CN201981802U - Combined tower structure building system - Google Patents
Combined tower structure building system Download PDFInfo
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- CN201981802U CN201981802U CN2011200709043U CN201120070904U CN201981802U CN 201981802 U CN201981802 U CN 201981802U CN 2011200709043 U CN2011200709043 U CN 2011200709043U CN 201120070904 U CN201120070904 U CN 201120070904U CN 201981802 U CN201981802 U CN 201981802U
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Abstract
The utility model discloses a combined tower structure building system, which is formed through combination of two or more towers of the same height. Adjacent towers are arranged symmetrically along a centerline; the towers are rigidly connected directly through a plurality of connecting trusses in a two-tower combination; and each tower is rigidly connected with two adjacent towers respectively through a plurality of connecting trusses to form a polygonal combination in a combination of more than two towers. Since connecting bodies consisting of the connecting trusses are arranged among the towers to form a combined overall structure, the adjacent towers are arranged symmetrically along the centerline and the connecting trusses are rigidly connected with the towers, the force on the towers can be coordinated. Compared with a single tower, the interlayer displacement angle is reduced significantly, the lateral capacity of the whole structure improved greatly, and the structural system is efficient.
Description
Technical field
The utility model relates to building structure field, particularly, relates to a kind of combination tower type structural construction 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 etc., and wherein tube and bundled tube structure, huge braced structures 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.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.
The utility model content
The purpose of this utility model is to overcome the shortcoming and defect of above-mentioned prior art, provides a kind of anti-side ability stronger combination tower type structural construction system.
The technical scheme that realizes above-mentioned purpose is as follows:
A kind of combination tower type structural construction system is combined by two or more contour high buildings, and adjacent high building is along center line and is symmetrical arranged; In described two high buildings combination, directly rigidly connect between the high building by a plurality of connection truss; In described plural high building combination, rigidly connect by a plurality of connection truss respectively between two high buildings that each high building is adjacent and form a polygonal combination.
Further, described high building is a superelevation layer high building, and the height of single tower and depth-width ratio all surpass specification limits.Superelevation layer high building refers to more than 40 layers, the high building of height more than 100 meters.The lateral rigidity of superelevation layer high building is its main restricting factor, by being provided with between a plurality of superelevation layer high building by connecting the connector that truss constitutes, forms the structural entity of a combination; Be along center line between the adjacent high building and be symmetrical arranged, and connect and take the connected mode that rigidly connects between truss and each high building, can make between each high building coordination stressed, compare to single tower, the relative storey displacement angle significantly reduces, and whole anti-side ability is greatly improved.Each high building in this combination tower type structural construction system can adopt super highrise building common structure system such as tube and bundled tube structure in framework core barrel structure, framework-braced structures, the tube.By between the high building of said structure system, all playing the raising of whole anti-side ability by the connection that connects truss.
Further, described connection truss is a steel truss.
Further, described each high building adopts framework core barrel structure, and wherein the enhancement Layer of being made up of the semi-girder truss between core tube and the outside framework tube is connected; And described connection truss is connected with the semi-girder truss of each high building.By connecting truss, semi-girder truss, each tower core tube is interrelated, form composite entity, make structural entity present the mammoth structure effect.
Further, the top of described connection truss links to each other with winding up of semi-girder truss.Under the situation of horizontal force, the top of the connection truss between superelevation layer high building is stressed bigger than normal, links to each other with winding up of semi-girder truss by the top that will connect truss, even connect the position that the top of truss is in enhancement Layer, under the stressed situation of level, the composite entity structure is comparatively firm.
Further, described enhancement Layer also comprises the waist truss that links to each other with the semi-girder truss.Having under the situation of horizontal applied force, the enhancement Layer by semi-girder truss and waist truss are formed can more effectively reduce the lateral displacement of structure.
Further, described combination tower type structural construction system is applicable to the combination of two towers, the combination of three towers or the combination of four towers.Two tower combining structures compare to single tower in the anti-side ability of connector direction structure and improve greatly.One first order mode transfers the translation of disconnected body direction to gradually by the connector direction translational, and the cycle of connector direction, also more single tower had very big reducing.Less than the relative storey displacement angle of common floor, there is sudden change in the relative storey displacement angle at the relative storey displacement angle of connector structure position.Three tower combining structures show and the similar performance of two tower combining structures, connector is set after, the anti-side ability of structure compares to single tower and improves greatly.Preceding two first order modes are respectively the whole translation of y direction and x direction, and more single tower of cycle has had very big reducing, and one, the second order cycle is very approaching, illustrates that three tower combining structures are very approaching at x axle and the axial bending rigidity of y.The plane asymmetry of three tower composite entity structures, the stress performance of its connector structure should be noted the connector structure is carried out more careful analysis in actual engineering than two tower combining structure complexity.Four tower combining structures are closely similar in performance and two tower combining structures that the connector direction is showed.Because single tower quantity increases, its group effect embodies more obvious.
Further, described connection truss is 2 floor heights, 4 floor heights, 8 floor heights or 16 floor heights.Connect the rigidity that the decision of the truss number of plies connects truss herein.For two tower combining structures, along with the increase that connects the truss number of plies, whole stressed moving closer in mammoth structure, the antidumping of core tube further improves, lateral rigidity improves thereupon, the relative storey displacement angular curve has the obviously trend of " gathering ", and top displacement also reduces along with the increase of the connector number of plies.Simultaneously, along with the increase that connects the truss number of plies, the structure gross weight increases to some extent, and slightly increase the natural vibration period of disconnected body direction, and corresponding relative storey displacement angle and top displacement have small increase.For three tower combining structures, along with the increase that connects the truss number of plies, the relative storey displacement angle of all directions all has significantly and reduces, but its value of reducing is gradually and eases up, and illustrate to be decline gradually to the effect that increases anti-side rigidity when the connection truss number of plies reaches some.For four tower combining structures, along with the increase that connects the truss number of plies, the overturning moment that outside framework is shared is along with reducing, and the core tube is born increasing anti-side effect, the mammoth structure effect has improved the utilization ratio of core tube, can make full use of the economy that these characteristics are improved structure in design.
Further, each the high building plane in described two high buildings combination is a rectangular configuration, connects truss and connects two long limits.Because the lateral rigidity of the short side direction of rectangle plane is lower, therefore connects truss and connect two long limits, to improve whole lateral rigidity.
It is much complicated that the combination tower type structure stress compares to general high-level structure.Connector stressed and the mechanical property that structural system is whole can be along with many variable factors change.The utility model is by making up two towers and multitower combination having carried out multianalysis, the loading characteristic and the influence factor of combination tower type structure have been studied, by changing the performance of various parameter study combination tower type structures, for this new structure system provides effective design considerations:
(1) for the combination tower type structure, connector is set makes each independent high building form an overall structure, realize integrally-built compatible deformation by connector internal force transmission partly.
(2) after the connection truss was set between each high building, the structure lateral rigidity significantly improved, and the relative storey displacement angle reduces greatly, and the relative storey displacement angle at connector position is significantly less than other adjacent regions.
(3) increase along with connecting truss rigidity, the structural entity stress performance moves closer to mammoth structure, and the antidumping of core tube further improves, and lateral rigidity improves constantly, and relative storey displacement is contended decrescence little.
(4) two towers, three towers and above combining structure have similar characteristic.The combination tower type structure of odd number high building, its connector truss stress performance is than the combination tower type complex structure of even numbers high building.
(5) the connection truss is most important to the effect of combination tower type structure, need carry out detail analysis in various loads and the safety under the effect to it, guarantees its safety.
Compared with prior art, the utlity model has following beneficial effect:
(1) combination tower type form of structure novelty is a kind of brand-new structure theory, is the very big of existing superelevation layer structural system enriched, and helps energy and land saving, improves stock utilization.
(2) with connecting truss independently single tower formation mammoth structure that is connected separately, greatly strengthened the whole resistance to capsizing of structure; Overcome the defective that super highrise building form of the prior art exists, lateral rigidity is big, and torsional effect is little, and column jacket internal force is concentrated with Shear Lag Effect not obvious, and the structural element yardstick is comparatively even.It is simple and clear to have form of structure, stressed reasonable, the characteristics of good looking appearance.
(3) broken through traditional monomer structure height width ratio, for superelevation layer structure provides huge space to bigger high development.
(4) connector between each single tower partly can be used as service channel and the public space use between each high building.
(5) floor level is made up of a plurality of Dan Ta plane, and each single tower enjoys sunlight and fresh air to the full as independently fire compartmentation, has improved the building class, and quality of the life is improved greatly.
Below by drawings and Examples, the technical solution of the utility model is described in further detail.
Description of drawings
Accompanying drawing is used to provide further understanding of the present utility model, and constitutes the part of manual, is used from explanation the utility model with embodiment one of the present utility model, does not constitute restriction of the present utility model.In the accompanying drawings:
Fig. 1 is two a towers combination elevation;
Fig. 2 is the floor plan of two towers combination;
Fig. 3～Fig. 6 is the elevation that the combination of two towers is provided with 2 layers, 4 layers, 8 layers, 16 layers connection truss respectively;
Fig. 7 is three a towers combination elevation;
Fig. 8 is the floor plan of three towers combination;
Fig. 9～Figure 12 is the elevation that the combination of three towers is provided with 2 layers, 4 layers, 8 layers, 16 layers connection truss respectively;
Figure 13 is four a towers combination elevation;
Figure 14 is the floor plan of four towers combination;
Figure 15～Figure 18 is the elevation that the combination of four towers is provided with 2 layers, 4 layers, 8 layers, 16 layers connection truss respectively;
Figure 19 two towers combination graphics;
Figure 20 three towers combination graphics;
Figure 21 four towers combination graphics.
Among the figure: 1-connects truss, 2-semi-girder truss, 3-core tube, 4-outside framework tube.
The specific embodiment
Below in conjunction with accompanying drawing preferred embodiment of the present utility model is described, should be appreciated that preferred embodiment described herein only is used for description and interpretation the utility model, and be not used in qualification the utility model.
For the super highrise building lateral load is the major control factor, so the test condition of the utility model embodiment 1～3 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) surface roughness category-B
(2) geological process
1) earthquake intensity: 7 degree
2) influence coefficient maximum value α
Max: 0.08
3) place Tg:0.65s eigenperiod
Shown in Fig. 1,2,19, two tower combined structure systems are made up of two symmetrically arranged superelevation layer high buildings, above 136 layers of ground, floor height 4.0m, building general height 544m; Single tower building plane is rectangular, adopts framework core barrel structure system, and the housing trestle is provided with the horizontal enhancement Layer of being made up of semi-girder truss 2 and waist truss (not shown) in 8 roads altogether and is used to be connected core tube 3 and outside framework tube 4 apart from being 10m.Single tower short side direction depth-width ratio reaches 13.6, and the long side direction depth-width ratio is 9.07, substantially exceeds specification limits, belongs to the very building of Gao Rou.In order to improve the performance of building at short side direction, two single towers evenly are being provided with 4 roads connection truss 1 respectively along four vertical positions between long limit, the employing mode of rigidly connecting connects.The top that wherein connects truss 1 links to each other with winding up of semi-girder truss 2.The span that connects truss 1 is 20m.Connect truss 1 and adopt steel work, steel material is Q345.
Under corresponding test condition, to carry out single tower earlier and calculate, the maximum relative storey displacement angle under the lateral load effect is 1/150, does not satisfy standard relative storey displacement angle far away and is not more than 1/500 limit value requirement.Then under two tower combined situation, change the number of plies (decision connects the rigidity of truss) that connects truss, be respectively 2 layers (as shown in Figure 3), 4 layers (as shown in Figure 4), 8 layers (as shown in Figure 5), 16 layers (as shown in Figure 6), maximum relative storey displacement angle under the lateral loads is respectively 1/449,1/648,1/973,1/1285, the difference of the setting of connector and monomer as can be seen is provided with 2 layers, 4 layers, 8 layers, the 16 layers enhancing efficiency behind the connector and is respectively 66%, 77%, 85% and 88%.
Shown in Fig. 7,8,20, three tower combined structure systems are made up of 3 superelevation layer high buildings, and adjacent high building is symmetrical arranged, above 136 layers of ground, floor height 4.0m, building general height 544m; The monolithic architecture plane is triangular in shape, each single tower adopts framework core barrel structure system, housing trestle distance is 7.8m, each single tower is the hexagon of length of side 11.5m and hexagonal bitubular formation that outside framework tube 4 is length of side 23m by core tube 3, is provided with the horizontal enhancement Layer of being made up of semi-girder truss 2 and waist truss (not shown) in 8 roads altogether and is used to be connected core tube 3 and outside framework tube 4.Between each single tower,, adopt the mode of rigidly connecting to connect respectively in that connection truss 1 in 4 roads evenly is set along four vertical positions.The top that wherein connects truss 1 links to each other with winding up of semi-girder truss 2.The average span that connects truss 1 is 20m.Connect truss 1 and adopt steel work, steel material is Q345.
Under corresponding test condition, to carry out single tower earlier and calculate, the maximum relative storey displacement angle under the lateral load effect is 1/180, does not satisfy standard relative storey displacement angle far away and is not more than 1/500 limit value requirement.Then under three tower combined situation, change the number of plies (decision connects the height of truss) that connects truss, be respectively 2 layers (as shown in Figure 9), 4 layers (as shown in figure 10), 8 layers (as shown in figure 11), 16 layers (as shown in figure 12), maximum relative storey displacement angle under the lateral loads is respectively 1/359,1/505,1/674,1/854, the situation that 2 layers, 4 layers, 8 layers, 16 layers connection truss and single tower are set is compared, the minimizing of maximum relative storey displacement angle reaches 50%, 64%, 73%, 79%, combined structure system is described, and monomer is very outstanding relatively on superior performance.
Shown in Figure 13,14,21, four tower combined structure systems are made up of four symmetrically arranged superelevation layer high buildings, above 136 layers of ground, floor height 4.0m, building general height 544m.Single tower building plane is square and adopts framework core barrel structure system, and the housing trestle is provided with the horizontal enhancement Layer of being made up of semi-girder truss 2 and waist truss (not shown) in 8 roads altogether and is used to be connected core tube 3 and outside framework tube 4 apart from being 10m.Single tower directions X depth-width ratio reaches 13.6, and Y direction depth-width ratio is 9.07, substantially exceeds specification limits, belongs to the very building of Gao Rou.Between adjacent each single tower,, adopt the mode of rigidly connecting to connect respectively not in that connection truss 1 in 4 roads evenly is set along four vertical positions.The top that wherein connects truss 1 links to each other with winding up of semi-girder truss 2.The average span that connects truss 1 is 20m.Connect truss 1 and adopt steel work, steel material is Q345.
Under corresponding test condition, to carry out single tower earlier and calculate, the maximum relative storey displacement angle under the lateral load effect is 1/139, does not satisfy standard relative storey displacement angle far away and is not more than 1/500 limit value requirement.Then under four tower combined situation, change the number of plies that connects truss, be respectively 2 layers (as shown in figure 15), 4 layers (as shown in figure 16), 8 layers (as shown in figure 17), 16 layers (as shown in figure 18), maximum relative storey displacement angle under lateral load is used is respectively 1/457,1/620,1/781,1/1107, the situation that two-layer connection truss and single tower are set is compared, and the minimizing of relative storey displacement angle reaches 69%, and the system holistic resistant behavior is good, resistance to capsizing and lateral rigidity are along with the increase that is connected the truss number of plies, sidesway has and further reduces trend, has reduced 87.5% during to 16 layers, has fully shown the superiority of system.Just the increase performance boost speed along with the connector number of plies descends relatively, should consider that actual design needs and economy decide the reasonable setting of the connector number of plies.
The foregoing description is that example describes with framework core barrel structure only, single tower structure of combination tower type structural construction system of the present utility model can also be the structural system of any suitable super highrise building, as long as according to actual requirement of engineering, mammoth structure of connection truss composition is set between each tower can realizes effect of the present utility model.Those skilled in the art are according to the needs of actual engineering, can regulate the quantity that connects truss, parameters such as height, span are set, and make the connection truss meet security requirement.
It should be noted that at last: the above only is preferred embodiment of the present utility model, be not limited to the utility model, although the utility model 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.All within spirit of the present utility model and principle, any modification of being done, be equal to replacement, improvement etc., all should be included within the protection domain of the present utility model.
Claims (8)
1. a combination tower type structural construction system is characterized in that, is combined by two or more contour high buildings, and adjacent high building is along center line and is symmetrical arranged; In described two high buildings combination, directly rigidly connect between the high building by a plurality of connection truss; In described plural high building combination, rigidly connect by a plurality of connection truss respectively between two high buildings that each high building is adjacent and form a polygonal combination.
2. combination tower type structural construction system according to claim 1 is characterized in that, described high building is a superelevation layer high building.
3. combination tower type structural construction system according to claim 1 is characterized in that described connection truss is a steel truss.
4. combination tower type structural construction system according to claim 1 is characterized in that, described each high building adopts framework core barrel structure, and wherein the enhancement Layer of being made up of the semi-girder truss between core tube and the outside framework tube is connected; And described connection truss is connected with the semi-girder truss of each high building.
5. combination tower type structural construction system according to claim 4 is characterized in that the top of described connection truss links to each other with winding up of semi-girder truss.
6. combination tower type structural construction system according to claim 4 is characterized in that described enhancement Layer also comprises the waist truss that links to each other with the semi-girder truss.
7. according to claim 1,2,3,4,5 or 6 described combination tower type structural construction systems, it is characterized in that described connection truss is 2 floor heights, 4 floor heights, 8 floor heights or 16 floor heights.
8. combination tower type structural construction system according to claim 1 is characterized in that, each the high building plane in described two high buildings combination is a rectangular configuration, connects truss and connects two long limits.
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| Application Number | Priority Date | Filing Date | Title |
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| CN2011200709043U CN201981802U (en) | 2011-03-17 | 2011-03-17 | Combined tower structure building system |
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| CN2011200709043U CN201981802U (en) | 2011-03-17 | 2011-03-17 | Combined tower structure building system |
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Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102162306A (en) * | 2011-03-17 | 2011-08-24 | 中国建筑设计研究院 | Building system of combined tower structure |
| CN104912349A (en) * | 2015-06-15 | 2015-09-16 | 北京清华同衡规划设计研究院有限公司 | Connected building |
| CN105604348A (en) * | 2015-12-28 | 2016-05-25 | 南阳师范学院 | Twin-tower type apartment storey structure with public spaces |
| CN107806181A (en) * | 2017-11-02 | 2018-03-16 | 杨洪 | A kind of mammoth structure of building |
-
2011
- 2011-03-17 CN CN2011200709043U patent/CN201981802U/en not_active Expired - Fee Related
Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102162306A (en) * | 2011-03-17 | 2011-08-24 | 中国建筑设计研究院 | Building system of combined tower structure |
| CN104912349A (en) * | 2015-06-15 | 2015-09-16 | 北京清华同衡规划设计研究院有限公司 | Connected building |
| CN105604348A (en) * | 2015-12-28 | 2016-05-25 | 南阳师范学院 | Twin-tower type apartment storey structure with public spaces |
| CN107806181A (en) * | 2017-11-02 | 2018-03-16 | 杨洪 | A kind of mammoth structure of building |
| WO2019085733A1 (en) * | 2017-11-02 | 2019-05-09 | 杨洪 | Mega structure of building |
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