CN112982669A - Eccentric annular large-cantilever prestressed steel structural system and construction method thereof - Google Patents

Eccentric annular large-cantilever prestressed steel structural system and construction method thereof Download PDF

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Publication number
CN112982669A
CN112982669A CN202110177262.5A CN202110177262A CN112982669A CN 112982669 A CN112982669 A CN 112982669A CN 202110177262 A CN202110177262 A CN 202110177262A CN 112982669 A CN112982669 A CN 112982669A
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China
Prior art keywords
floor
roof
structure layer
concrete core
cantilever
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CN202110177262.5A
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CN112982669B (en
Inventor
葛家琪
杨霄
王明珠
崔娟
苗磊
刘邦宁
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Architectural Design and Research Institute of Tsinghua University
China Aviation Planning and Design Institute Group Co Ltd
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Architectural Design and Research Institute of Tsinghua University
China Aviation Planning and Design Institute Group Co Ltd
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Priority to CN202110177262.5A priority Critical patent/CN112982669B/en
Priority claimed from CN202110177262.5A external-priority patent/CN112982669B/en
Publication of CN112982669A publication Critical patent/CN112982669A/en
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    • EFIXED CONSTRUCTIONS
    • E04BUILDING
    • E04BGENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
    • E04B1/00Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
    • E04B1/34Extraordinary structures, e.g. with suspended or cantilever parts supported by masts or tower-like structures enclosing elevators or stairs; Features relating to the elastic stability
    • EFIXED CONSTRUCTIONS
    • E04BUILDING
    • E04BGENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
    • E04B1/00Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
    • E04B1/34Extraordinary structures, e.g. with suspended or cantilever parts supported by masts or tower-like structures enclosing elevators or stairs; Features relating to the elastic stability
    • E04B1/3404Extraordinary structures, e.g. with suspended or cantilever parts supported by masts or tower-like structures enclosing elevators or stairs; Features relating to the elastic stability supported by masts or tower-like structures
    • EFIXED CONSTRUCTIONS
    • E04BUILDING
    • E04BGENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
    • E04B1/00Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
    • E04B1/34Extraordinary structures, e.g. with suspended or cantilever parts supported by masts or tower-like structures enclosing elevators or stairs; Features relating to the elastic stability
    • E04B1/3416Structures comprising mainly a central support column and a cantilevered roof
    • EFIXED CONSTRUCTIONS
    • E04BUILDING
    • E04BGENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
    • E04B5/00Floors; Floor construction with regard to insulation; Connections specially adapted therefor
    • E04B5/43Floor structures of extraordinary design; Features relating to the elastic stability; Floor structures specially designed for resting on columns only, e.g. mushroom floors
    • EFIXED CONSTRUCTIONS
    • E04BUILDING
    • E04BGENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
    • E04B7/00Roofs; Roof construction with regard to insulation
    • E04B7/14Suspended roofs

Abstract

The invention provides an eccentric annular large-cantilever prestressed steel structure system, which comprises a roof structure layer, a floor structure layer, an interlayer connecting support, a prestressed inhaul cable, a concrete core barrel, a conversion truss, a large-cantilever reinforcing inclined strut, a cable steel connecting node and a floor support plate, and is characterized in that: the component arrangement of the roof structure layer and the floor structure layer is consistent with the axis of the concrete core cylinder and is orthogonal; the lower concrete core barrel is symmetrically arranged on two sides of the structure, and at the axial line position of the concrete core barrel, the main cantilever members of the roof structure layer and the floor structure layer, the prestressed steel cables, the interlayer connecting supports among the main cantilever members, the conversion trusses, the large cantilever reinforcing diagonal braces and the like are connected to form four main cantilever giant trusses which serve as a transmission structure of main vertical force; the roof structure layer and the floor structure layer are connected through interlayer connecting supports, and the floor structure layer is connected with the concrete core barrel through a conversion truss; the external prestressed steel cable of the overhanging end is arranged on the upper chord of the roof structure layer, is anchored on the upper chord of the floor structure layer in a space cable distribution mode, and vertical and oblique components are not arranged between the roof structure layer and the floor structure layer except for the interlayer connecting support at the positions of the inner ring, the outer ring and the concrete core barrel.

Description

Eccentric annular large-cantilever prestressed steel structural system and construction method thereof
Technical Field
The invention belongs to the field of building steel structures, and relates to an eccentric annular large-cantilever prestressed steel structure system and a construction method thereof.
Background
Along with the continuous development of the aesthetic sense of modern people, the development of the building theory is changed day by day, under the continuous innovation of architects, the building shape is continuously updated and breaks through the tradition, a plurality of buildings with different shapes appear, and the steel structure becomes the first choice for building complex modern buildings due to the advantages of high strength, light dead weight, good overall rigidity, strong deformability, good weldability, strong plasticity and the like. For a large cantilever structure, the displacement of the cantilever end is large under the self-weight action of the structure, and the vertical load and the vertical earthquake action are control elements of the structure. For the building type of encorbelmenting greatly, in order to satisfy the security of structure, need increase the height of structure, increase the cross-section of component, will cause the increase of structure dead weight, the structure dead weight increases and leads to vertical load to increase, needs further increase the height of structure and component cross-section, forms nausea cycle, is difficult to reach the effect of building.
A certain skiing big diving tower building comprises an upper annular theme building, a middle slideway and a lower stand area, the whole form is a Chinese traditional 'Ruyi' shape, the top is an eccentric disc shape, and the building is light in overall shape and in a flying saucer-shaped suspension state. If a conventional overhanging structure form is adopted, the self weight of the structure is large, the structure is too bulky to achieve the building effect, and the internal space of the building is provided with the crisscross diagonal rods, so that the use requirement of the large internal space of the building cannot be met. In order to realize building modeling and building functions, a new structural system needs to be invented, and a structural scheme which accords with the mechanical principle, saves materials, is efficient and is easy to construct is constructed.
Disclosure of Invention
Solves the technical problem
The whole shape of a certain skiing big diving tower building is a Chinese traditional 'Ruyi' shape, the top part is in an asymmetric circular shape, and the inside is a through large building space. The rear part of the eccentric annular building is a concrete core cylinder connected with a lower structure and serves as a traffic box of a vertical elevator and a stair, the front part is cantilevered greatly and is provided with a hollow inner ring, the inner ring and the outer ring are asymmetrical front and back and are symmetrical left and right, structural members cannot be arranged inside the rings due to the influence of the front hollow inner ring, and the building shape of a conventional building structure system cannot be realized.
The invention provides an eccentric annular large-cantilever prestressed steel structure system, which solves the engineering technical problems of few steel structure pivots and large cantilever by utilizing the facade structure outside a building, and through the reasonable arrangement and interaction of a roof structure layer, a floor structure layer, an interlayer connecting support, a prestressed stay cable, a concrete core tube and the like; the elevator shaft and the stairwell are reasonably arranged to form a concrete core cylinder, main vertical and horizontal loads are borne, and the upper large cantilever steel structure and the lower concrete jointly act through the reasonable arrangement of the concrete to form an efficient space structure system; the eccentric annular large cantilever space prestressed steel structure system meets the building modeling and use requirements, reduces the construction cost and ensures the safety and stability of the structure.
Technical scheme
The invention provides an eccentric annular large-cantilever prestressed steel structure system, which comprises a roof structure layer, a floor structure layer, an interlayer connecting support, a prestressed inhaul cable, a concrete core barrel, a conversion truss, a large-cantilever reinforcing inclined strut, a cable steel connecting node and a floor support plate, and is characterized in that: the component arrangement of the roof structure layer and the floor structure layer is consistent with the axis of the concrete core cylinder and is orthogonal; the lower concrete core barrel is symmetrically arranged on two sides of the structure, and at the axial line position of the concrete core barrel, the main cantilever members of the roof structure layer and the floor structure layer, the prestressed steel cables, the interlayer connecting supports among the main cantilever members, the conversion trusses, the large cantilever reinforcing diagonal braces and the like are connected to form four main cantilever giant trusses which serve as a transmission structure of main vertical force; the roof structure layer and the floor structure layer are connected through interlayer connecting supports, and the floor structure layer is connected with the concrete core barrel through a conversion truss; the external prestressed steel cable of the overhanging end is arranged on the upper chord of the roof structure layer, is anchored on the upper chord of the floor structure layer in a space cable distribution mode, and vertical and oblique components are not arranged between the roof structure layer and the floor structure layer except for the interlayer connecting support at the positions of the inner ring, the outer ring and the concrete core barrel.
All the parts interact to form an efficient eccentric annular large-cantilever prestressed steel structure system, deformation of the structure under the action of vertical load can be effectively reduced by introducing the prestressed cable, and the use requirement of a large space of an internal building is met.
Furthermore, the roof structure layer is a ring-shaped structure with a convex top, a parallel lower part, a large-diameter hollow circle at the front end and an upward bulge; structural members are orthogonally arranged in the longitudinal direction and the transverse direction in the roof structural layer and are mutually connected, and the orthogonal members are connected with the roof inner ring member and the roof annular conversion member; the outer side of the annular conversion component of the roof is radially provided with an overhanging component at the end part of the roof and is connected with an outer ring component of the roof; the above components form an integral eccentric annular roof structure layer.
Furthermore, the floor structure layer is a ring shape with the top being parallel and level, the lower part being convex, and the front end being provided with a large-diameter hollow circle and the whole being convex downwards; structural members are orthogonally arranged in the floor structural layer along the longitudinal direction and the transverse direction and are mutually connected, and the orthogonally arranged members are connected with the floor inner ring member and the floor annular conversion member; the outer side of the floor annular conversion component is radially provided with a floor end overhanging component which is connected with a floor outer ring component; forming an integral eccentric annular floor structure layer.
Further, the roof outer ring member, the floor outer ring member, the structural members orthogonally arranged in the roof structural layer in the longitudinal direction and the transverse direction, the structural members orthogonally arranged in the floor structural layer in the longitudinal direction and the transverse direction, the roof annular conversion member, the roof end overhanging member, the floor annular conversion member and the floor end overhanging member all adopt plane trusses and also adopt solid-web combination beams; furthermore, the plane truss consists of an upper chord, a lower chord and web members, and the solid web type combined beam consists of an upper chord, a lower chord and a web plate; the upper chord and the lower chord adopt circular tubes, rectangular tubes, H-shaped or I-shaped steel beams, the web members adopt circular steel tubes or rectangular steel tubes, or H-shaped or I-shaped steel beams, and the webs adopt steel plates or double-layer steel plates; for the members of the floor structure layer, the upper chord adopts a rectangular pipe, an H-shaped or I-shaped steel beam.
Furthermore, a floor slab is arranged on the upper chord of the floor structure layer and is used as a floor slab of a building use space, and the floor slab adopts a reinforced concrete cast-in-place floor slab or an assembled light floor structure slab.
Furthermore, the outer ring interlayer connecting supports are arranged on the outer ring of the circular ring, the outer ring member of the roof structure layer and the outer ring member of the floor structure layer are connected with each other, and the outer ring supports are arranged in a V shape or in an N shape or an X shape; the inner ring interlayer connecting supports are arranged on the inner ring of the circular ring, the lower chord of the inner ring member of the roof structure layer is connected with the upper chord of the outer ring member of the floor structure layer, and the outer ring supports are arranged in a V shape or an N shape; the concrete core barrel is connected and supported between the layers and is arranged at the position of the concrete core barrel, and the concrete core barrel members of the floor structure layer of the roof structure layer are connected with each other.
Further, a roof main cantilever member is arranged inside the roof structure layer at the position of the transverse axis of the concrete core cylinder, and a floor main cantilever member is arranged inside the floor structure layer; the roof overhanging component and the floor main overhanging component are connected through interlayer connection support; the floor main cantilever member is connected with the concrete core barrel through a conversion truss; the top of the main cantilever member of the roof is provided with a prestressed stay cable, and the stay cable and an upper chord member of the main cantilever member of the roof are firmly connected at each member node by adopting a cable steel connecting node; the above components form four main suspended giant trusses with inner sides and outer sides; the fulcrum of the main cantilever giant truss is a concrete core cylinder which is a key part of the whole structure system.
Furthermore, the inner side main cantilever giant truss is tangent with the inner ring member and shares part of rod pieces, the front section of the prestressed inhaul cable is arranged at the front end of the upper chord of the inner ring truss of the roof in a semicircular manner, the middle section of the prestressed inhaul cable is arranged on the upper chord of the main cantilever member of the roof in parallel, and the rear section of the prestressed inhaul cable is anchored on the main chord of the main cantilever member of the floor in an inclined and downward manner; the two inner main cantilever giant trusses are connected and supported by the inner rings of the inner ring members to form a whole.
Furthermore, the front section of the prestressed stay cable of the outer-side main cantilever giant truss is arranged on the upper chord of the roof main cantilever member, and the rear section of the prestressed stay cable is anchored on the floor main cantilever member in an inclined and downward manner.
Further, the cable steel connecting node consists of an upper cover plate, a lower cover plate, a connecting bolt and a cable hole; the preferable upper cover plate and the lower cover plate are produced by adopting a mechanical lathe machining mode; the direction and radian of the upper cover plate and the lower cover plate are the same as the upper chord of the component connected with the upper cover plate and the lower cover plate; half of the cable hole is reserved between the upper cover plate and the lower cover plate respectively, and polytetrafluoroethylene is adhered to the inner side of the cable hole; the lower cover plate is welded with the upper chord of the component by factory welding.
The invention provides a construction method of an eccentric annular large cantilever prestressed steel structural system, which comprises the following steps:
the construction scheme is as follows:
the method comprises the following steps of constructing a concrete core barrel, and rooting the concrete core barrel on a foundation by adopting cast-in-place construction.
And secondly, installing a conversion truss at the top of the concrete core cylinder and part of rods of the corresponding interlayer diagonal bracing members, extending for a certain height, and erecting four rear-end temporary lifting jig frames at the top. And a front end temporary lifting jig frame is arranged at the center of the circular hollow inner circle at the front end of the annular upper steel structure.
And thirdly, leveling the ground or erecting an assembling platform, and integrally assembling the ground. The peripheral steel structures at the corresponding positions of the four floor concrete core cylinders are not welded temporarily, so that the whole steel structure can vertically penetrate through the concrete core cylinders; after the steel structure is assembled, the prestressed cable is primarily tensioned, a floor slab of a floor structure layer is constructed, and if the floor slab adopts a reinforced concrete floor slab, a reasonable post-construction casting belt needs to be reserved.
Fourthly, arranging lifting devices at the tops of the four temporary lifting jig frames, and fixedly connecting the lifting devices to a top cross beam, wherein the lifting devices are connected with an upper chord of the roof structure layer through a plurality of lifting slings; the top of the front end temporary lifting jig frame is provided with a temporary lifting device which is fixedly connected to the top cross beam, the lifting device is connected with the lower lifting conversion beam through a plurality of lifting slings, the lower lifting conversion beam is connected with the upper chord of the roof structure layer through a plurality of temporary guys, and the lengths of the temporary guys are unchanged in the lifting process. The rear-end temporary jig frame is formed by connecting a part of rod pieces of the floor cantilever member and a newly-added part of jig frames by utilizing an original through conversion truss of the structure and an interlayer connection support of a concrete core tube part and a roof cantilever member, and serves as a temporary lifting jig frame in the construction process.
Fifthly, lifting the whole structure, wherein a night pressing servo lifting system controlled by a computer is adopted in the lifting process to keep the lifting synchronization, and monitoring and emergency plans are made in the lifting process; and after the concrete core tube is lifted to the designed elevation, repair welding is carried out on the concrete core tube steel structural members.
And sixthly, unloading the lifting device at the position of the concrete core cylinder after the repair welding of the steel structure at the position of the concrete core cylinder is finished, and stretching the prestressed stay cable after the structure is stable, wherein the prestressed stay cable adopts a synchronous end part stretching mode and is stretched in stages.
And seventhly, carrying out whole-process simulation analysis on the preliminary construction scheme, checking components in the construction process of the structure, determining the blanking length of the prestressed stay cable, determining the tension force, determining the graded tension proportion, determining the position of a post-cast strip of the concrete floor slab and the reinforcement measure of the floor slab, and reinforcing the over-stressed components caused by construction.
And eighthly, fine adjustment is carried out on the preliminary construction scheme according to the result of the whole process simulation analysis, the final construction step is determined, and the acceptance standard is formulated according to the simulation analysis structure.
And ninthly, carrying out integral lifting construction installation according to the determined construction steps, monitoring the stress and displacement of the structure in the lifting process and the whole process, carrying out comparative analysis on the analysis of the monitoring process and the whole process, and finishing the structure construction.
Advantageous effects
The invention provides an eccentric annular large cantilever prestressed steel structural system, wherein the annular structural system realizes 'desirable' meaning and shape; by utilizing the vertical surface structure outside a building, the engineering technical problems of few steel structure pivots and large overhang are solved through the reasonable arrangement and interaction of a roof structure layer, a floor structure layer, interlayer connection support, a prestressed stay cable, a concrete core tube and the like; the elevator shaft and the stairwell are reasonably arranged to form a concrete core cylinder, main vertical and horizontal loads are borne, and the upper large cantilever steel structure and the lower concrete jointly act through the reasonable arrangement of the concrete to form an efficient space structure system; through setting up the prestressing force cable, further improve the vertical rigidity of integral steel structure, realized safety and the economic nature that this structure encorbelmented greatly.
The invention provides an eccentric annular large-cantilever prestressed steel structure system which comprises a roof structure layer, a floor structure layer and interlayer connecting supports, wherein the roof structure layer, the floor structure layer and the interlayer connecting supports are arranged on an outer ring periphery and a hollow inner ring periphery through a conversion truss, in addition, vertical and oblique components are not arranged between the roof structure layer and the floor structure layer, the arrangement of vertical upright columns is greatly reduced, a column-free large space is created, the use requirement of a building is met, and meanwhile, the safety and the economy of the structure are ensured.
According to the eccentric annular large-cantilever prestressed steel structure system, the main cantilever giant truss is arranged at the position of the transverse axis of the concrete core cylinder, so that the main vertical load of the whole structure can be directly transmitted to the core cylinder of the structure, and the structure is stressed clearly; the top of the main cantilever giant truss is provided with a prestressed stay cable, the front section of the prestressed stay cable is arranged at the front end of the upper chord of the roof inner ring truss in a semicircular mode, the rear section of the prestressed stay cable is anchored on a floor main cantilever member in an inclined mode, prestress is applied to the stay cable, the prestress is uniformly transmitted to the front end of the cantilever structure, and the cantilever section forms a jacking force opposite to gravity, so that a self-balancing structural system is formed. The stress of the structure can be effectively adjusted, the structural deformation can be reduced, the structural height can be reduced, and the structural consumption can be reduced by reasonably introducing self-balancing prestress.
The roof structure layer and the floor structure layer are used as main structure system arrangement spaces and can be used as arrangement spaces of equipment and pipelines. The construction scheme utilizes a concrete core tube and a temporary lifting jig frame to carry out integral lifting, the number of scaffolds can be reduced, high-altitude operation can be greatly reduced, the number of constructors can be reduced, working hours can be reduced, the construction speed can be increased, and the construction quality can be improved.
Drawings
The invention can be further illustrated by the non-limiting embodiments presented in the figures of the accompanying drawings:
FIG. 1 is an elevation view of the overall structure;
FIG. 2 is a plan view of the overall structure;
FIG. 3 is a plan view of a structural layer of the roof;
FIG. 4 is a three-dimensional view of a structural layer of a roof;
FIG. 5 is a plan view of a floor structure layer;
FIG. 6 is a three-dimensional view of a floor structure layer;
FIG. 7 is a three-dimensional view of an arrangement of interlayer connection supports;
FIG. 8 is a plan view of an interlayer connection support arrangement
FIG. 9 shows an outer major cantilever truss;
FIG. 10 shows a large cantilever truss with large inner side;
FIG. 11 is a plan view of a cable arrangement;
FIG. 12 is a three-dimensional drawing of cable layout;
FIG. 13 is a diagram of a cable steel connection node;
FIG. 14 is a cross-sectional view of a cable steel joint.
Fig. 15 is a schematic view of the overall lift.
In the drawings: 1-a roof structure layer, 2-a floor structure layer, 3-interlayer connecting supports, 4-a conversion truss, 5-a concrete core cylinder, 6-a large cantilever reinforcing diagonal brace, 7-a prestressed inhaul cable, 8-a cable steel connecting node and 9-a floor panel; 10-a hollow inner circle of the roof structure layer and 20-a hollow inner circle of the floor structure layer; 11-a roof inner ring component, 12-a roof outer ring component, 13-a roof longitudinal component, 14-a roof cross component, 15-a roof main cantilever component I, 16-a roof main cantilever component II and 17 are roof annular conversion components and 18-a roof end cantilever component;
in the drawings: 21-a floor inner ring component, 22-a floor outer ring component, 23-a floor longitudinal component, 24-a floor transverse component, 25-a floor primary overhanging component I, 26-a floor outer side primary overhanging component II, 27-a floor annular conversion truss and 28-a floor end overhanging component;
in the drawings: 31-outer ring interlayer connecting support, 32-inner ring interlayer connecting support, 33-concrete core tube interlayer connecting support I and 34-concrete core tube interlayer connecting support II;
in the drawings: 71-a first prestressed stay and 72-a second prestressed stay;
in the drawings: an upper cover plate of the 81-cable steel connecting node and a lower cover plate of the 82-cable steel connecting node; 83-connecting bolt, 7-inhaul cable, 84-polytetrafluoroethylene;
in the drawings: 91 front end temporary lifting jig, 92 temporary guy cable, 93 lifting sling, 94-lifting device, 95 lifting transfer beam, 96-top cross beam, 97-rear end lifting jig.
Detailed Description
In order that those skilled in the art may better understand the present invention, the following detailed description of the invention is provided in conjunction with the accompanying drawings.
Referring to fig. 1 to 14, an eccentric ring-shaped large cantilever prestressed steel structure of the present invention comprises: the roof structure layer comprises a roof structure layer 1, a floor structure layer 2, an interlayer connecting support 3, a part conversion truss 4 at the top of a concrete core barrel, the concrete core barrel 5, a large cantilever reinforcing inclined strut 6, a prestressed inhaul cable 7, a cable steel connecting node 8 and a floor plate 9. The component arrangement of the roof structural layer 1 and the floor structural layer 2 is consistent with the axis of the concrete core cylinder 5; the roof structure layer 1 and the floor structure layer 2 are connected through an interlayer connecting support 3, and the floor structure layer 2 is connected with a concrete core barrel 5 through a top conversion truss 4 of the concrete core barrel; the prestressed stay cable 7 at the overhanging end is arranged at the upper chord of the structural layer 1 of the roof, and the end part of the prestressed stay cable is anchored at the upper chord of the structural layer 2 of the floor in an inclined downward manner in a spatial cable distribution manner; all the parts interact to form an integral structure, the deformation of the structure under the action of vertical load can be effectively reduced by introducing the prestressed cable, and an efficient annular large cantilever space prestressed steel structure system is formed.
As shown in fig. 3 and 4, the roof structure layer 1 has a convex top, a flat lower part, a large-diameter hollow circle 10 at the front end, and a convex circular ring shape as a whole; the roof structure layer 1 is arranged longitudinally of the layer. The roof longitudinal member 13 and the roof transverse member 14 which is transversely arranged are orthogonally connected in the longitudinal direction and the transverse direction; a first roof main cantilever member 15 and a second roof main cantilever member 16 are respectively arranged at the inner side and the outer side of the transverse axis position corresponding to the concrete core barrel 5; longitudinal and transverse cross-connecting members 13, 14, 15, 16 are connected with the inner ring member 11 of the roof and the annular converting member 17 of the roof; a roof end part overhanging component 18 is radially arranged outside the roof annular conversion component 17 and is connected with the roof outer ring component 12; the inner roof main cantilever member one 15 and the roof inner ring member 11 are partially overlapped. The above components are connected to form an integral annular roof structure layer 1.
As shown in fig. 5 and 6, the floor structure layer 2 is a ring shape with a flat top and a convex lower part, a large-diameter hollow circle 20 is arranged at the front end, and the whole body is convex downwards; the floor structure layer 2 is formed by orthogonally connecting a longitudinally-arranged floor longitudinal member 23 and a transversely-arranged floor transverse member 24 in the longitudinal and transverse directions, and a first floor main cantilever member 25 and a second floor main cantilever member 26 are respectively arranged on the inner side and the outer side of the floor structure layer at the position corresponding to the transverse axis of the concrete core barrel 5; longitudinal and transverse cross-linked members 23, 24, 25, 26 are connected to the floor inner ring member 21 and the floor ring transition member 27; the outer side of the floor annular conversion member 27 is radially provided with a floor end overhanging member 28 which is connected with the floor outer ring member 22; the inner floor main cantilever member I25 is partially overlapped with the floor inner ring member 21; the above components are interconnected to form an integral annular floor structure layer 2.
As shown in fig. 1, 7 and 8, the interlayer connection support 3 includes: an interlayer outer ring connecting support 31, an interlayer inner ring connecting support 32, a first concrete core tube interlayer connecting support 33 and a second concrete core tube interlayer connecting support 34; an outer ring connection support 31 is arranged at the outer ring of the circular ring, and connects the outer ring member 11 of the roof structure layer 1 and the outer ring member 21 of the floor structure layer 2 with each other; the inner ring interlayer connecting support 32 is arranged in the inner ring of the circular ring, and connects the lower part of the roof inner ring member 12 and the upper part 22 of the floor inner ring member with each other, so that the roof structure layer 1 and the floor structure layer 2 are connected into a whole.
Referring to fig. 7, 8, 9, 11 and 12, at the position of the inner lateral axis of the concrete core tube 5, a first roof main cantilever member 15 is arranged inside the roof structure layer 1, and a first floor main cantilever member 25 is arranged inside the floor structure layer 2; the first roof main cantilever member 15 and the first floor main cantilever member 25 are connected through a first concrete core barrel interlayer connecting support 33; the first floor main cantilever member 25 is connected with the concrete core barrel 5 through the top conversion truss 4 of the concrete core barrel; the first roof main cantilever member 15 is tangent to the inner roof ring member 11, a prestressed stay cable 71 is arranged at the tops of the first roof main cantilever member 15 and the main string of the inner roof ring member 11, and the stay cable and the main string of the member are firmly connected at each member node by adopting a cable steel connecting node 8; the front section of the prestressed guy cable 71 is arranged at the front end of the inner ring member 11 of the roof in a semicircular shape, is arranged at the upper chord of the main overhanging member I15 of the roof, and the rear section is anchored on the upper chord of the first floor overhanging member 25 in an inclined and downward mode.
As shown in fig. 7, 8, 10, 11 and 12, at the position of the lateral axis outside the concrete core tube 5, a second roof main cantilever member 16 is arranged inside the roof structure layer 1, and a second floor main cantilever member 26 is arranged inside the floor structure layer 2; the second roof main cantilever member 16 and the second floor main cantilever member 26 are connected through an interlayer connecting support 34 in the concrete core barrel, and the lower side of the second floor main cantilever member 26 is connected with the top conversion truss 4 of the concrete core barrel and the concrete core barrel 5; a prestressed stay cable 72 is arranged at the top of the main string of the second main overhanging component 16 of the roof, and the stay cable and the main string of the component are firmly connected at each component node by adopting a cable steel connecting node 8; the front section of the prestressed guy cable 72 is arranged on the upper chord five of the second roof main cantilever member 15, and the rear section is anchored obliquely downwards on the upper chord of the second floor main cantilever member 26.
The concrete core tube 5 serves as a structural main lateral force resisting member and a load bearing vertical force member to ensure that the lower structure has sufficient strength and rigidity. The concrete core barrel 5 is used as a grounding point, the conversion truss 4 is connected with structural members of the floor structural layer 2, the interlayer bracing member 3 and the roof structural layer 1, and the torsion effect of the main body structure is controlled through the combined action of the concrete core barrel 5 and the outer ring interlayer bracing 31, so that the structural integrity is improved.
The cable steel connecting node 8 consists of an upper cover plate 81, a lower cover plate 82, a connecting bolt 83 and a polytetrafluoroethylene coating; the upper cover plate 81 and the lower cover plate 82 are produced by adopting a mechanical lathe machining mode; the directions and radians of the upper cover plate 81 and the lower cover plate 82 are the same as the upper chord of the component connected with the upper cover plate; half of the cable holes are reserved between the upper cover plate 81, the lower cover plate 82 and the cable holes, and polytetrafluoroethylene 85 is pasted on the inner sides of the cable holes; the lower cover plate 82 and the upper chord of the component are welded together by factory welding, and after the prestress tension is finished, the fastening bolt 83 is screwed down.
The annular large cantilever prestressed steel structure system comprises the following concrete implementation steps:
firstly, a preliminary construction scheme is formulated, wherein the preliminary construction scheme is as follows:
firstly, constructing a concrete core tube 5, and rooting the concrete core tube 5 on a foundation by adopting cast-in-place construction.
Secondly, installing a conversion truss 4 at the top of the concrete core barrel 5 and part of rods of the corresponding interlayer diagonal bracing members 3, and extending for a certain height to form 4 rear-end lifting jig frames 97; a front end temporary lifting jig frame 91 is provided at the center of the inner ring.
And thirdly, leveling the ground or erecting an assembling platform to carry out integral assembling. The peripheral steel structures at the corresponding positions of the floor concrete core cylinders 5 are not spliced and welded temporarily, so that the whole steel structure can vertically penetrate through the concrete core cylinders 5; after the steel structure is assembled, the prestressed cable 7 is primarily tensioned, a floor 9 arranged on the upper chord of the floor structure layer is constructed, and if the floor 9 adopts a reinforced concrete floor slab, a reasonable construction post-pouring zone needs to be reserved.
Fourthly, arranging a lifting device 94 at the top of the rear end temporary lifting jig frame 97, and fixedly connecting the lifting device 94 to a top cross beam 96, wherein the lifting device 94 is connected with the upper chord of the roof structure layer 1 through a plurality of lifting slings 93; the temporary lifting device 94 is arranged at the top of the front end temporary lifting jig frame 91 and is fixedly connected to the top cross beam 96, the lifting device 94 is connected with the lower lifting conversion beam 95 through a plurality of lifting suspension ropes 93, the lower lifting conversion beam 95 is connected with the upper chord of the roof structure layer 1 through a plurality of temporary stay ropes 92, and the length of the temporary stay ropes 92 is unchanged in the lifting process. The rear-end temporary jig frame 97 is formed by connecting part of rod pieces of the floor cantilever members 16 and 26 and newly-added part of jig frames by utilizing the original conversion truss 4, the interlayer connecting supports 34 and 33 of the concrete core barrel, the roof cantilever members 15 and 25 and the floor cantilever members 16 and 26 of the structure, and is used as a temporary lifting jig frame 97 in the construction process.
Fifthly, lifting the whole structure, wherein a night pressing servo lifting system controlled by a computer is adopted in the lifting process to keep the lifting synchronization, and monitoring and emergency plans are made in the lifting process; and after the concrete core tube 5 is lifted to the designed elevation, repair welding is carried out on the steel structure members around the concrete core tube 5.
Sixthly, after the repair welding of the steel structure at the position of the concrete core cylinder 5 is completed, unloading the lifting device 94 at the position of the concrete core cylinder 5, and after the structure is stable, tensioning the prestressed stay rope 7, wherein the prestressed stay rope 7 adopts a synchronous end tensioning mode and is tensioned in stages.
And seventhly, carrying out whole-process simulation analysis on the preliminary construction scheme, checking components in the construction process of the structure, determining the blanking length of the prestressed stay cable, determining the tension force, determining the graded tension proportion, determining the position of a post-cast strip of the concrete floor slab and the reinforcement measure of the floor slab, and reinforcing the over-stressed components caused by construction.
And eighthly, fine adjustment is carried out on the preliminary construction scheme according to the result of the whole process simulation analysis, the final construction step is determined, and the acceptance standard is formulated according to the simulation analysis structure.
And ninthly, carrying out integral lifting construction installation according to the determined construction steps, monitoring the stress and displacement of the structure in the lifting process and the whole process, carrying out comparative analysis on the analysis of the monitoring process and the whole process, and finishing the structure construction.
The reducible scaffold frame quantity of this scheme, the high altitude construction that significantly reduces, reduction constructor quantity reduces man-hour for construction speed improves construction quality.

Claims (10)

1. The utility model provides an eccentric cyclic annular prestressing force steel structural system of encorbelmenting greatly, includes roof structural layer, floor structural layer, interlaminar joint support, prestressing force cable, concrete core section of thick bamboo, conversion truss, encorbelments greatly and strengthens bracing, cable steel connected node and floor backup pad, its characterized in that: the component arrangement of the roof structure layer and the floor structure layer is consistent with the axis of the concrete core cylinder and is orthogonal; the lower concrete core barrel is symmetrically arranged on two sides of the structure, and at the axial line position of the concrete core barrel, the main cantilever members of the roof structure layer and the floor structure layer, the prestressed steel cables, the interlayer connecting supports among the main cantilever members, the conversion trusses, the large cantilever reinforcing diagonal braces and the like are connected to form four main cantilever giant trusses which serve as a transmission structure of main vertical force; the roof structure layer and the floor structure layer are connected through interlayer connecting supports, and the floor structure layer is connected with the concrete core barrel through a conversion truss; the external prestressed steel cable of the overhanging end is arranged on the upper chord of the roof structure layer, is anchored on the upper chord of the floor structure layer in a space cable distribution mode, and vertical and oblique components are not arranged between the roof structure layer and the floor structure layer except for the interlayer connecting support at the positions of the inner ring, the outer ring and the concrete core barrel.
2. The eccentric annular large cantilever prestressed steel structure system of claim 1, wherein: the roof structure layer is a ring-shaped structure with a convex top and a flat lower part, and a large-diameter hollow circle is arranged at the front end and is integrally convex upwards; structural members are orthogonally arranged in the longitudinal direction and the transverse direction in the roof structural layer and are mutually connected, and the orthogonal members are connected with the roof inner ring member and the roof annular conversion member; the outer side of the annular conversion component of the roof is radially provided with an overhanging component at the end part of the roof and is connected with an outer ring component of the roof; the above components form an integral eccentric annular roof structure layer.
3. The eccentric annular large cantilever prestressed steel structure system of claim 1, wherein: the floor structure layer is a ring shape with the top being parallel and level, the lower part being convex, and the front end being provided with a large-diameter hollow circle and the whole being convex downwards; structural members are orthogonally arranged in the floor structural layer along the longitudinal direction and the transverse direction and are mutually connected, and the orthogonally arranged members are connected with the floor inner ring member and the floor annular conversion member; the outer side of the floor annular conversion component is radially provided with a floor end overhanging component which is connected with a floor outer ring component; forming an integral eccentric annular floor structure layer.
4. The eccentric annular large cantilever prestressed steel structure system of claim 1, wherein: the roof outer ring component, the floor outer ring component, the structural component which is orthogonally arranged in the roof structural layer along the longitudinal direction and the transverse direction, the structural component which is orthogonally arranged in the floor structural layer along the longitudinal direction and the transverse direction, the roof annular conversion component, the roof end part overhanging component, the floor annular conversion component and the floor end part overhanging component all adopt plane trusses and also adopt solid web combination beams; furthermore, the plane truss consists of an upper chord, a lower chord and web members, and the solid web type combined beam consists of an upper chord, a lower chord and a web plate; the upper chord and the lower chord adopt circular tubes, rectangular tubes, H-shaped or I-shaped steel beams, the web members adopt circular steel tubes or rectangular steel tubes, or H-shaped or I-shaped steel beams, and the webs adopt steel plates or double-layer steel plates; for the members of the floor structure layer, the upper chord adopts a rectangular pipe, an H-shaped or I-shaped steel beam.
5. The eccentric annular large cantilever prestressed steel structure system of claim 1, wherein: the upper chord of the floor structure layer is provided with a floor slab as a floor slab of a building use space, and the floor slab adopts a reinforced concrete cast-in-place floor slab or an assembled light floor structure slab.
6. The eccentric annular large cantilever prestressed steel structure system of claim 1, wherein: the outer ring interlayer connecting supports are arranged on the outer ring of the circular ring, the outer ring member of the roof structure layer and the outer ring member of the floor structure layer are connected with each other, and the outer ring supports are arranged in a V shape or in an N shape or an X shape; the inner ring interlayer connecting supports are arranged on the inner ring of the circular ring, the lower chord of the inner ring member of the roof structure layer is connected with the upper chord of the outer ring member of the floor structure layer, and the outer ring supports are arranged in a V shape or an N shape; the concrete core barrel is connected and supported between the layers and is arranged at the position of the concrete core barrel, and the concrete core barrel members of the floor structure layer of the roof structure layer are connected with each other.
7. The eccentric annular large cantilever prestressed steel structure system of claim 1, wherein: at the position of the transverse axis of the concrete core barrel, a roof main cantilever member is arranged inside a roof structural layer, and a floor main cantilever member is arranged inside a floor structural layer; the roof overhanging component and the floor main overhanging component are connected through interlayer connection support; the floor main cantilever member is connected with the concrete core barrel through a conversion truss; the top of the main cantilever member of the roof is provided with a prestressed stay cable, and the stay cable and an upper chord member of the main cantilever member of the roof are firmly connected at each member node by adopting a cable steel connecting node; the above components form four main suspended giant trusses with inner sides and outer sides; the fulcrum of the main cantilever giant truss is a concrete core cylinder.
8. The eccentric annular large cantilever prestressed steel structure system of claim 1, wherein: the inner side main cantilever giant truss is tangent to the inner ring member and shares part of rods, the front section of the prestressed inhaul cable is arranged at the front end of the upper chord of the inner ring truss of the roof in a semicircular manner, the middle section of the prestressed inhaul cable is arranged on the upper chord of the main cantilever member of the roof in a parallel manner, and the rear section of the prestressed inhaul cable is anchored on the main chord of the main cantilever member of the floor in an inclined manner; the two inner main cantilever giant trusses are connected and supported by the inner rings of the inner ring members to form a whole.
9. The system of claim 8, wherein the prestressed steel structure is characterized in that: the front section of a prestressed stay cable of the outer side main cantilever giant truss is arranged on the upper chord of a main cantilever member of the roof, and the rear section of the prestressed stay cable is anchored on the main cantilever member of the floor in an inclined and downward manner; the cable steel connecting node consists of an upper cover plate, a lower cover plate, a connecting bolt and a cable hole; the preferable upper cover plate and the lower cover plate are produced by adopting a mechanical lathe machining mode; the direction and radian of the upper cover plate and the lower cover plate are the same as the upper chord of the component connected with the upper cover plate and the lower cover plate; half of the cable hole is reserved between the upper cover plate and the lower cover plate respectively, and polytetrafluoroethylene is adhered to the inner side of the cable hole; the lower cover plate is connected with the upper chord of the component in a welding way.
10. A construction method of an eccentric annular large cantilever prestress steel structure system is characterized by comprising the following steps: the construction scheme is as follows:
the method comprises the following steps of constructing a concrete core barrel, and rooting the concrete core barrel on a foundation by adopting cast-in-place construction.
And secondly, installing a conversion truss at the top of the concrete core cylinder and part of rods of the corresponding interlayer diagonal bracing members, extending for a certain height, and erecting four rear-end temporary lifting jig frames at the top. And a front end temporary lifting jig frame is arranged at the center of the circular hollow inner circle at the front end of the annular upper steel structure.
And thirdly, leveling the ground or erecting an assembling platform, and integrally assembling the ground. The peripheral steel structures at the corresponding positions of the four floor concrete core cylinders are not welded temporarily, so that the whole steel structure can vertically penetrate through the concrete core cylinders; after the steel structure is assembled, the prestressed cable is primarily tensioned, a floor slab of a floor structure layer is constructed, and if the floor slab adopts a reinforced concrete floor slab, a reasonable post-construction casting belt needs to be reserved.
Fourthly, arranging lifting devices at the tops of the four temporary lifting jig frames, and fixedly connecting the lifting devices to a top cross beam, wherein the lifting devices are connected with an upper chord of the roof structure layer through a plurality of lifting slings; the top of the front end temporary lifting jig frame is provided with a temporary lifting device which is fixedly connected to the top cross beam, the lifting device is connected with the lower lifting conversion beam through a plurality of lifting slings, the lower lifting conversion beam is connected with the upper chord of the roof structure layer through a plurality of temporary guys, and the lengths of the temporary guys are unchanged in the lifting process. The rear-end temporary jig frame is formed by connecting a part of rod pieces of the floor cantilever member and a newly-added part of jig frames by utilizing an original through conversion truss of the structure and an interlayer connection support of a concrete core tube part and a roof cantilever member, and serves as a temporary lifting jig frame in the construction process.
Fifthly, lifting the whole structure, wherein a night pressing servo lifting system controlled by a computer is adopted in the lifting process to keep the lifting synchronization, and monitoring and emergency plans are made in the lifting process; and after the concrete core tube is lifted to the designed elevation, repair welding is carried out on the concrete core tube steel structural members.
And sixthly, unloading the lifting device at the position of the concrete core cylinder after the repair welding of the steel structure at the position of the concrete core cylinder is finished, and stretching the prestressed stay cable after the structure is stable, wherein the prestressed stay cable adopts a synchronous end part stretching mode and is stretched in stages.
And seventhly, carrying out whole-process simulation analysis on the preliminary construction scheme, checking components in the construction process of the structure, determining the blanking length of the prestressed stay cable, determining the tension force, determining the graded tension proportion, determining the position of a post-cast strip of the concrete floor slab and the reinforcement measure of the floor slab, and reinforcing the over-stressed components caused by construction.
And eighthly, fine adjustment is carried out on the preliminary construction scheme according to the result of the whole process simulation analysis, the final construction step is determined, and the acceptance standard is formulated according to the simulation analysis structure.
And ninthly, carrying out integral lifting construction installation according to the determined construction steps, monitoring the stress and displacement of the structure in the lifting process and the whole process, carrying out comparative analysis on the analysis of the monitoring process and the whole process, and finishing the structure construction.
CN202110177262.5A 2021-02-09 Eccentric annular large-cantilever prestressed steel structural system and construction method thereof Active CN112982669B (en)

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