CN118087707B - Hyperboloid single-layer steel reticulated shell structure and construction method thereof - Google Patents
Hyperboloid single-layer steel reticulated shell structure and construction method thereof Download PDFInfo
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- CN118087707B CN118087707B CN202410508287.2A CN202410508287A CN118087707B CN 118087707 B CN118087707 B CN 118087707B CN 202410508287 A CN202410508287 A CN 202410508287A CN 118087707 B CN118087707 B CN 118087707B
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- 229910000831 Steel Inorganic materials 0.000 title claims abstract description 411
- 239000010959 steel Substances 0.000 title claims abstract description 411
- 239000002356 single layer Substances 0.000 title claims abstract description 85
- 238000010276 construction Methods 0.000 title claims abstract description 69
- 238000003466 welding Methods 0.000 claims abstract description 35
- 238000012545 processing Methods 0.000 claims abstract description 12
- 238000013461 design Methods 0.000 claims abstract description 11
- 238000000034 method Methods 0.000 claims abstract description 6
- 238000004519 manufacturing process Methods 0.000 claims abstract description 4
- 238000007789 sealing Methods 0.000 claims description 28
- 230000002457 bidirectional effect Effects 0.000 claims description 23
- 238000009434 installation Methods 0.000 claims description 20
- 238000007514 turning Methods 0.000 claims description 11
- 239000010410 layer Substances 0.000 claims description 10
- 238000005520 cutting process Methods 0.000 claims description 8
- 238000004873 anchoring Methods 0.000 claims description 3
- 238000002360 preparation method Methods 0.000 claims description 3
- 239000011150 reinforced concrete Substances 0.000 claims description 3
- 239000004567 concrete Substances 0.000 description 7
- 230000000694 effects Effects 0.000 description 6
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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
- E04B1/19—Three-dimensional framework structures
-
- 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
- E04B1/19—Three-dimensional framework structures
- E04B1/1903—Connecting nodes specially adapted therefor
-
- 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
- E04B1/36—Bearings or like supports allowing movement
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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
- E04B1/41—Connecting devices specially adapted for embedding in concrete or masonry
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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
- E04B1/5831—Connections for building structures in general of bar-shaped building elements with a closed cross-section of substantially rectangular form
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04G—SCAFFOLDING; FORMS; SHUTTERING; BUILDING IMPLEMENTS OR AIDS, OR THEIR USE; HANDLING BUILDING MATERIALS ON THE SITE; REPAIRING, BREAKING-UP OR OTHER WORK ON EXISTING BUILDINGS
- E04G21/00—Preparing, conveying, or working-up building materials or building elements in situ; Other devices or measures for constructional work
- E04G21/14—Conveying or assembling building elements
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- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02E—REDUCTION OF GREENHOUSE GAS [GHG] EMISSIONS, RELATED TO ENERGY GENERATION, TRANSMISSION OR DISTRIBUTION
- Y02E10/00—Energy generation through renewable energy sources
- Y02E10/70—Wind energy
- Y02E10/728—Onshore wind turbines
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- Civil Engineering (AREA)
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- Physics & Mathematics (AREA)
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- Mechanical Engineering (AREA)
- Conveying And Assembling Of Building Elements In Situ (AREA)
Abstract
The invention discloses a hyperboloid single-layer steel reticulated shell structure and a construction method thereof, wherein the structure comprises a tower steel ring beam, a skirt steel ring beam and a hyperboloid net rack which is erected between the tower steel ring beam and the skirt steel ring beam; the method comprises the steps of preparing for construction; processing and manufacturing main beams, secondary beams and steel ring beams; embedding an anchor; mounting a support; mounting a steel ring beam; setting up an operation platform; constructing a hyperboloid single-layer steel latticed shell structure; and (5) dismantling the operation platform. The invention has reasonable structural design and simple construction method, the single-layer curved triangular net frame is formed by adopting the splicing and welding of the rectangular pipe small rod pieces, the full scaffold is erected between the tower and the skirt building as an operation platform, the hyperboloid steel net shell structure is divided according to the areas, and then each area is constructed in a high-altitude scattered splicing mode.
Description
Technical Field
The invention belongs to the technical field of steel reticulated shell construction, and particularly relates to a hyperboloid single-layer steel reticulated shell structure and a construction method thereof.
Background
In recent years, building layers of various special-shaped structures are endless, and steel structures are used as structures capable of presenting various complex shapes, so that the strength coefficient is high, the construction period is short, and the steel structures are favored by most designers. The common grid steel structure forms comprise truss structures, spherical hinge structures and the like, and compared with the grid forms, the structure occupies a larger space, and a large hoisting machine is generally required when the grid is constructed. For the steel mesh shell roof structure erected between the tower and the skirt building, the skirt building is gradually contracted from bottom to top due to limited space, so that the steel mesh shell roof structure is inconvenient to hoist by adopting a large hoisting machine. And the net racks at the tower and skirt sides are curved, and form a hyperboloid single-layer steel net shell form by matching with the vertical arch of the steel net shell. The conventional truss structure, spherical hinge structure and the like are adopted, so that the curve shape of the hyperboloid single-layer steel reticulated shell is inconvenient to present. Therefore, it is necessary to provide a hyperboloid single-layer steel reticulated shell structure capable of facilitating high-altitude loose assembly and a construction method thereof.
Disclosure of Invention
Aiming at the defects in the prior art, the invention provides the hyperboloid single-layer steel reticulated shell structure which has reasonable structural design and simple construction method, a single-layer curved triangular net frame is formed by adopting a rectangular pipe small rod piece for splice welding, a full scaffold is erected between a tower and a skirt building as an operation platform, the hyperboloid steel reticulated shell structure is divided into areas, and each area is constructed in a high-altitude scattered splicing mode.
In order to solve the technical problems, the invention adopts the following technical scheme: a hyperboloid individual layer steel latticed shell structure, its characterized in that: the steel ring beam of the tower is a curve steel ring beam matched with the shape of the upturning beam of the tower, the skirt steel ring beam of the skirt is a curve steel ring beam matched with the shape of the upturning beam of the tower, the skirt steel ring Liang Wei is arranged on the convex side of the steel ring beam of the tower, the hyperboloid net frame is a hyperboloid single-layer triangle net frame formed by connecting two edge sealing beams, a plurality of transverse girders, a plurality of longitudinal girders and a plurality of secondary girders, the two edge sealing beams are respectively connected between two ends of the steel ring beam of the tower and the steel ring beam of the skirt, the edge sealing beams are linear beam bodies formed by splicing a plurality of rectangular pipes, and the transverse girders, the longitudinal girders and the secondary girders are all curve beam bodies formed by splicing a plurality of rectangular pipes;
The utility model discloses a tower, including the tower steel ring roof beam, the tower is provided with the bracket on turning over the roof beam, the tower steel ring roof beam is installed on the bracket through a plurality of two-way slip hinge supports, skirt building steel ring roof beam is installed on the skirt building on turning over the roof beam through a plurality of fixed hinge supports, the pre-buried shaped steel post that has a plurality of to be used for bearing skirt building steel ring roof beam in the skirt building on turning over the roof beam, a plurality of fixed hinge supports are installed respectively at the top of a plurality of shaped steel posts.
The hyperboloid individual layer steel reticulated shell structure that foretell, its characterized in that: the tower steel ring beam is formed by welding a plurality of first tower steel ring beam splicing sections and a plurality of second tower steel ring beam splicing sections, and the first tower steel ring beam splicing sections and the second tower steel ring beam splicing sections are distributed in a staggered manner;
the skirt building steel ring beam is formed by welding a plurality of first skirt building steel ring beam splicing sections and a plurality of second skirt building steel ring beam splicing sections, and the first skirt building steel ring beam splicing sections and the second skirt building steel ring beam splicing sections are distributed in a staggered manner;
the first tower steel ring beam splicing section, the second tower steel ring beam splicing section, the first skirt building steel ring beam splicing section and the second skirt building steel ring beam splicing section are steel box beams.
The hyperboloid individual layer steel reticulated shell structure that foretell, its characterized in that: the middle position of the bottom of the first tower steel ring beam splicing section is welded with a steel backing plate used for being connected with a two-way sliding hinge support, and the middle position of the bottom of the first skirt steel ring beam splicing section is welded with a steel backing plate used for being connected with a fixed hinge support.
The hyperboloid individual layer steel reticulated shell structure that foretell, its characterized in that: a plurality of stiffening ribs are arranged in the tower steel ring beam and the skirt steel ring beam at equal intervals.
The hyperboloid individual layer steel reticulated shell structure that foretell, its characterized in that: the top of the section steel column is provided with an anchor plate, the anchor plate is provided with a leveling steel plate for the installation of a fixed hinge support, and the leveling steel plate is lower than the top of the upturned beam of the skirt building.
The hyperboloid individual layer steel reticulated shell structure that foretell, its characterized in that: the bracket is a reinforced concrete bracket which is integrally poured with the upturning beam of the tower, and a plurality of embedded steel plates for installing the bidirectional sliding hinge support are embedded at the top of the bracket.
Meanwhile, the invention also discloses a construction method of the hyperboloid single-layer steel reticulated shell structure, which is characterized by comprising the following steps:
step one, construction preparation: according to the design requirement of the hyperboloid single-layer steel reticulated shell structure, building a BIM theoretical model of the hyperboloid single-layer steel reticulated shell structure, leading out a construction drawing of the hyperboloid single-layer steel reticulated shell structure, and determining the number and the installation positions of the bidirectional sliding hinge supports and the fixed hinge supports;
Step two, processing and manufacturing a main beam, a secondary beam and a steel ring beam:
according to a construction drawing of the hyperboloid single-layer steel reticulated shell structure, connecting nodes of edge sealing beams, transverse girders, longitudinal girders and secondary girders are taken as dividing basis, each edge sealing beam, each transverse girder, each longitudinal girder and each secondary girder are processed in a sectioning mode to form a plurality of rectangular tubes, and the plurality of rectangular tubes are numbered;
Respectively carrying out sectional processing and numbering on the steel ring beams of the skirt building and the steel ring beams of the tower according to the number and the installation positions of the fixed hinge supports and the bidirectional sliding hinge supports determined in the first step;
step three, embedding an anchor piece: when the construction of the skirt building upturning beam is carried out, a plurality of section steel columns are pre-buried in the skirt building upturning beam according to the number and the installation positions of the fixed hinge supports determined in the first step, meanwhile, a notch is formed above each section steel column on the constructed skirt building upturning beam, and an anchor plate is welded at the top of each section steel column;
Constructing a tower upturning beam, constructing corbels on the tower upturning beam, and anchoring a plurality of embedded steel plates on the surfaces of the corbels according to the number and the installation positions of the bidirectional sliding hinged supports determined in the first step when the corbels are constructed;
Step four, mounting a support: a fixed hinge support is arranged on each anchor plate, and a bidirectional sliding hinge support is arranged on each embedded steel plate;
Step five, steel ring beam installation: sequentially connecting and supporting the skirt building steel ring beams processed in the second step on a plurality of fixed hinge supports according to the numbers, and sequentially connecting and supporting the tower building steel ring beams processed in the second step on a plurality of bidirectional sliding hinge supports according to the numbers;
step six, setting up an operation platform: setting up a hall scaffold between a tower building and a skirt building as an operation platform;
step seven, constructing a hyperboloid single-layer steel reticulated shell structure: according to the position of a connecting node in a construction drawing of the hyperboloid single-layer steel reticulated shell structure, a total station is adopted to perform dotting positioning on an operation platform, the plurality of rectangular tubes processed in the second step are lifted by a 25-ton automobile crane and placed on the operation platform according to the marks, and the plurality of rectangular tubes are welded in sequence in a high-altitude scattered splicing mode to form the hyperboloid single-layer steel reticulated shell structure;
And step eight, dismantling the operation platform.
The construction method of the hyperboloid single-layer steel reticulated shell structure is characterized by comprising the following steps of: step two, when each transverse girder, each longitudinal girder and each secondary girder are processed in a segmented mode, according to a construction drawing of the hyperboloid single-layer steel net shell structure, groove angles at two ends of each rectangular tube in each transverse girder, each longitudinal girder and each secondary girder are determined, and groove cutting is carried out on two ends of each transverse girder, each longitudinal girder and each secondary girder;
when the skirt building steel ring beam and the tower building steel ring beam are processed in a segmented mode, groove angles of two ends of each segment in the skirt building steel ring beam and the tower building steel ring beam are determined according to a construction diagram of the hyperboloid single-layer steel net shell structure, and groove cutting is conducted on the two ends of each segment.
The construction method of the hyperboloid single-layer steel reticulated shell structure is characterized by comprising the following steps of: in the fourth step, when the fixed hinge support is installed, a leveling steel plate is arranged between the fixed hinge support and the anchor plate, so that the top elevation of the fixed hinge supports is the same.
The construction method of the hyperboloid single-layer steel reticulated shell structure is characterized by comprising the following steps of: in the seventh step, when a plurality of rectangular pipes are welded in sequence in a high-altitude scattered splicing mode, the hyperboloid single-layer steel reticulated shell structure is divided into A, B, C areas from one end to the other end according to the projection area of the hyperboloid single-layer steel reticulated shell structure on a horizontal plane, construction is carried out in sequence, when each area is constructed, a parallelogram grid structure is formed after welding of a transverse girder and a longitudinal girder, and a triangle grid structure is formed after welding of secondary girders.
Compared with the prior art, the invention has the following advantages:
1. According to the invention, the edge sealing beam, the transverse main beam, the longitudinal main beam and the secondary beam are spliced to form the single-layer curved triangular net frame, each beam body is spliced by a plurality of rectangular pipes, and for the hyperboloid steel net shell structure, the curve forms of the transverse main beam, the longitudinal main beam and the secondary beam can be ensured only by accurately determining the groove angles at the two ends of the rectangular pipe small rod piece, so that the curve shapes of the hyperboloid steel net shell structure are convenient to present, and the double-curve single-layer steel net shell structure is flexible and changeable, so that the forming effect of the hyperboloid single-layer steel net shell structure is obvious.
2. According to the invention, the single-layer curved triangular net frame is formed by splicing and welding the rectangular pipe small rod pieces, the full scaffold is erected between the tower and the skirt building as an operation platform, and the hyperboloid single-layer steel net shell structure is constructed in a high-altitude scattered splicing mode.
3. According to the invention, the edge sealing beams, the transverse main beams, the longitudinal main beams and the secondary beams are processed in a sectioning way to form a plurality of rectangular pipes, the plurality of rectangular pipes are numbered and transported to a construction site for installation, so that the construction efficiency can be effectively improved, and the curved surface effect of the hyperboloid steel net shell structure can be improved.
4. According to the invention, the hyperboloid steel net shell structure is divided according to the regions, the transverse girder and the longitudinal girder are constructed in each region, and are connected with the steel ring girder, so that the moment tube internal force is transferred to the main structure through the support, and then the secondary girders are assembled in a combined way, thereby effectively ensuring the safety of steel net shell construction and eliminating the adverse factors such as moment tube internal force as soon as possible.
In summary, the invention has reasonable structural design and simple construction method, the single-layer curved triangular net frame is formed by adopting the rectangular pipe small rod piece for splicing and welding, the full scaffold is erected between the tower and the skirt building as an operation platform, the hyperboloid steel net shell structure is divided according to the regions, and then each region is constructed in a high-altitude scattered splicing mode.
The technical scheme of the invention is further described in detail through the drawings and the embodiments.
Drawings
Fig. 1 is a perspective view of a hyperboloid single layer steel latticed shell structure of the present invention.
Fig. 2 is a plan view of a hyperboloid single layer steel latticed shell structure of the present invention.
Fig. 3 is a schematic view of the structure of the joint of the transverse main beams, the longitudinal main beams and the secondary beams of the present invention.
Fig. 4 is a schematic diagram of a connection structure between a steel ring beam of a skirt building and an upturned beam of the skirt building.
Fig. 5 is a schematic diagram of a connection structure between a steel ring beam of a tower and an upturned beam of the tower.
Fig. 6 is a schematic view of the partitioning and support layout of the hyperboloid single layer steel reticulated shell structure of the present invention.
Fig. 7 is a flow chart of the method of the present invention.
Reference numerals illustrate:
1, turning up a girder of a tower; 2-corbels; 3-tower steel ring beam; 3-1, a first tower steel ring beam splicing section; 3-2-a second tower steel ring beam splicing section; 4-a two-way sliding hinge support; 5-embedding a steel plate; 6-a steel backing plate; 7-leveling the steel plate; 8-turning up the beam of the skirt building; 9-skirt building steel ring beam; 9-1, a first skirt building steel ring beam splicing section; 9-2, a second skirt building steel ring beam splicing section; 10-fixing a hinged support; 11-section steel columns; 12-anchor plate; 13, edge banding beams; 14-a transverse girder; 15-a longitudinal girder; 16-secondary beam.
Detailed Description
The hyperboloid single-layer steel net shell structure comprises a tower steel ring beam 3 arranged on a tower upturning beam 1, a skirt steel ring beam 9 arranged on a skirt upturning beam 8 and a hyperboloid single-layer triangular net frame erected between the tower steel ring beam 3 and the skirt steel ring beam 9, wherein the tower steel ring beam 3 is a curve steel ring beam matched with the shape of the tower upturning beam 1, the skirt steel ring beam 9 is a curve steel ring beam matched with the shape of the skirt upturning beam 8, the skirt steel ring beam 9 is positioned on the convex side of the tower steel ring beam 3, the hyperboloid single-layer triangular net frame is formed by connecting two edge sealing beams 13, a plurality of transverse main beams 14, a plurality of longitudinal main beams 15 and a plurality of secondary beams 16, the two edge sealing beams 13 are respectively connected between two ends of the tower steel ring beam 3 and the skirt steel ring beam 9, the edge sealing beams 13 are linear beam bodies formed by splicing a plurality of rectangular tubes, and the longitudinal main beams 15 and the secondary beams are formed by splicing a plurality of rectangular tubes;
The utility model discloses a tower steel ring beam, including tower upturning beam 1, tower steel ring beam 3, skirt building steel ring beam 9, a plurality of fixed hinge supports 10, be provided with bracket 2 on the tower upturning beam 1, tower steel ring beam 3 is installed on bracket 2 through a plurality of two-way slip hinge supports 4, skirt building steel ring beam 9 is installed on skirt building upturning beam 8 through a plurality of fixed hinge supports 10, a plurality of shaped steel posts 11 that are used for bearing skirt building steel ring beam 9 are pre-buried in skirt building upturning beam 8, a plurality of fixed hinge supports 10 are installed respectively at the top of a plurality of shaped steel posts 11.
In actual use, the single-layer curved triangular net frame is formed by splicing the edge sealing beam 13, the transverse main beam 14, the longitudinal main beam 15 and the secondary beam 16, and each beam body is formed by splicing a plurality of rectangular tubes, so that the curved form of the transverse main beam 14, the longitudinal main beam 15 and the secondary beam 16 can be ensured only by accurately determining the groove angles at the two ends of the rectangular tube small rod piece for the hyperboloid steel net shell structure, the curved shape of the hyperboloid steel net shell structure is convenient to be presented, and the double-layer curved triangular net frame is flexible and changeable, so that the forming effect of the hyperboloid single-layer steel net shell structure is obvious.
It is to be noted that, by adopting the rectangular pipe small rod piece to splice and weld to form the single-layer curved triangle net rack, the rod piece is convenient for adopting the construction mode of high-altitude scattered splicing to the net rack, and then the method can be applied to the space-limited field.
In the concrete implementation, the horizontal curve form of the tower steel ring beam 3 and the skirt steel ring beam 9 and the vertical curve form of the transverse main beams 14, the longitudinal main beams 15 and the secondary beams 16 make the net frame formed by the two net frames be a hyperboloid net frame structure.
The edge sealing beam 13 is formed by splicing a plurality of steel rectangular tubes with the size of 480 x 220 x 22mm, and the transverse main beam 14, the longitudinal main beam 15 and the secondary beam 16 are formed by splicing steel rectangular tubes with the size of 350 x 120 x 12mm and 350 x 120 x 14mm, wherein when the hyperboloid steel net shell structure has higher arch starting height and is close to a region with larger stress near the skirt building steel ring beam 9, the transverse main beam 14, the longitudinal main beam 15 and the secondary beam 16 are spliced by adopting steel rectangular tubes with the size of 350 x 120 x 14 mm; wherein the length of a single rectangular tube in the transverse main beam 14, the longitudinal main beam 15 and the secondary beam 16 is about 1.5 m.
In the concrete implementation, the maximum span of the hyperboloid steel reticulated shell structure is 35m, the maximum height is 22m, the projection area of the hyperboloid steel reticulated shell structure is about 1960m 2, 497 tons of steel materials are used, Q355B is adopted as the materials, 1079 nodes are totally adopted as the materials, 2063 rods are all welded and connected.
In the concrete implementation, the number of the two-way sliding hinge supports 4 is 12, the vertical bearing capacity is 800kN, the vertical pulling force is 150kN, the horizontal force is 50kN, the rotation angle is 0.02rad, and the horizontal displacement is +/-140 mm; the number of the fixed hinge supports 10 is 24, the vertical bearing capacity is 600kN, the vertical tensile force is 150kN, the horizontal force is 3800kN, and the rotation angle is 0.02rad;
both the bidirectional sliding hinge support 4 and the fixed hinge support 10 are custom-manufactured by manufacturers, sprayed with rust-proof primer and transported to the site.
In the concrete implementation, the top surfaces and the bottom surfaces of the tower steel ring beam 3 and the skirt steel ring beam 9 are parallel to the horizontal plane, the tower steel ring beam 3 and the skirt steel ring beam 9 are bent in the horizontal direction, and the transverse main beams 14, the longitudinal main beams 15 and the secondary beams 16 are bent in the vertical direction according to the design arching requirement of the hyperboloid single-layer steel net shell structure.
In the concrete implementation, the hyperboloid net frame is welded with the tower steel ring beam 3 and the skirt steel ring beam 9, and the edge sealing beam 13 is welded with the transverse main beam 14, the longitudinal main beam 15 and the secondary beam 16 which are intersected with the edge sealing beam.
In this embodiment, as shown in fig. 2, the tower steel ring beam 3 is formed by welding a plurality of first tower steel ring beam splicing sections 3-1 and second tower steel ring beam splicing sections 3-2, and the plurality of first tower steel ring beam splicing sections 3-1 and second tower steel ring beam splicing sections 3-2 are staggered;
the skirt building steel ring beam 9 is formed by welding a plurality of first skirt building steel ring beam splicing sections 9-1 and a plurality of second skirt building steel ring beam splicing sections 9-2, and the plurality of first skirt building steel ring beam splicing sections 9-1 and the second skirt building steel ring beam splicing sections 9-2 are distributed in a staggered manner;
The first tower steel ring beam splicing section 3-1, the second tower steel ring beam splicing section 3-2, the first skirt building steel ring beam splicing section 9-1 and the second skirt building steel ring beam splicing section 9-2 are steel box beams.
During actual use, the tower steel ring beam 3 is formed by arranging the first tower steel ring beam splicing sections 3-1 and the second tower steel ring beam splicing sections 3-2 in a staggered manner and mutually splicing the first tower steel ring beam splicing sections and the second skirt steel ring beam splicing sections 9-1 and the second skirt steel ring beam splicing sections 9-2 in a staggered manner and mutually splicing the first skirt steel ring beam splicing sections and the second skirt steel ring beam splicing sections, so that the tower steel ring beam 3 and the skirt steel ring beam 9 are convenient to present a curve effect matched with the skirt upturning beam 8 and the tower upturning beam 1.
During specific implementation, grooves with corresponding angles are formed in two ends of the first tower steel ring beam splicing section 3-1, the second tower steel ring beam splicing section 3-2, the first skirt steel ring beam splicing section 9-1 and the second skirt steel ring beam splicing section 9-2.
It should be noted that, the tower upturning beam 1 is provided with a plurality of support pads for supporting the junction of the first tower steel ring beam splicing section 3-1 and the second tower steel ring beam splicing section 3-2, and the skirt building upturning beam 8 is provided with a plurality of support pads for supporting the junction of the first skirt building steel ring beam splicing section 9-1 and the second skirt building steel ring beam splicing section 9-2.
As shown in fig. 4 and 5, in this embodiment, a steel backing plate 6 for connecting with the bidirectional sliding hinge support 4 is welded at the middle position of the bottom of the first tower steel ring beam splicing section 3-1, and a steel backing plate 6 for connecting with the fixed hinge support 10 is welded at the middle position of the bottom of the first skirt steel ring beam splicing section 9-1.
In actual use, the number of the first tower steel ring beam splicing sections 3-1 is equal to and corresponds to the number of the two-way sliding hinge supports 4 one by one, and the number of the first skirt steel ring beam splicing sections 9-1 is equal to and corresponds to the number of the fixed hinge supports 10 one by one.
It should be noted that, through all setting up steel backing plate 6 in the bottom intermediate position of first tower steel ring roof beam concatenation section 3-1 and first skirt building steel ring roof beam concatenation section 9-1, be convenient for fix a position first tower steel ring roof beam concatenation section 3-1 and first skirt building steel ring roof beam concatenation section 9-1, guarantee the better transmission internal force of steel ring roof beam, can effectively improve the efficiency of construction of tower steel ring roof beam 3 and skirt building steel ring roof beam 9.
In specific implementation, the size specification of the steel backing plate 6 is 300×300×25mm, the wall thickness between the first tower steel ring beam splicing section 3-1 and the first skirt steel ring beam splicing section 9-1 (positioned at the upper part of the support) is larger than the wall thickness at two ends of the first tower steel ring beam splicing section, the first tower steel ring beam splicing section 3-1 and the first skirt steel ring beam splicing section 9-1 select steel box beams with the cross section size of 800×400mm, the lengths of the first tower steel ring beam splicing section 3-1 and the first skirt steel ring beam splicing section 9-1 are 1.8m, the wall thickness between the first tower steel ring beam splicing section 3-1 and the first skirt steel ring beam splicing section 9-1 is 40mm, the wall thickness at two ends of the first tower steel ring beam splicing section 3-1 and the first skirt steel ring beam splicing section 9-2 select steel box beams with the cross section size of 800×400×30 mm.
During actual use, the weight of the hyperboloid steel reticulated shell structure is finally transmitted to the tower and the skirt building respectively through the two-way sliding hinge support 4 and the fixed hinge support 10, so that the steel ring beam above the support is stressed greatly, and the wall thickness between the first tower steel ring beam splicing section 3-1 and the first skirt building steel ring beam splicing section 9-1 is larger than the wall thickness at two ends of the steel ring beam splicing section.
In this embodiment, a plurality of stiffening ribs are arranged at equal intervals in the tower steel ring beam 3 and the skirt steel ring beam 9.
When in actual use, the inner parts of the tower steel ring beam 3 and the skirt steel ring beam 9 are respectively provided with a vertical stiffening rib with the thickness of 14mm according to the interval of 200 mm.
In this embodiment, as shown in fig. 4 and 5, an anchor plate 12 is disposed on the top of the section steel column 11, and a leveling steel plate 7 for mounting the fixed hinge support 10 is disposed on the anchor plate 12, where the leveling steel plate 7 is disposed below the top of the upturned beam 8 of the skirt building.
In the concrete implementation, 9 plug welding holes with phi 40mm are reserved on the leveling steel plate 7, the leveling steel plate 7 and the anchor plate 12 are welded in a plug welding mode, and the height of a welding line is not smaller than the plate thickness.
In this embodiment, as shown in fig. 5, the bracket 2 is a reinforced concrete bracket integrally poured with the upturned beam 1 of the tower, and a plurality of embedded steel plates 5 for installing the bidirectional sliding hinge support 4 are embedded in the top of the bracket 2.
In actual use, in order to ensure that all the sections of the steel ring beam 3 of the tower are finally distributed on the same plane, a leveling steel plate 7 can be arranged on the embedded steel plate 5.
The construction method of the hyperboloid single-layer steel latticed shell structure shown in fig. 7 comprises the following steps:
Step one, construction preparation: according to the design requirement of the hyperboloid single-layer steel reticulated shell structure, building a BIM theoretical model of the hyperboloid single-layer steel reticulated shell structure, leading out a construction drawing of the hyperboloid single-layer steel reticulated shell structure, determining the number and the installation positions of the bidirectional sliding hinge supports 4 and the fixed hinge supports 10, and simultaneously determining the sizes of rectangular tubes corresponding to each edge sealing beam 13, each transverse main beam 14, each longitudinal main beam 15 and each secondary beam 16;
Step two, processing and manufacturing a main beam, a secondary beam and a steel ring beam:
According to a construction drawing of the hyperboloid single-layer steel reticulated shell structure, connecting nodes of the edge sealing beams 13, the transverse main beams 14, the longitudinal main beams 15 and the secondary beams 16 are taken as dividing basis, each edge sealing beam 13, each transverse main beam 14, each longitudinal main beam 15 and each secondary beam 16 are processed in a segmented mode to form a plurality of rectangular tubes, and the plurality of rectangular tubes are numbered;
Respectively carrying out sectional processing and numbering on the skirt building steel ring beam 9 and the tower steel ring beam 3 according to the number and the installation positions of the fixed hinge supports 10 and the bidirectional sliding hinge supports 4 determined in the first step;
Step three, embedding an anchor piece: when the construction of the skirt upstairs turning beam 8 is carried out, a plurality of section steel columns 11 are pre-embedded in the skirt upstairs turning beam 8 according to the number and the installation positions of the fixed hinge supports 10 determined in the first step, meanwhile, a notch is formed above each section steel column 11 on the constructed skirt upstairs turning beam 8, and an anchor plate 12 is welded at the top of each section steel column 11;
Constructing a tower upturning beam 1, constructing corbels 2 on the tower upturning beam 1, and anchoring a plurality of embedded steel plates 5 on the surface of the corbels 2 according to the number and the installation positions of the bidirectional sliding hinged supports 4 determined in the step one when the corbels 2 are constructed;
step four, mounting a support: a fixed hinge support 10 is arranged on each anchor plate 12, and a bidirectional sliding hinge support 4 is arranged on each embedded steel plate 5;
Step five, steel ring beam installation: sequentially connecting and supporting the skirt steel ring beams 9 processed in the second step on a plurality of fixed hinge supports 10 according to the number, and sequentially connecting and supporting the tower steel ring beams 3 processed in the second step on a plurality of bidirectional sliding hinge supports 4 according to the number;
step six, setting up an operation platform: setting up a hall scaffold between a tower building and a skirt building as an operation platform;
step seven, constructing a hyperboloid single-layer steel reticulated shell structure: according to the position of a connecting node in a construction drawing of the hyperboloid single-layer steel reticulated shell structure, a total station is adopted to perform dotting positioning on an operation platform, the plurality of rectangular tubes processed in the second step are lifted by a 25-ton automobile crane and placed on the operation platform according to the marks, and the plurality of rectangular tubes are welded in sequence in a high-altitude scattered splicing mode to form the hyperboloid single-layer steel reticulated shell structure;
And step eight, dismantling the operation platform.
In the specific implementation, in the first step, in order to achieve the design purpose, according to the appearance modeling of the hyperboloid single-layer steel reticulated shell structure and the maximum design load of the hyperboloid single-layer steel reticulated shell structure on the tower and the skirt building, BIM technology is applied, special steel structure modeling software such as Tekla is used for deeply designing the hyperboloid single-layer steel reticulated shell structure, so that arch forming points of the hyperboloid single-layer steel reticulated shell structure are all arranged at connecting nodes, a construction drawing of the hyperboloid single-layer steel reticulated shell structure is provided, and the construction drawing of the hyperboloid single-layer steel reticulated shell structure comprises a rod piece machining drawing and a positioning drawing; the selected rod pieces of the hyperboloid single-layer steel reticulated shell structure are rectangular pipes with the dimensions of 350 multiplied by 120 multiplied by 12mm and 350 multiplied by 120 multiplied by 14mm, and the selected rod pieces are of non-standard dimensions, so that the steel is transported to a professional processing factory for secondary deepening processing after being processed and molded by the rectangular pipes in a factory. In the deepening processing process, an eight-axis intersecting line cutting processing technology is adopted, groove cutting is carried out according to a rod piece processing diagram, the groove direction and the length of each rectangular tube rod piece are different, numbering is carried out after rust-proof primer treatment is carried out, and then the rectangular tube rod pieces are transported to a construction site.
In the third step, the top of the anchor plate 12 is lower than the upper surface of the upturned beam 8 of the skirt building.
In the fourth step, before installing the support, according to the number and installation positions of the bidirectional sliding hinge support 4 and the fixed hinge support 10, the positions of the anchor plate 12 and the embedded steel plate 5 are rechecked, and because the positions of the embedded anchor plate 12 and the embedded steel plate 5 are implemented according to the structural drawing when the main body is constructed, and errors exist in construction, the paying-off generates displacement errors. In order to solve the horizontal error, a leveling steel plate 7 is additionally arranged at the bottom of the support for leveling, and the thickness of the leveling steel plate 7 is adaptively adjusted according to the error.
In the fifth step, when the steel ring beam is constructed, the tower steel ring beam 3 and the skirt steel ring beam 9 are uniformly and sequentially connected from one end to the other end, and the ring beam splicing sections of the tower steel ring beam 3 comprise a plurality of first tower steel ring beam splicing sections 3-1 and second tower steel ring beam splicing sections 3-2 which are distributed in a staggered manner, wherein the first tower steel ring beam splicing sections 3-1 are positioned right above the bidirectional sliding hinge support 4; the ring beam splicing sections of the skirt building steel ring beam 9 comprise a plurality of first skirt building steel ring beam splicing sections 9-1 and second skirt building steel ring beam splicing sections 9-2 which are distributed in a staggered mode, wherein the first skirt building steel ring beam splicing sections 9-1 are positioned right above the fixed hinge support 10;
The two ends of the same steel ring beam splicing section cannot be welded at the same time, so that the steel ring beam is prevented from being deformed due to temperature stress generated by welding; the connecting weld joints between the steel ring beam splicing sections all belong to primary penetration groove weld joints, and carbon dioxide protection welding is adopted. Because the space between the steel ring beam and the structural surface is smaller, the bottom welding seam cannot be constructed, in order to ensure the welding omission and the quality of the welding seam, a construction hole with the length of 300 multiplied by 300mm is reserved at the top end of the steel ring beam splicing section, and after the construction of the bottom connecting welding seam of the steel ring beam splicing section is finished from inside and detected to be qualified, hole sealing treatment is carried out;
In the sixth step, when the operation platform is erected, a steel pipe full-hall foot falling hand frame is erected from bottom to top on the ground below the design position of the hyperboloid single-layer steel reticulated shell structure, a phi 48 multiplied by 3.0mm frame pipe is adopted for the steel pipe, the height of the operation platform is 30 cm to 50cm of the bottom of the corresponding position of the hyperboloid single-layer steel reticulated shell structure, the bearing capacity of the operation platform is 200kg/m 2～250kg/m2, the transverse spacing of vertical rods is 0.9m, the longitudinal spacing of the vertical rods is 0.9m, the distance between horizontal rods is 1.5m, a punched steel scaffold plate is fully paved on the plane, and then a horizontal safety net is hung below the scaffold plate.
And seventhly, when the total station is adopted to perform dotting and positioning on the operation platform, the corresponding connection node coordinates on the drawing are adopted to perform fixed-point paying-off. Firstly positioning to a coordinate origin according to a drawing, then guiding the relative coordinates of each connecting node to an operation platform for marking, positioning by using a theodolite according to the vertical height corresponding to the coordinate point during the welding construction of the rod piece, and using a frame pipe as a temporary support.
During concrete implementation, the edge sealing beams 13, the transverse main beams 14, the longitudinal main beams 15 and the secondary beams 16 are processed in a segmented mode to form a plurality of rectangular tubes, the plurality of rectangular tubes are numbered and transported to a construction site for installation, so that the construction efficiency can be effectively improved, and meanwhile, the curved surface effect of the hyperboloid steel reticulated shell structure can be improved.
In this embodiment, through setting up full hall scaffold frame as operation platform between tower and skirt building to adopt the mode construction hyperboloid individual layer steel reticulated shell structure of high altitude scattered piecing together, compare with traditional integral hoisting construction, the security obtains improving, and the potential safety hazard reduces, can be suitable for narrow and small space simultaneously, and construction site environment is not limited.
In the specific implementation, in the second step, when each of the transverse girder 14, the longitudinal girder 15 and the secondary girder 16 is processed in a segmented manner, according to the construction diagram of the hyperboloid single-layer steel net shell structure, the groove angles of the two ends of each rectangular tube in each of the transverse girder 14, the longitudinal girder 15 and the secondary girder 16 are determined, and groove cutting is carried out on the two ends of each rectangular tube;
When the skirt building steel ring beam 9 and the tower steel ring beam 3 are processed in a segmented mode, groove angles of two ends of each rectangular tube in the skirt building steel ring beam 9 and the tower steel ring beam 3 are determined according to a construction drawing of the hyperboloid single-layer steel net shell structure, and groove cutting is conducted on two ends of each rectangular tube.
It should be noted that, in order to achieve the effect of the vertical curves of the transverse main beams 14, the longitudinal main beams 15 and the secondary beams 16, the connection angles of the plurality of rectangular tubes need to be constantly changed, and then the two ends of each rectangular tube need to be cut according to the design angles.
In the implementation, in the fourth step, when the fixed hinge support 10 is installed, the leveling steel plate 7 is arranged between the fixed hinge support 10 and the anchor plate 12, so that the top elevations of the fixed hinge supports 10 are the same.
In specific implementation, when the fixed hinge support 10 is installed, the leveling steel plate 7 is arranged between the fixed hinge support 10 and the anchor plate 12, and the top of the fixed hinge support 10 is slightly higher than the top of the tower steel ring beam 3, so that the tower steel ring beam 3 formed by splicing the sections can be arranged on the same horizontal plane.
The leveling steel plate 7 and the anchor plate 12 and the leveling steel plate 7 and the bottom of the fixed hinge support 10 are welded, and the top of the fixed hinge support 10 is welded with the steel backing plate 6 at the bottom of the skirt steel ring beam 9.
As shown in fig. 6, in the implementation, in the seventh step, when a plurality of rectangular pipes are welded in sequence in a high-altitude split manner, the three areas of the hyperboloid single-layer steel net shell structure divided into A, B, C from one end to the other end are sequentially constructed according to the projection area of the hyperboloid single-layer steel net shell structure on the horizontal plane, and when each area is constructed, a parallelogram net frame structure is formed after welding the transverse main beams 14 and the longitudinal main beams 15, and then a triangle net frame structure is formed after welding the secondary beams 16.
In the specific implementation, the projection areas of the A area and the C area are 400m 2, the projection area of the B area is 1000m 2, when the three areas of A, B, C are sequentially constructed, the construction is sequentially carried out from the south to the north from the edge sealing beam 13 of the A area, and finally the edge sealing beam 13 of the C area is constructed; when the rectangular tube is adopted for welding, the corresponding rectangular tube can be adaptively adjusted according to the space size for the grid frame close to the tower steel ring beam 3, the skirt steel ring beam 9 and the edge sealing beam 13, and the number of the rectangular tubes can be increased or reduced in a proper amount.
In this embodiment, when welding the transverse girder 14 and the longitudinal girder 15, a plurality of rectangular tubes corresponding to the transverse girder 14 or the longitudinal girder 15 are welded according to the number, so that two ends of the rectangular tubes are respectively connected to two frames of a frame formed by the tower steel ring beam 3, the skirt steel ring beam 9 and the edge sealing beam 13.
When the three areas A, B, C are sequentially constructed, each area is divided into a plurality of sections according to the position of the fixed hinge support 10, and the construction is sequentially performed from the north to the south and from the skirt building side to the tower side; that is, when constructing the girders in each region, the transverse girders 14 at the separation positions of several segments are constructed first, as shown in fig. 6; and then constructing the longitudinal girders 15, and when the construction of the longitudinal girders 15 in a single area is completed, constructing the remaining transverse girders 14 and secondary girders 16 in the area. Each connecting node is positioned by adopting a total station, a section is positioned and then measured, a section is installed and then measured, and the whole area is finally measured; because this structure quarter butt is through assembling the shaping, and welding engineering volume is very big, and the quarter butt can produce welding residual stress in welding process, in order to release welding residual stress, avoids the connected node to produce stress deformation, when carrying out the welding of secondary beam 16, reserves a small piece region (3 connected nodes) in every festival section, after the construction of next festival section is accomplished, and the residual stress release of this festival section surplus connected node department is gone up and is tend to stable after, carries out the welding of this festival section surplus connected node again.
Because the steel net shell is installed by adopting the steel pipe scaffold operating platform, one measurement is needed after each installation, the construction error of the steel net shell must be measured and controlled all the time in the installation process of the steel net shell, and once the deformation displacement exceeds the control range, the correction must be immediately carried out. The deflection, the overall size, the node offset and the like of the steel net shell must be measured immediately after the steel net shell is installed each time, and the steel net shell is adjusted at the next section, so that the accumulated error is avoided.
In order to reduce construction errors and consider moment tube deflection deformation, the vertical coordinate is particularly improved by about 10mm when each connecting node is welded.
When welding a single tube, the two ends of the tube cannot be welded at the same time.
In specific implementation, in order to ensure the safety of steel reticulated shell construction, adverse factors such as moment tube internal force are eliminated as soon as possible, the transverse main beam 14 and the longitudinal main beam 15 are firstly constructed according to regions and are divided according to sections, the transverse main beam 14 and the longitudinal main beam 15 are connected with steel ring beams, the moment tube internal force is transmitted to a main structure through a support, and then the secondary beams 16 are assembled.
The foregoing description is only a preferred embodiment of the present invention, and is not intended to limit the present invention, and any simple modification, variation and equivalent structural changes made to the above embodiment according to the technical substance of the present invention still fall within the scope of the technical solution of the present invention.
Claims (10)
1. A hyperboloid individual layer steel latticed shell structure, its characterized in that: the novel steel ring structure comprises a tower steel ring beam (3) arranged on a tower upturning beam (1), a skirt steel ring beam (9) arranged on a skirt upturning beam (8) and a hyperboloid triangle rack erected between the tower steel ring beam (3) and the skirt steel ring beam (9), wherein the tower steel ring beam (3) is a curve steel ring beam matched with the shape of the tower upturning beam (1), the skirt steel ring beam (9) is a curve steel ring beam matched with the shape of the skirt upturning beam (8), the skirt steel ring beam (9) is positioned on the convex side of the tower steel ring beam (3), the hyperboloid triangle rack is a hyperboloid single-layer triangle rack formed by connecting two edge sealing beams (13), a plurality of transverse girders (14), a plurality of longitudinal girders (15) and a plurality of secondary girders (16), the two edge sealing beams (13) are respectively connected between two ends of the tower steel ring beam (3) and the skirt steel ring beam (9), and the edge sealing beams (13) are linear girders (14) formed by splicing a plurality of longitudinal girders (15) and a plurality of rectangular girders (16);
The tower upturning beam (1) is provided with a bracket (2), the tower steel ring beam (3) is arranged on the bracket (2) through a plurality of bidirectional sliding hinged supports (4), the skirt steel ring beam (9) is arranged on the skirt upturning beam (8) through a plurality of fixed hinged supports (10), the steel column structure is characterized in that a plurality of steel columns (11) used for bearing the skirt building steel ring beams (9) are embedded in the skirt building upturning beams (8), and a plurality of fixed hinge supports (10) are respectively arranged at the tops of the steel columns (11).
2. A hyperboloid single-layer steel reticulated shell structure according to claim 1, wherein: the tower steel ring beam (3) is formed by welding a plurality of first tower steel ring beam splicing sections (3-1) and a plurality of second tower steel ring beam splicing sections (3-2), and the plurality of first tower steel ring beam splicing sections (3-1) and the plurality of second tower steel ring beam splicing sections (3-2) are arranged in a staggered mode;
The skirt building steel ring beam (9) is formed by welding a plurality of first skirt building steel ring beam splicing sections (9-1) and a plurality of second skirt building steel ring beam splicing sections (9-2), and the plurality of first skirt building steel ring beam splicing sections (9-1) and the second skirt building steel ring beam splicing sections (9-2) are distributed in a staggered mode;
The first tower steel ring beam splicing section (3-1), the second tower steel ring beam splicing section (3-2), the first skirt building steel ring beam splicing section (9-1) and the second skirt building steel ring beam splicing section (9-2) are steel box beams.
3. A hyperboloid single-layer steel reticulated shell structure according to claim 2, wherein: the steel backing plate (6) used for being connected with the two-way sliding hinged support (4) is welded at the middle position of the bottom of the first tower steel ring beam splicing section (3-1), and the steel backing plate (6) used for being connected with the fixed hinged support (10) is welded at the middle position of the bottom of the first skirt building steel ring beam splicing section (9-1).
4. A hyperboloid single-layer steel reticulated shell structure according to claim 1, wherein: a plurality of stiffening ribs are arranged in the tower steel ring beam (3) and the skirt steel ring beam (9) at equal intervals.
5. A hyperboloid single-layer steel reticulated shell structure according to claim 1, wherein: the top of shaped steel post (11) is provided with an anchor plate (12), be provided with a leveling steel sheet (7) that supplies fixed hinge support (10) to install on anchor plate (12), leveling steel sheet (7) are less than skirt building upturning roof beam (8) top and lay.
6. A hyperboloid single-layer steel reticulated shell structure according to claim 1, wherein: the bracket (2) is a reinforced concrete bracket which is poured with the upturning beam (1) of the tower as a whole, and a plurality of embedded steel plates (5) for installing the bidirectional sliding hinge support (4) are embedded at the top of the bracket (2).
7. A method of constructing a hyperboloid single layer steel reticulated shell structure as claimed in claim 1, comprising the steps of:
Step one, construction preparation: according to the design requirement of the hyperboloid single-layer steel reticulated shell structure, building a BIM theoretical model of the hyperboloid single-layer steel reticulated shell structure, leading out a construction drawing of the hyperboloid single-layer steel reticulated shell structure, and determining the number and the installation positions of the bidirectional sliding hinge supports (4) and the fixed hinge supports (10);
Step two, processing and manufacturing a main beam, a secondary beam and a steel ring beam:
According to a construction drawing of the hyperboloid single-layer steel reticulated shell structure, connecting nodes of the edge sealing beam (13), the transverse main beam (14), the longitudinal main beam (15) and the secondary beam (16) are taken as dividing basis, each edge sealing beam (13), each transverse main beam (14), each longitudinal main beam (15) and each secondary beam (16) are processed in a segmented mode to form a plurality of rectangular tubes, and the plurality of rectangular tubes are numbered;
Respectively carrying out sectional processing and numbering on the skirt building steel ring beam (9) and the tower building steel ring beam (3) according to the number and the installation positions of the fixed hinge supports (10) and the bidirectional sliding hinge supports (4) determined in the step one;
Step three, embedding an anchor piece: when the construction of the skirt upstairs turning beam (8) is carried out, a plurality of steel columns (11) are pre-buried in the skirt upstairs turning beam (8) according to the number and the installation positions of the fixed hinge supports (10) determined in the first step, meanwhile, the constructed skirt upstairs turning beam (8) forms a notch above each steel column (11), and an anchor plate (12) is welded at the top of each steel column (11);
Constructing an upturning beam (1) of a tower, constructing corbels (2) on the upturning beam (1) of the tower, and anchoring a plurality of embedded steel plates (5) on the surface of the corbels (2) according to the number and the installation positions of the bidirectional sliding hinged supports (4) determined in the step one when the corbels (2) are constructed;
step four, mounting a support: a fixed hinge support (10) is arranged on each anchor plate (12), and a bidirectional sliding hinge support (4) is arranged on each embedded steel plate (5);
Step five, steel ring beam installation: sequentially connecting and supporting the skirt building steel ring beams (9) processed in the step two on a plurality of fixed hinged supports (10) according to the number, and sequentially connecting and supporting the tower building steel ring beams (3) processed in the step two on a plurality of bidirectional sliding hinged supports (4) according to the number;
step six, setting up an operation platform: setting up a hall scaffold between a tower building and a skirt building as an operation platform;
Step seven, constructing a hyperboloid single-layer steel reticulated shell structure: according to the position of a connecting node in a construction drawing of the hyperboloid single-layer steel latticed shell structure, a total station is adopted to perform dotting positioning on an operation platform, a plurality of rectangular pipes processed in the second step are lifted by an automobile crane and placed on the operation platform according to the marks, and the rectangular pipes are welded in sequence in a high-altitude scattered splicing mode to form the hyperboloid single-layer steel latticed shell structure;
And step eight, dismantling the operation platform.
8. The construction method of the hyperboloid single-layer steel reticulated shell structure according to claim 7, wherein the construction method comprises the following steps: in the second step, when each transverse girder (14), each longitudinal girder (15) and each secondary girder (16) are processed in a segmented mode, according to a construction drawing of a hyperboloid single-layer steel net shell structure, groove angles at two ends of each rectangular tube in each transverse girder (14), each longitudinal girder (15) and each secondary girder (16) are determined, and groove cutting is carried out on two ends of each transverse girder;
When the skirt building steel ring beam (9) and the tower building steel ring beam (3) are processed in a segmented mode, groove angles of two ends of each segment in the skirt building steel ring beam (9) and the tower building steel ring beam (3) are determined according to a construction drawing of the hyperboloid single-layer steel net shell structure, and groove cutting is conducted on the two ends of each segment.
9. The construction method of the hyperboloid single-layer steel reticulated shell structure according to claim 7, wherein the construction method comprises the following steps: in the fourth step, when the fixed hinge support (10) is installed, a leveling steel plate (7) is arranged between the fixed hinge support (10) and the anchor plate (12), so that the top elevation of the fixed hinge supports (10) is the same.
10. The construction method of the hyperboloid single-layer steel reticulated shell structure according to claim 7, wherein the construction method comprises the following steps: in the seventh step, when a plurality of rectangular pipes are welded in sequence in a high-altitude scattered splicing mode, the construction is carried out in sequence by dividing the hyperboloid single-layer steel net shell structure into A, B, C areas from one end to the other end according to the projection area of the hyperboloid single-layer steel net shell structure on a horizontal plane, when each area is constructed, a parallelogram net frame structure is formed after welding a transverse girder (14) and a longitudinal girder (15), and then a triangle net frame structure is formed after welding a secondary girder (16).
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| CN205171667U (en) * | 2015-10-29 | 2016-04-20 | 华电重工股份有限公司 | Double -deck system of formula net on an empty stomach with mortise type hub node |
| CN115341653A (en) * | 2022-07-04 | 2022-11-15 | 北京建工集团有限责任公司 | Steep and gentle slope radian mutation multi-curved-surface steel reticulated shell building structure and construction process thereof |
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