CN114575462B - Woven annular building structure - Google Patents
Woven annular building structure Download PDFInfo
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- CN114575462B CN114575462B CN202210285603.5A CN202210285603A CN114575462B CN 114575462 B CN114575462 B CN 114575462B CN 202210285603 A CN202210285603 A CN 202210285603A CN 114575462 B CN114575462 B CN 114575462B
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- 229910000831 Steel Inorganic materials 0.000 claims abstract description 114
- 239000010959 steel Substances 0.000 claims abstract description 114
- 239000002131 composite material Substances 0.000 claims abstract description 20
- 230000002457 bidirectional effect Effects 0.000 claims abstract description 8
- 239000004567 concrete Substances 0.000 claims description 12
- 239000011150 reinforced concrete Substances 0.000 claims description 8
- 238000009826 distribution Methods 0.000 claims description 6
- 238000005192 partition Methods 0.000 claims description 2
- 238000011065 in-situ storage Methods 0.000 abstract description 5
- 238000000034 method Methods 0.000 abstract description 3
- 239000012528 membrane Substances 0.000 description 4
- 238000004458 analytical method Methods 0.000 description 3
- 238000005452 bending Methods 0.000 description 3
- 230000009286 beneficial effect Effects 0.000 description 2
- 238000010276 construction Methods 0.000 description 2
- 238000004364 calculation method Methods 0.000 description 1
- 238000004891 communication Methods 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 238000013461 design Methods 0.000 description 1
- 238000011161 development Methods 0.000 description 1
- 239000011521 glass Substances 0.000 description 1
- 238000009434 installation Methods 0.000 description 1
- 238000004519 manufacturing process Methods 0.000 description 1
- 239000002184 metal Substances 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 230000035515 penetration Effects 0.000 description 1
- 230000002787 reinforcement Effects 0.000 description 1
- 230000003014 reinforcing effect Effects 0.000 description 1
- 238000011160 research Methods 0.000 description 1
- 230000003313 weakening effect Effects 0.000 description 1
- 238000003466 welding Methods 0.000 description 1
Classifications
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
- E04B1/342—Structures covering a large free area, whether open-sided or not, e.g. hangars, halls
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
- E04B1/18—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons
- E04B1/24—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons the supporting parts consisting of metal
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
- E04B1/18—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons
- E04B1/24—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons the supporting parts consisting of metal
- E04B1/2403—Connection details of the elongated load-supporting parts
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
- E04B1/38—Connections for building structures in general
- E04B1/58—Connections for building structures in general of bar-shaped building elements
- E04B1/5806—Connections for building structures in general of bar-shaped building elements with a cross-section having an open profile
- E04B1/5812—Connections for building structures in general of bar-shaped building elements with a cross-section having an open profile of substantially I - or H - form
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
- E04B1/38—Connections for building structures in general
- E04B1/58—Connections for building structures in general of bar-shaped building elements
- E04B1/5825—Connections for building structures in general of bar-shaped building elements with a closed cross-section
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B5/00—Floors; Floor construction with regard to insulation; Connections specially adapted therefor
- E04B5/16—Load-carrying floor structures wholly or partly cast or similarly formed in situ
- E04B5/17—Floor structures partly formed in situ
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04C—STRUCTURAL ELEMENTS; BUILDING MATERIALS
- E04C3/00—Structural elongated elements designed for load-supporting
- E04C3/02—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces
- E04C3/04—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces of metal
- E04C3/06—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces of metal with substantially solid, i.e. unapertured, web
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04C—STRUCTURAL ELEMENTS; BUILDING MATERIALS
- E04C3/00—Structural elongated elements designed for load-supporting
- E04C3/02—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces
- E04C3/04—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces of metal
- E04C3/11—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces of metal with non-parallel upper and lower edges, e.g. roof trusses
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04C—STRUCTURAL ELEMENTS; BUILDING MATERIALS
- E04C3/00—Structural elongated elements designed for load-supporting
- E04C3/02—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces
- E04C3/04—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces of metal
- E04C2003/0404—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces of metal beams, girders, or joists characterised by cross-sectional aspects
- E04C2003/0443—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces of metal beams, girders, or joists characterised by cross-sectional aspects characterised by substantial shape of the cross-section
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04C—STRUCTURAL ELEMENTS; BUILDING MATERIALS
- E04C3/00—Structural elongated elements designed for load-supporting
- E04C3/02—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces
- E04C3/04—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces of metal
- E04C2003/0404—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces of metal beams, girders, or joists characterised by cross-sectional aspects
- E04C2003/0443—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces of metal beams, girders, or joists characterised by cross-sectional aspects characterised by substantial shape of the cross-section
- E04C2003/0452—H- or I-shaped
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- Engineering & Computer Science (AREA)
- Architecture (AREA)
- Civil Engineering (AREA)
- Structural Engineering (AREA)
- Physics & Mathematics (AREA)
- Electromagnetism (AREA)
- Rod-Shaped Construction Members (AREA)
Abstract
The invention belongs to the technical field of structural engineering in civil engineering, and particularly relates to a woven annular building structure. The upper roof structure consists of radially arranged roof steel beams and in-plane woven supports between the roof steel beams; the lower floor structure consists of floor steel beams and cast-in-situ composite floor slabs on the floor steel beams; the inner and outer ring elevation structures are ring trusses, and are connected with the upper roof structure and the lower floor structure to form a whole; the support is disposed below the underlying floor structure. The invention realizes the bidirectional large span in the circumferential direction and the radial direction, solves the problem of the camber of the outer ring of the traditional large span annular structure, has good adaptability to the special-shaped roof, and simultaneously creates a complete column-free space in the annular body, so that the interior of the building can obtain a flexible and complete display space. The method has good application prospect and popularization value in the buildings such as large-span circular houses, girdle-shaped pedestrian overpasses and the like.
Description
Technical Field
The invention belongs to the technical field of structural engineering in civil engineering, and particularly relates to a woven annular building structure.
Background
At present, the annular building is increasingly applied in the current building design field, the annular plane of the building is formed by an outer large circle and an inner small circle, if the two circles are concentric circles, the annular width is the large circle radius minus the small circle radius, and if the two circles are not concentric, the annular width is not a constant value. The initial annular building is adopted in the pedestrian overpass type structure, most of the annular building only has one deck bridge deck structure, the width of the pedestrian overpass structure is smaller, and the annular building adopts a continuous steel box girder or grid structure. The large-span annular building applied to the house building is large in span in one of the annular direction and the radial direction, and the large-span annular building can be realized by adopting a traditional annular truss structure or a traditional radial truss structure.
Along with the development of the building, the volume and the scale of the building are larger and larger, the diameter of an outer circle is often more than 120m, the width of an annular belt is between 10 and 30m, the circumferential maximum distance of a supporting body below a lower floor structure is close to 70m, the using functions of the building are cultural display and public communication, the inside of a torus needs complete column-free space, the building roof has the characteristics of circumferential and radial bidirectional large span, and the building roof has certain complexity. The prior art can not effectively solve the structural problems brought by the building, the formed structural system has certain structural rigidity only in one direction, or a complete column-free space in the interior can not be formed, and the structural system has no good adaptability to a complex roof.
Disclosure of Invention
The invention aims at annular buildings with large spans in both circumferential and radial directions and complex special-shaped roofs, and aims to overcome the defects of the prior art and provide a novel woven annular structure system with good space rigidity.
The technical scheme adopted for solving the technical problems is as follows: a braided ring-shaped building structure, comprising an inner and outer ring-shaped elevation structure, an upper roof structure, a lower floor structure and a plurality of supporting bodies, wherein:
The inner ring truss and the outer ring truss are vertically arranged in parallel to form a non-concentric annular belt, the annular belt comprises a minimum width part and a maximum width part, the radial distance of the minimum width part of the annular belt is 10m, and the radial distance of the maximum width part of the annular belt is 30m;
The inner ring truss comprises an a roof upper chord member and an a floor lower chord member, the a roof upper chord member is connected with the a floor lower chord member through an inner ring truss web member, the outer ring truss comprises a b roof upper chord member and a b floor lower chord member, and the b roof upper chord member is connected with the b floor lower chord member through an outer ring truss web member;
The upper roof structure comprises a plurality of roof steel beams and a plurality of roof supports, wherein the plurality of roof steel beams are radially arranged between the upper chord member of the a roof and the upper chord member of the b roof at intervals, so that the upper chord member of the a roof is used as an inner ring beam of the upper roof structure, the upper chord member of the b roof is used as an outer ring beam of the upper roof structure, and the diameter of the outer ring beam of the upper roof structure is not less than 100m;
the roof support is arranged between the upper chord of the roof a and the upper chord of the roof b;
The lower floor structure comprises a plurality of floor steel beams, and the plurality of floor steel beams are arranged between the a floor lower chord member and the b floor lower chord member, so that the a floor lower chord member serves as an inner ring beam of the lower floor structure, and the b floor lower chord member serves as an outer ring beam of the lower floor structure;
The supporting bodies are arranged below the lower floor structure at intervals, and the interval between at least one adjacent supporting body is not less than 70m.
As a further preferred aspect of the present invention, the roof girder adjacent to or at the maximum width portion of the endless belt includes a horizontal girder and an inclined girder integrally connected, the other end of the horizontal girder being connected to the b roof upper chord, and the other end of the inclined girder being connected to the a roof upper chord.
As a further preferred aspect of the present invention, the roof support includes a roof circumferential support and a roof diagonal support, the roof circumferential support being disposed between the a roof upper chord and the b roof upper chord at equal intervals, the roof circumferential support, the roof steel beam, the a roof upper chord, and the b roof upper chord forming a grid structure; the roof diagonal support is disposed along a diagonal of the grid-like structure.
As a further preferred aspect of the present invention, the bearing body includes a reinforced concrete frame shear wall structure for supporting the lower floor structure at a range of plus or minus 55 ° central angle of the endless belt maximum width portion, and a steel frame support structure for supporting the lower floor structure except at a range of plus or minus 55 ° central angle of the endless belt maximum width portion.
As a further preferred aspect of the present invention, the floor steel beams include concrete beams arranged in a plane between the a-floor lower chord and the b-floor lower chord at a range of plus or minus 55 ° central angle of the maximum width portion of the endless belt, and radial steel beams arranged in a plane between the a-floor lower chord and the b-floor lower chord except for a range of plus or minus 55 ° central angle of the maximum width portion of the endless belt.
As a further preferred aspect of the present invention, the lower floor structure further includes a steel bar truss composite floor slab laid over a plurality of the floor steel beams; the steel bars in the steel bar truss composite floor slab are in double-layer bidirectional continuous configuration, and the steel bars in the steel bar truss composite floor slab are at least 12mm in diameter or the number of the steel bars in the steel bar truss composite floor slab is increased near or at the maximum width part of the endless belt.
As a further preferred aspect of the present invention, the direction in which the roof diagonal support is provided is the direction in which the grid-like structure is equivalently the main stress after the membrane structure is distributed.
As a further preferred aspect of the invention, the system comprises a main inlet which is opened between the b-floor bottom chord and the b-roof top chord.
As a further preferred aspect of the present invention, the present invention further includes a plurality of internal support structures formed by cross-connecting a plurality of steel supports, the plurality of internal support structures being disposed between the inner ring truss and the outer ring truss, the internal support structures being disposed corresponding to positions of the supporting bodies below the lower floor structure.
As a further preferred aspect of the present invention, the web members of the inner ring truss are distributed in a herringbone or V-shape between the upper chord of the a-roof and the lower chord of the a-floor; the outer ring truss web members are distributed between the b roof upper chord members and the b floor lower chord members in a herringbone or V-shaped mode.
Through the technical scheme, compared with the prior art, the invention has the following beneficial effects:
1. According to the invention, through the arrangement of roof supports, the arrangement of vertical supports in the annular body and the consideration of the rigidity contribution of the floor concrete floor slab, the annular building annular direction and radial bidirectional large span are realized by a limited structural height, and a complete column-free space is formed in the whole annular body, so that the use of the internal space of the building is more flexible;
2. The invention has good adaptability to the annular building modeling, can cope with annular buildings with different spans, scales and modeling, and is a structural system with certain universality;
3. The regularity and the regularity of the structural system structure arrangement enable the structural system structure to have the potential advantages of certain parameterization generation, and the structural model can be quickly built by defining a plurality of key parameters of the building appearance and the structural division, so that the modeling efficiency is greatly improved;
4. The vertical members are the inner and outer ring elevation structures, can be used as rooting points of the curtain wall elevation keels, and optimally arrange and maximally utilize the vertical members of the structures; the regularity and regularity of the structural system structure arrangement also enable the building facade to be convenient for adopting a modularized and unit curtain wall system, thereby being beneficial to the industrialization of the building facade and the production and installation of the assembly;
5. Specific engineering practice shows that the structure system has better rigidity and stability in the construction and construction process by arranging the temporary supporting jig frame and making a reasonable unloading scheme.
Drawings
The invention will be further described with reference to the drawings and examples.
FIG. 1 is a graph showing the principal stress direction and magnitude distribution in the plane between two adjacent roof beams according to the present invention;
FIG. 2 is a roof support profile of the present invention;
FIG. 3 is a schematic view of the overall structure of the present invention;
FIG. 4 is a schematic view of the upper roof structure of the present invention;
FIG. 5 is a schematic view of the inner and outer ring truss structure of the present invention;
FIG. 6 is a schematic view of the underlying floor structure and support structure of the present invention;
Fig. 7 is a cross-sectional view of the present invention.
In the figure: 1. b roof upper chord; 2. a roof upper chord; 3. roof girder steel; 4. a roof support; 5. outer ring truss web members; 6. an inner ring truss web member; 7. an internal support structure; 8. b floor bottom chords; 9. a floor bottom chord; 10. floor steel girder; 11. a support body.
Detailed Description
The invention will now be described in further detail with reference to the accompanying drawings. The drawings are simplified schematic representations which merely illustrate the basic structure of the invention and therefore show only the structures which are relevant to the invention.
In the description of the present invention, it should be understood that the terms "left", "right", "upper", "lower", etc. indicate orientations or positional relationships based on the orientations or positional relationships shown in the drawings, are merely for convenience in describing the present invention and simplifying the description, and do not indicate or imply that the apparatus or element being referred to must have a specific orientation, be configured and operated in a specific orientation, and "first", "second", etc. do not indicate the importance of the components, and thus are not to be construed as limiting the present invention. The specific dimensions adopted in the present embodiment are only for illustrating the technical solution, and do not limit the protection scope of the present invention.
As shown in fig. 3 to 7, a woven endless building structure includes an upper roof structure arranged in a circumferential direction, a lower floor structure arranged in a circumferential direction, an inner and outer endless elevation structure disposed between the upper roof structure and the lower floor structure, and a plurality of supporting bodies arranged in a circumferential direction, the inner and outer endless elevation connecting the upper roof structure and the lower floor structure to form an integral structure having spatial bending resistance and torsional rigidity, wherein:
The inner ring truss and the outer ring truss are vertically and parallelly arranged to form a non-concentric annular belt, the annular belt comprises a minimum width part and a maximum width part, the radial distance of the minimum width part of the annular belt is 10m, and the radial distance of the maximum width part of the annular belt is 30m.
The inner ring truss comprises an a-roof upper chord member 2 and an a-floor lower chord member 9, wherein the a-roof upper chord member 2 is connected with the a-floor lower chord member 9 through an inner ring truss web member 6; the outer ring truss comprises a b-roof upper chord member 1 and a b-floor lower chord member 8, and the b-roof upper chord member 1 is connected with the b-floor lower chord member 8 through an outer ring truss web member 5.
Further, the a roof upper chord 2, the a floor lower chord 9, the b roof upper chord 1 and the b floor lower chord 8 all adopt box sections. A plurality of inner ring truss web members 6 are arranged between the a-roof upper chord member 2 and the a-floor lower chord member 9, and the plurality of inner ring truss web members 6 are distributed between the a-roof upper chord member 2 and the a-floor lower chord member 9 in a herringbone or V shape; a plurality of outer ring truss web members 5 are arranged between the b roof upper chord member 1 and the b floor lower chord member 8, and the plurality of outer ring truss web members 5 are distributed between the b roof upper chord member 1 and the b floor lower chord member 8 in a herringbone or V shape; preferably, the inner ring truss web member 6 and the outer ring truss web member 5 each have a box section.
Further, the upper roof structure is provided between the a roof upper chord 2 and the b roof upper chord 1. The upper roof structure comprises a plurality of roof steel beams 3 and a plurality of roof supports 4, wherein the roof steel beams 3 are radially arranged between the upper chord member 2 of the a roof and the upper chord member 1 of the b roof at intervals, so that the upper chord member 2 of the a roof is used as an inner ring beam of the upper roof structure, the upper chord member 1 of the b roof is used as an outer ring beam of the upper roof structure, and the diameter of the outer ring beam of the upper roof structure is not less than 100m.
Preferably, the roof girder 3 adjacent to or at the maximum width portion of the endless belt comprises a horizontal girder and an inclined girder integrally connected, the other end of the horizontal girder is connected with the b roof upper chord 1, and the other end of the inclined girder is connected with the a roof upper chord 2.
Further, the roof support 4 comprises a roof circumferential support and a roof diagonal support, wherein the roof circumferential support is arranged between the a roof upper chord 2 and the b roof upper chord 1 at equal intervals, and divides the space between the a roof upper chord 2 and the b roof upper chord 1 into a grid structure; the roof diagonal support is disposed along a diagonal of the grid-like structure. Preferably, the oblique support setting direction of the roof is the distribution direction of the main stress of the grid-like structure, and particularly the grid-like structure is equivalent to the distribution direction of the main stress after the membrane structure; and more than two thirds of the roof supports 4 should be predominantly tensioned. Preferably, a plurality of roof steel beams 3 adopt H-shaped cross sections; the roof supports 4 are round steel pipes, and the roof supports 4 are welded with webs of the roof steel beams 3 through connecting plates.
Further, if the architectural modeling of the upper roof is not a regular plane, the regular plane refers to that the roof modeling is a space curved surface or a space folded surface, then reasonable regular adjustment needs to be performed on the upper roof structure, so that the roof steel beam 3 adopts a straight beam or a single folded beam, a curved beam or a multi-folded beam is avoided, on the basis of the regular upper roof structure, the complex architectural roof modeling can be realized through a secondary structure (the secondary structure refers to an auxiliary secondary structure added to the main structure for realizing the roof modeling) on the main structure, and thus the upper roof structure is as regular as possible, the whole roof formed by the main structure has better in-plane rigidity, and effectively participates in the space function of the whole structure, so that the whole deformation of the structure meets the requirement.
Further, the lower floor structure is provided between the a-floor lower chord 9 and the b-floor lower chord 8. The lower floor structure comprises a plurality of floor steel beams 10, wherein the plurality of floor steel beams 10 are arranged between the a floor lower chord member (9) and the b floor lower chord member 8, so that the a floor lower chord member 9 serves as an inner ring beam of the lower floor structure, and the b floor lower chord member 8 serves as an outer ring beam of the lower floor structure.
Preferably, the floor steel beam 10 includes a plurality of concrete beams and a plurality of radial steel beams, the plurality of concrete beams are arranged in a plane between the lower chord member 9 of the floor a and the lower chord member 8 of the floor b in a range of 55 ° central angle of the maximum width part of the endless belt, specifically, the concrete beams include linear concrete beams and arc concrete beams, wherein the linear concrete beams are radially distributed in a range of 55 ° central angle of the maximum width part of the endless belt, and the arc concrete intervals are arranged in a plane between the lower chord member 8 of the floor b and the lower chord member 9 of the floor a and are parallel to the lower chord member 8 of the floor b. Radial steel beams are radially arranged in the plane between the a-floor bottom chords 9 and the b-floor bottom chords 8 except for the range of 55 ° central angles plus or minus the maximum width of the girdle.
The lower floor structure further comprises a steel bar truss composite floor slab which is paved above a plurality of floor steel beams 10; the steel bars in the steel bar truss composite floor slab are in double-layer bidirectional continuous configuration, and adjacent or located at the maximum width part of the endless belt, the steel bars in the steel bar truss composite floor slab adopt steel bars with the diameter of at least 12mm or increase the number of the steel bars in the steel bar truss composite floor slab so as to shorten the interval between adjacent steel bars in the steel bar truss composite floor slab.
The supporting bodies 11 are arranged below the lower floor structure at intervals, and the interval between at least one adjacent supporting body 11 is not less than 70m. The supporting body 11 below the range of the central angle of plus or minus 55 degrees of the maximum width part of the endless belt adopts a reinforced concrete frame shear wall structure so as to meet the rigidity strength, and the other supporting bodies 11 adopt a steel frame supporting structure except for the supporting body 11 below the range of the central angle of plus or minus 55 degrees of the maximum width part of the endless belt.
Further, the upper roof structure further comprises a roof structure, the roof structure is paved above the roof steel beam, and the roof structure is made of metal or glass or GRC plates.
Further, the stress mode of the woven annular structure system is 360-degree variable-section box-type ring beam, and the method is as follows:
The upper roof structure is a box-shaped ring beam upper flange, and the plane rigidity is provided by a plurality of roof supports 4 in the plane between two adjacent roof steel beams 3; the lower floor structure is a lower flange, and the in-plane rigidity is provided by a plurality of steel bar truss composite floors.
The key technical measure for realizing the woven annular structure system is to make the woven annular structure system into an integral structure system with space bending resistance and torsional rigidity, and the realization of the technical measure requires that the roofing and the floor have enough in-plane rigidity, and the realization is as follows:
It is first necessary for the superstructure to provide sufficient in-plane stiffness by providing roof supports 4 between adjacent two roof beams 3. The bar size, arrangement, inclination angle of these roof supports 4 need to be determined as follows:
Step 1, equivalent the upper roof structure as an elastic membrane, and calculating the direction and the magnitude of main stress in the plane between all adjacent roof steel beams 3;
Step 2, marking the main stress direction and the main stress magnitude obtained by calculation in the step 1 in a three-dimensional model of the woven annular structure system; as shown in fig. 1, the arrow direction in the figure is the main stress direction of the upper roof structure, and the arrow length indicates the main stress;
And 3, setting a plurality of roof supports 4 at corresponding positions of the actual building according to the main stress direction and the main stress of the marks in the step 2 to obtain a roof support system with a braided triangular grid, wherein the obtained braided roof system is stressed as shown in figure 2, and the axial force distribution of the support member is similar to the main stress distribution of the roof according to the analysis of the elastic membrane.
For the underlying floor structure, it is desirable to provide sufficient in-plane stiffness of the underlying floor structure by reinforcing the thickness and reinforcement of the cast-in-place steel bar truss composite floor slab of the underlying floor structure. When the annular building structure is used for installing an elevator or a stair, when a hole is formed in a lower floor structure, analysis and research are required to be carried out on the position of the hole, so that the principle that the in-plane rigidity of a key part (the key part refers to the stress analysis of a floor slab without the hole, and the area of which the tensile stress is close to the standard value of the tensile strength of concrete is the key part) is minimum is taken as the principle, namely, the hole is formed between the lower chord member 8 of the b floor and the lower chord member 9 of the a floor and is positioned in a range which is out of plus or minus 55 degrees at the maximum width part of an annular belt. When the radial width of the hole exceeds 30% of the width of the lower floor structure where the hole is located, steel supports are arranged in the periphery of the hole to compensate the floor weakening caused by the hole.
The present embodiment further comprises a main entrance for personnel to enter and exit, said main entrance being provided between said b-floor bottom chord 8 and said b-roof top chord 1.
Further, the present embodiment further comprises a plurality of internal support structures 7, wherein the internal support structures 7 are formed by cross connection of a plurality of steel supports, and serve as vertical supports of the plurality of steel supports through transverse partition plates; the inner supporting structures 7 are arranged in the whole structure surrounded by the upper roof structure, the lower floor structure and the inner and outer annular elevation structures, and the inner supporting structures 7 are arranged at positions corresponding to the supporting bodies 11 below the lower floor structure.
The upper roof structure, the lower floor structure and the inner and outer annular elevation structures are combined together, and the inner supporting structure 7 is arranged inside, so that a box-type ring beam stress system with stiffening ribs arranged inside is formed, the system has larger bending rigidity in the radial direction and the circumferential direction, has larger torsional rigidity in the circumferential direction, realizes bidirectional large spanning, and simultaneously constrains the camber deformation of the outer ring.
Example 1
This example provides a preferred embodiment wherein the outer ring Liang Zhijing of the upper roof structure is 120m, the inner ring Liang Zhijing m of the upper roof structure, and the inner and outer ring beams are not concentric. The 4 supporting bodies 11 are arranged according to the building arrangement, and the supporting bodies 11 adopt a steel frame supporting structure and a reinforced concrete frame shear wall structure respectively according to the requirements, so that sufficient vertical and lateral rigidity can be provided. The support body adopts a steel frame support structure, the section of the steel column is a welded box section, and the main section specifications are 600 (height) ×600 (width) ×30×30mm and 600 (height) ×600 (width) ×40×40mm; the steel support arrangement form between the columns is crisscross or herringbone, the section form is H-shaped, and the main section specification is H550 (height) x 550 (width) x 30mm; the form of the foundation under the steel column is pile foundation, and a bored pile with the diameter of 800mm is adopted.
The upper roof structure shown in fig. 4 comprises a roof upper chord 1, a roof upper chord 2, a roof steel girder 3 and a roof support 4; the roof steel beams 3 are arranged along the radial direction, the section form is H-shaped, the main section specifications are HN700 (height) ×300 (width) ×13×24mm and H800 (height) ×300 (width) ×16×30mm, an inclined straight beam, a single-folded beam or a double-folded beam is adopted according to the building modeling, two ends of the roof steel beams are supported between the roof upper chord member 1 and the roof upper chord member 2, and the connection forms are high-strength bolt connection provided with connection plates, so that the roof steel beams are convenient to install on site quickly. The braided steel supports among the roof steel beams 3 are arranged along the circumferential direction, inclined supports are arranged in quadrilateral grids in the area needing larger in-plane rigidity to form triangular grids, the arrangement direction of the inclined supports is along the main stress direction of the roof, the main section forms are round steel pipes with the diameter of 245mm and the wall thickness of 8mm, the round steel pipes with the diameter of 299mm and the wall thickness of 12mm are adopted at the places with larger stress, and the roof supports 4 and the roof steel beams 3 are welded on site in a mode of arranging connecting plates.
The inner and outer ring truss structure shown in fig. 5 includes a b-roof top chord 1, an outer ring truss web 5, a b-floor bottom chord 8, an a-roof top chord 2, an inner ring truss web 6, an a-floor bottom chord 9, and an inner support structure 7. The upper chord member 2 of the roof and the upper chord member 1 of the roof are inner and outer ring beams in an upper roof structure, the section forms of the upper chord member and the lower chord member are welded box sections, and the main section specifications are 600 (height) ×600 (width) ×30×30mm and 600 (height) ×600 (width) ×40×40mm. The lower chords 9 and 8 are inner and outer ring beams in the lower floor structure, the cross section is a welded box type cross section, and the main cross section specifications are 600 (height) ×600 (width) ×40mm and 800 (height) ×800 (width) ×50×50mm. The arrangement mode of the inner ring truss web member 6 and the outer ring truss web member 5 can be comprehensively determined according to the building modeling and structural stress requirements, at the main entrance of the building, part of inclined web members can be adjusted to form larger entrance space, the arrangement mode of the inner ring truss web member 6 and the outer ring truss web member 5 is continuous V-shaped arrangement, the cross section mode of the inner ring truss web member 6 and the outer ring truss web member 5 is a welded box cross section, the main cross section specifications are 550 (height) ×550 (width) ×30mm and 700 (height) ×550 (width) ×40×50mm, and the inner ring truss web member 6, the outer ring truss web member 5, the a roof upper chord member 2, the b roof upper chord member 1, the a floor lower chord member 9 and the b floor lower chord member 8 are welded by full penetration butt welding seams.
The lower floor structure shown in fig. 6 comprises a b floor lower chord 8, an a floor lower chord 9, a floor steel girder 10 and a cast-in-situ steel bar truss composite floor slab on the floor steel girder 10. The floor steel beams 10 are arranged along the radial direction, the section form is H-shaped, the main section specifications are H800 (height) ×300 (width) ×16×30mm and H900 (height) ×300 (width) ×18×30mm, two ends of the floor steel beams are supported between the b floor lower chord 8 and the a floor lower chord 9, and the connection forms are high-strength bolt connection provided with connection plates, so that the floor steel beams are convenient to install on site quickly. The steel supports among the floor steel beams 10 are arranged along the circumferential direction, T-shaped or H-shaped cross sections are adopted, web plates and steel beam web plates are welded through fillet welds, a cast-in-situ steel bar truss composite floor slab is arranged on the steel beams, the thickness is 120mm, the cast-in-situ steel bar truss composite floor slab is connected with steel beam flanges through bolts, the strength of cast-in-situ reinforced concrete is C30, the floor slab steel bars are arranged in a double-layer bidirectional continuous mode, the three-stage steel spacing of 10mm in diameter is 150mm, and the steel bar diameter is increased to 12mm and the spacing encryption is 100mm at the position with larger in-plane stress. 4 supporting bodies 11 are arranged at the lower part of the lower floor structure, a steel frame supporting structure and a reinforced concrete frame shear wall structure are respectively adopted, equipment rooms and other auxiliary facilities of a building are arranged in the four supporting bodies, wherein the steel frame supporting structure can be directly welded with lower chords of the inner ring truss and the outer ring truss, section steel is required to be arranged in a column of the reinforced concrete frame shear wall structure, and the section steel is welded with the lower chords of the inner ring truss and the outer ring truss.
As shown in the typical section of the structure of FIG. 7, a large column-free space is formed among the inner and outer ring trusses, the upper roof structure and the lower floor structure, which is convenient for flexible arrangement and use of the building.
It will be understood by those skilled in the art that, unless otherwise defined, all terms (including technical and scientific terms) used herein have the same meaning as commonly understood by one of ordinary skill in the art to which this application belongs. It will be further understood that terms, such as those defined in commonly used dictionaries, should be interpreted as having a meaning that is consistent with their meaning in the context of the prior art and will not be interpreted in an idealized or overly formal sense unless expressly so defined herein.
The meaning of "and/or" in the present application means that each exists alone or both exist.
"Connected" as used herein means either a direct connection between components or an indirect connection between components via other components.
With the above-described preferred embodiments according to the present invention as an illustration, the above-described descriptions can be used by persons skilled in the relevant art to make various changes and modifications without departing from the scope of the technical idea of the present invention. The technical scope of the present invention is not limited to the description, but must be determined according to the scope of claims.
Claims (8)
1. A woven endless building structure, characterized in that: comprises an inner annular elevation structure, an outer annular elevation structure, an upper roof structure, a lower floor structure and a plurality of supporting bodies (11), wherein:
The inner ring truss and the outer ring truss are vertically arranged in parallel to form a non-concentric annular belt, the annular belt comprises a minimum width part and a maximum width part, the radial distance of the minimum width part of the annular belt is 10m, and the radial distance of the maximum width part of the annular belt is 30m;
the inner ring truss comprises an a roof upper chord member (2) and an a floor lower chord member (9), the a roof upper chord member (2) is connected with the a floor lower chord member (9) through an inner ring truss web member (6), the outer ring truss comprises a b roof upper chord member (1) and a b floor lower chord member (8), and the b roof upper chord member (1) is connected with the b floor lower chord member (8) through the outer ring truss web member (5);
The upper roof structure comprises a plurality of roof steel beams (3) and a plurality of roof supports (4), wherein the plurality of roof steel beams (3) are radially arranged between the a roof upper chord member (2) and the b roof upper chord member (1) at intervals, so that the a roof upper chord member (2) serves as an inner ring beam of the upper roof structure, the b roof upper chord member (1) serves as an outer ring beam of the upper roof structure, and the diameter of the outer ring beam of the upper roof structure is not lower than 100m;
The roof support (4) is arranged between the roof upper chord member (2) and the roof upper chord member (1);
The lower floor structure comprises a plurality of floor steel beams (10), wherein the plurality of floor steel beams (10) are arranged between the a-floor lower chords (9) and the b-floor lower chords (8) so that the a-floor lower chords (9) serve as inner ring beams of the lower floor structure, and the b-floor lower chords (8) serve as outer ring beams of the lower floor structure;
The supporting bodies (11) are arranged below the lower floor structure at intervals, and the interval between at least one adjacent supporting body (11) is not less than 70m;
The roof steel beam (3) adjacent to or at the maximum width part of the girdle comprises a horizontal steel beam and an inclined steel beam which are integrally connected, the other end of the horizontal steel beam is connected with the upper chord member (1) of the roof b, and the other end of the inclined steel beam is connected with the upper chord member (2) of the roof a;
The roof support (4) comprises a roof circumferential support and a roof diagonal support, wherein the roof circumferential support is arranged between the upper chord member (2) of the roof a and the upper chord member (1) of the roof b at equal intervals, and the space between the upper chord member (2) of the roof a and the upper chord member (1) of the roof b is divided into a grid-shaped structure; the roof diagonal support is disposed along a diagonal of the grid-like structure.
2. A woven endless building structure in accordance with claim 1, wherein: the bearing body (11) comprises a reinforced concrete frame shear wall structure and a steel frame supporting structure, wherein the reinforced concrete frame shear wall structure is used for supporting the lower floor structure at the position of the positive and negative 55-degree central angle of the maximum width part of the girdle, and the steel frame supporting structure is used for supporting the lower floor structure except for the position of the positive and negative 55-degree central angle of the maximum width part of the girdle.
3. A woven endless building structure in accordance with claim 1, wherein: the floor steel beam (10) comprises a plurality of concrete beams and a plurality of radial steel beams, wherein the concrete beams are arranged in a plane between the lower floor chord (9) and the lower floor chord (8) at the range of the positive and negative 55-degree central angle of the maximum width part of the girdle, and the radial steel beams are radially arranged in a plane between the lower floor chord (9) and the lower floor chord (8) except for the range of the positive and negative 55-degree central angle of the maximum width part of the girdle.
4. A woven endless building structure in accordance with claim 3, wherein: the lower floor structure further comprises steel bar truss composite floor slabs, and the steel bar truss composite floor slabs are paved above a plurality of floor steel beams (10); the steel bars in the steel bar truss composite floor slab are in double-layer bidirectional continuous configuration, and the steel bars in the steel bar truss composite floor slab are at least 12mm in diameter or the number of the steel bars in the steel bar truss composite floor slab is increased near or at the maximum width part of the endless belt.
5. A woven endless building structure in accordance with claim 1, wherein: the oblique support setting direction of the roof is the distribution direction of the main stress of the grid-shaped structure.
6. A woven endless building structure in accordance with claim 1, wherein: the novel building roof comprises a main inlet, wherein the main inlet is arranged between a b-floor lower chord (8) and a b-roof upper chord (1).
7. A woven endless building structure in accordance with claim 6, wherein: the device also comprises a plurality of internal supporting structures (7), wherein the internal supporting structures (7) are formed by cross connection of a plurality of steel supports and serve as vertical supports of the plurality of steel supports through transverse partition plates; the inner supporting structures (7) are arranged in the whole structure surrounded by the upper roof structure, the lower floor structure and the inner and outer annular elevation structures, and the inner supporting structures (7) are arranged at positions corresponding to the supporting bodies (11) below the lower floor structure.
8. A woven endless building structure in accordance with claim 1, wherein: the inner ring truss web members (6) are distributed between the a roof upper chord member (2) and the a floor lower chord member (9) in a herringbone or V shape; the outer ring truss web members (5) are distributed between the b roof upper chord member (1) and the b floor lower chord member (8) in a herringbone or V shape.
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| CN115288343B (en) * | 2022-06-14 | 2024-05-03 | 中国五冶集团有限公司 | Annular laying method of sector-shaped floor steel bar truss floor carrier plate |
| CN116556521B (en) * | 2023-07-11 | 2023-09-22 | 北京建工四建工程建设有限公司 | Construction method of limit high-span ratio steel structure collaborative stress deformation-resistant floor structure |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| SG11202003485TA (en) * | 2017-10-18 | 2020-05-28 | Lifting Point Construction Tech Pty Ltd | Modular housing system |
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| GB1169315A (en) * | 1968-02-14 | 1969-11-05 | Yoshio Takahashi | Roof Structure |
| CN109372099A (en) * | 2018-11-30 | 2019-02-22 | 中国十七冶集团有限公司 | A kind of assembling type steel structure Staggered-truss System and construction method |
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