
| The system difference | Maximum relative storey displacement angle | Maximum vertex displacement (mm) | |
First reverses the cycle | Period ratio |
| Two- |
1/485 (y is to earthquake) | 674 | 11.25 | 1.70 | 0.15 |
| |
1/443 (y is to earthquake) | 728 | 11.67 | 1.76 | 0.15 |
Unidirectional support of table 10 and two-way support are to the anti-side ability influence of all directions contrast
Unidirectional support of table 11 and two-way support influence be urceolus moment distribution ratio down
| Two-way support | Unidirectional support | |
| X aweather | 58.0％ | 56.1％ |
| Y aweather | 63.4％ | 61.5％ |
| X is to earthquake | 58.5％ | 56.5％ |
| Y is to earthquake | 63.9％ | 62.0％ |
The outer tube bottom shearing of unidirectional support of table 12 and two-way support
On the basis of embodiment 2, change oblique support angle of inclination into 50 °, 25.5 ° by 38.4 °.As Fig. 5 a, 5b has shown that respectively the urceolus of the angle that changes the spiral support launches schematic diagram (part).
Compare with embodiment 2, result of calculation is shown in table 13, table 14, table 15, table 16, as can be seen, the torsional rigidity of spiral support outer tube structure is better, there is certain influence at oblique support angle of inclination for construction torsion rigidity, and the inclination angle is big more, and torsional rigidity is big more, it is short more to reverse the cycle, the translation when 50 °, 38.5 ° at inclination angle and 25.5 ° with reverse period ratio be respectively 1.62/11.36=0.14,1.70/11.25=0.15,
1.88/11.48=0.16 period ratio increases along with oblique support inclination angle and reduces, all much smaller than 0.85 limit value requirement.
Oblique support inclination angle is also not obvious to the influence at the maximum relative storey displacement angle of urceolus.Explanation all can be played the effect that increases lateral rigidity along with oblique support inclination angle changes within the specific limits.But should consider that oblique support inclination angle crosses senior general and cause that material usage significantly increases, support the inclination angle and cross the young pathbreaker and cause the lateral resisting effect not remarkable.In sum, will support the angle of inclination be controlled at about 40 ° comparatively reasonable.
Table 13 urceolus supports angle of inclination antagonism side Effect on Performance
| Support the inclination angle | Maximum relative storey displacement angle | Top displacement (mm) | |
Reverse the cycle | Period ratio |
| 50° | 1/468 (y is to earthquake) | 690 | 11.36 | 1.62 | 0.14 |
| 38.4° | 1/485 (y is to earthquake) | 674 | 11.25 | 1.70 | 0.15 |
| 25.5° | 1/483 (y is to earthquake) | 698 | 11.48 | 1.88 | 0.16 |
Table 14 urceolus supports the angle of inclination to the anti-side ability influence of all directions contrast
Table 15 urceolus supports angle of inclination influence urceolus moment distribution ratio down
| The angle of inclination | 50° | 38.4° | 25.5° |
| X aweather | 58.8％ | 58.0％ | 54.4％ |
| Y aweather | 64.2％ | 63.4％ | 59.5％ |
| X is to earthquake | 59.2％ | 58.5％ | 54.8％ |
| Y is to earthquake | 64.7％ | 63.9％ | 60.3％ |
Table 16 urceolus supports the influence of angle of inclination to the bottom shearing
Embodiment 6
On the basis of embodiment 2, change the oblique support in 8 roads of urceolus bidirectional arrangements into the oblique support in 4 roads, the oblique support in 16 roads.Fig. 6 a, 6b have shown that respectively the urceolus of the quantity that changes the spiral support launches schematic diagram (part).
Compare with embodiment 2, result of calculation is shown in table 17, table 18, table 19, table 20, as can be seen, increase along with supported amount, structural entity lateral resisting performance improves constantly, and the rigidity of urceolus is strengthened gradually, and the allocation proportion of shearing increases gradually, sendout for moment of flexure is also increasing, and anti-side performance is also become better and better.But also should see, supported amount too much on economy reasonability relatively poor, also make troubles to construction.Should under the prerequisite of considering economy, make the performance of inner core and urceolus reach best fit in the actual engineering.
Table 17 supported amount antagonism side Effect on Performance
| Supported amount | Maximum relative storey displacement angle | Maximum vertex displacement ( | Period | 1 | Reverse the | Period ratio | |
| 4 |
1/442 (y is to earthquake) | 759 | 11.97 | 1.89 | 0.16 | ||
| 8 |
1/485 (y is to earthquake) | 674 | 11.25 | 1.70 | 0.15 | ||
| 16 |
1/537 (y is to earthquake) | 603 | 10.61 | 1.46 | 0.14 |
Table 18 supported amount is to the anti-side ability influence of all directions contrast
The influence of table 19 supported amount is urceolus moment distribution ratio down
| Supported |
4 roads | 8 roads | 16 roads |
| X aweather | 49.5％ | 58.0％ | 63.8％ |
| Y aweather | 58.8％ | 63.4％ | 68.9％ |
| X is to earthquake | 50.2％ | 58.5％ | 64.2％ |
| Y is to earthquake | 59.6％ | 63.9％ | 69.3％ |
The influence that table 20 supported amount distributes to the bottom shearing
It should be noted that at last: the above only is the preferred embodiments of the present invention, be not limited to the present invention, although the present invention is had been described in detail with reference to previous embodiment, for a person skilled in the art, it still can be made amendment to the technical scheme that aforementioned each embodiment put down in writing, and perhaps part technical characterictic wherein is equal to replacement.Within the spirit and principles in the present invention all, any modification of being done, be equal to replacement, improvement etc., all should be included within protection scope of the present invention.
Claims (10)
1. a spiral supports the outer tube structure building system, is provided with column in the urceolus of building, it is characterized in that be provided with oblique support between the column of urceolus, oblique support joins end to end, and forms the continuous spiral of multiple tracks and supports, and is surrounded on urceolus.
2. spiral according to claim 1 supports the outer tube structure building system, it is characterized in that described building is a super highrise building.
3. spiral according to claim 1 supports the outer tube structure building system, it is characterized in that, the connected node of described oblique support and column is at the styletable of column, and connected mode is for rigidly connecting or hinged.
4. spiral according to claim 1 supports the outer tube structure building system, it is characterized in that, the arranged direction that described spiral supports is unidirectional or bidirectional arrangements.
5. spiral according to claim 1 supports the outer tube structure building system, it is characterized in that between adjacent column, described oblique support can be crossed over 1 layer or multilayer floor.
6. spiral according to claim 5 supports the outer tube structure building system, it is characterized in that the angle of described oblique support and horizontal plane is 40 °.
7. spiral according to claim 1 supports the outer tube structure building system, it is characterized in that described spiral is supported for 4 roads, 8 roads or 16 roads.
8. spiral according to claim 1 supports the outer tube structure building system, it is characterized in that the plane of described building is any geometrical plane.
9. spiral according to claim 1 supports the outer tube structure building system, it is characterized in that described building is a framework core barrel structure.
10. spiral according to claim 1 supports the outer tube structure building system, it is characterized in that described oblique support can be installed after building body is finished.
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108824646A (en) * | 2018-07-12 | 2018-11-16 | 悉地国际设计顾问（深圳）有限公司 | A kind of reverse taper spiral building structure with high torsional property |
| CN108824645A (en) * | 2018-07-12 | 2018-11-16 | 悉地国际设计顾问（深圳）有限公司 | A kind of reverse taper spiral building structure |
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| CN201981646U (en) * | 2011-03-17 | 2011-09-21 | 中国建筑设计研究院 | Spiral supporting outer cylinder structure building system |
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| SU703640A1 (en) * | 1977-08-19 | 1979-12-15 | Ордена Трудового Красного Знамени Центральный Научно-Исследовательский Институт Строительных Конструкций Им. В.А.Кучеренко Госстроя Ссср | Metal framework of multistorey eartquake-proof building |
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| CN108824646A (en) * | 2018-07-12 | 2018-11-16 | 悉地国际设计顾问（深圳）有限公司 | A kind of reverse taper spiral building structure with high torsional property |
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Application publication date: 20110817 |