CN111691683B - Installation method of double-layer skew-diagonal variable-thickness hyperbolic reticulated shell structure - Google Patents
Installation method of double-layer skew-diagonal variable-thickness hyperbolic reticulated shell structure Download PDFInfo
- Publication number
- CN111691683B CN111691683B CN202010518052.3A CN202010518052A CN111691683B CN 111691683 B CN111691683 B CN 111691683B CN 202010518052 A CN202010518052 A CN 202010518052A CN 111691683 B CN111691683 B CN 111691683B
- Authority
- CN
- China
- Prior art keywords
- hoisting
- shell structure
- area
- tower crane
- reticulated shell
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Active
Links
Images
Classifications
-
- 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
Abstract
The invention relates to a method for installing a double-layer skew-diagonal variable-thickness hyperbolic reticulated shell structure, which belongs to the technical field of construction of a building steel structure. And then dividing the range of the partitioned hoisting area and the range of the local hoisting area of the latticed shell structure by combining the coverage range and the hoisting capacity of the walking tower crane. And determining the lifting point and the stress and deformation condition of the lifting process structure. And installing and debugging the walking tower crane according to the determined model and position of the walking tower crane. Assembling the block hoisting areas in sequence, arranging a combined type support frame at the installation position of the block hoisting area, starting to perform integral lifting operation on the local lifting area under the lifting area, then folding the partial lifting area and the block hoisting area, and finally unloading the latticed shell structure. The method has the advantages of high construction efficiency, good safety and reliability and short construction period.
Description
Technical Field
The invention relates to the technical field of construction of building steel structures, in particular to a method for installing a double-layer oblique-discharge variable-thickness hyperbolic latticed shell structure.
Background
With the rapid development of domestic economy, the living standard of people is increasingly improved, and the functional requirements on public buildings are improved from meeting simple and basic functional requirements to the development of building artworks with large space, large span and more streamline aesthetic feeling. In the face of a building with a complex large-span curved surface space steel structure system, the traditional installation method is slightly superior to the traditional installation method in terms of control of construction cost, construction period and safety. Therefore, under complex construction conditions, a safe and economic construction method with short construction period is one of important researches for the current large-span curved surface space steel structure system.
The large-span space double-curved reticulated shell steel structure is an integral reticulated shell structure system formed by connecting upper and lower chords and web members of the structure through drums, welding balls or bolt balls as connecting nodes, and the whole building surface is adjusted into a single-curved or double-curved shape according to the building shape requirements, and the main stress bearing of the structure is generally supported on the periphery, and the middle and the inner part of the structure are not stressed and supported. The structure has the characteristics of large space, high integral stress performance, good economic performance, attractive appearance, atmosphere and the like. The building is commonly used for large public buildings such as large cultural stadiums, conference display centers, airport terminal buildings, high-speed rail station houses and the like.
The common construction method for the large-span hyperbolic reticulated shell structure at present comprises the following steps: (1) the in-situ assembling method of the full hall scaffold; (2) carrying out cantilever method; (3) sectional hoisting method; the construction method is deficient and imperfect in the aspects of economy, safety and construction period aiming at the projects that the concrete structure of the lower main body is complex, the projection area is large and the installation height is high.
Disclosure of Invention
The invention mainly solves the defects of low construction efficiency, poor safety and reliability and long construction period in the prior art, and provides the installation method of the double-layer skew-diagonal variable-thickness hyperbolic reticulated shell structure, which has the advantages of high construction efficiency, good safety and reliability and short construction period. The problem of the installation of latticed shell structure can't go on in step in a plurality of processes is solved. The personal safety of the operating personnel is ensured, and the construction cost is reduced.
The technical problem of the invention is mainly solved by the following technical scheme:
a method for installing a double-layer skew-slant variable-thickness hyperbolic reticulated shell structure comprises the following operation steps:
the first step is as follows: a walking tower crane is arranged outside the span of the latticed shell structure, and the load of the walking tower crane is transferred to the foundation stress through the rail beam by utilizing a vertical force transfer system of the span outer main body concrete structure.
The second step is that: according to the deepened model of the reticulated shell structure, the coverage range and the hoisting capacity of the walking tower crane are combined, the main body structure condition of the lower portion of the reticulated shell is analyzed, the range of a partitioned hoisting area and the range of a local hoisting area of the reticulated shell structure are divided, the range and the weight of each hoisting unit are subdivided into the partitioned hoisting area, the assembling and hoisting sequence is determined, and meanwhile independent numbering is carried out.
The third step: and (3) performing simulation analysis on the latticed shell structure of the local lifting area by adopting midas and sap2000 computer software to determine the stress and deformation conditions of a lifting point and a lifting process structure, and analyzing and checking the lifting process of the structure and the safety after the lifting process is in place by adopting related measures such as local rod piece reinforcement, replacement and the like.
The fourth step: and installing and debugging the walking tower crane according to the determined model and position of the walking tower crane.
The fifth step: assembling the planned block hoisting areas in sequence, arranging a combined support frame at the mounting position of the block hoisting area, and assembling the latticed shell units of the local hoisting area under the hoisting area.
And a sixth step: and when the hoisting of the reticulated shell structure of the block hoisting area is completed, carrying out integral hoisting operation on the local hoisting area, then folding the reticulated shell structure with the block hoisting area, and finally unloading the reticulated shell structure.
Preferably, the vertical force transfer system of the main concrete structure is overhead by adopting a track beam, a floor slab and a concrete beam, and the load of the walking tower crane is directly transferred to the concrete column through the track beam and then transferred to the foundation by the concrete column.
Preferably, a plurality of high-strength bolts are adopted between two adjacent track beams for connection and fastening, a base plate is arranged between the track beams and the concrete column, and the base plate adopts a clamping plate for fixedly connecting the track beams in an inserting and embedding manner.
Preferably, the assembled block hoisting areas are sequentially hoisted, a truck crane is arranged outside the span of the latticed shell structure, and rod pieces between the blocks are installed by the truck crane.
Preferably, the walking tower crane adopts a computer to synchronously control hydraulic integral lifting mechanical device, the end of a large arm with the length of 80m can lift 16 tons, the root part can lift more than 70 tons, and the walking function is not limited by a fixed field and can work back and forth along the direction of the track beam.
Preferably, the assembling and hoisting of the block hoisting area, the assembling of the local hoisting area and the preparation of measure work can be simultaneously carried out without the limitation of the previous process or site, and the erection of the combined support frame and the installation of the hoisting support frame do not occupy the working surfaces of the block hoisting area and the local hoisting area, so that the synchronous operation of each process can be realized.
The invention can achieve the following effects:
the invention provides a method for installing a double-layer skew-slant variable-thickness hyperbolic reticulated shell structure, which has the advantages of high construction efficiency, good safety and reliability and short construction period compared with the prior art. The problem of the installation of latticed shell structure can't go on in step in a plurality of processes is solved. The personal safety of the operating personnel is ensured, and the construction cost is reduced.
Drawings
Figure 1 is a schematic view of the construction of the load transfer assembly of the present invention.
Figure 2 is a structural cross-sectional view of the load transfer assembly of the present invention.
Fig. 3 is a schematic diagram of the partitioning of a block hoist area and a local lift area of the present invention.
FIG. 4 is a schematic diagram of the number of the block hoisting unit and the rechecking of the hoisting capacity of the tower crane.
In the figure: track roof beam 1, high strength bolt 2, cardboard 3, backing plate 4, concrete column 5, piecemeal hoist and mount district 6, local promotion district 7, walking tower crane 8, combination formula support frame 9.
Detailed Description
The technical scheme of the invention is further specifically described by the following embodiments and the accompanying drawings.
Example (b): as shown in fig. 1-4, a method for installing a double-layer skew-slant variable-thickness hyperbolic reticulated shell structure comprises the following operation steps:
the first step is as follows: the walking tower crane 8 is arranged outside the span of the latticed shell structure, and the load of the walking tower crane 8 is transferred to the foundation stress through the track beam 1 by utilizing a vertical force transfer system of the span outer main body concrete structure. The vertical force transfer system of the main concrete structure is overhead by adopting the track beam 1, the floor slab and the concrete beam, the load of the walking tower crane 8 is directly transferred to the concrete column 5 through the track beam 1, and then is transferred to the foundation by the concrete column 5.
Two adjacent track roof beams 1 adopt 2 rows altogether 16 high strength bolts 2 to be connected the fastening, are equipped with backing plate 4 between track roof beam 1 and concrete column 5, and backing plate 4 adopts cardboard 3 to carry out the inserted formula fixed connection with track roof beam 1.
The second step is that: according to the deepened model of the reticulated shell structure, the coverage range and the hoisting capacity of the walking tower crane 8 are combined, the main body structure condition of the lower portion of the reticulated shell is analyzed, the ranges of the block hoisting area 6 and the local hoisting area 7 of the reticulated shell structure are divided, the range and the weight of each hoisting unit are subdivided into the block hoisting area 6, the assembling and hoisting sequence is determined, and meanwhile independent numbering is carried out.
The walking tower crane 8 adopts a computer to synchronously control hydraulic integral lifting mechanical equipment, the end of a large arm with the length of 80m can lift 16 tons, the root can lift more than 70 tons, the walking function is not limited by a fixed field, and the walking tower crane can work back and forth along the direction of the track beam 1.
The third step: and (3) performing simulation analysis on the latticed shell structure of the local lifting area 7 by adopting midas and sap2000 computer software to determine the stress and deformation conditions of a lifting point and a lifting process structure, and analyzing and checking the lifting process of the structure and the safety after the structure is installed in place by adopting related measures such as local rod piece reinforcement and replacement.
The fourth step: and installing and debugging the walking tower crane 8 according to the determined model and position of the walking tower crane 8.
The fifth step: assembling the planned block hoisting areas 6 in sequence, arranging a combined support frame 9 at the installation position of the block hoisting area 6, and assembling the local hoisting area latticed shell units under the hoisting area.
And sequentially hoisting the assembled block hoisting areas 6 in sequence, arranging a truck crane outside the span of the latticed shell structure, and installing rod pieces between the blocks by adopting the truck crane.
And a sixth step: when hoisting of the reticulated shell structure of the block hoisting area 6 is completed, integral hoisting operation is carried out on the local hoisting area 7, then the reticulated shell structure is folded with the block hoisting area 6, and finally the reticulated shell structure is unloaded.
The assembling and hoisting of the block hoisting area 6, the assembling of the local hoisting area 7 and the preparation of the measure work can be simultaneously carried out, the limitation of the previous process or the field is avoided, the erection of the combined supporting frame and the installation of the hoisting supporting frame do not occupy the working surfaces of the block hoisting area 6 and the local hoisting area 7, and the synchronous operation of all the processes can be realized.
In conclusion, the installation method of the double-layer skew-diagonal thickness-variable hyperbolic reticulated shell structure has the advantages of high construction efficiency, good safety and reliability and short construction period. The problem of the installation of latticed shell structure can't go on in step in a plurality of processes is solved. The personal safety of the operating personnel is ensured, and the construction cost is reduced.
The above description is only an embodiment of the present invention, but the structural features of the present invention are not limited thereto, and any changes or modifications within the scope of the present invention by those skilled in the art are covered by the present invention.
Claims (4)
1. A method for installing a double-layer skew-slant variable-thickness hyperbolic reticulated shell structure is characterized by comprising the following operation steps of:
the first step is as follows: arranging a walking tower crane (8) outside the span of the latticed shell structure, and transmitting the load of the walking tower crane (8) to a foundation stress through a track beam (1) by utilizing a vertical force transmission system of the span-outside main body concrete structure; the vertical force transfer system of the main concrete structure is built on the ground by adopting a track beam (1), a floor slab and a concrete beam, and the load of the walking tower crane (8) is directly transferred to a concrete column (5) through the track beam (1) and then transferred to a foundation through the concrete column (5);
the two adjacent track beams (1) are connected and fastened by a plurality of high-strength bolts (2), a backing plate (4) is arranged between the track beams (1) and the concrete column (5), and the backing plate (4) is fixedly connected with the track beams (1) in an inserting manner by a clamping plate (3);
the second step is that: according to a reticulated shell structure deepening model, combining the coverage range and the hoisting capacity of a walking tower crane (8), simultaneously analyzing the main body structure condition of the lower portion of the reticulated shell, dividing the ranges of a partitioned hoisting area (6) and a local hoisting area (7) of the reticulated shell structure, subdividing the range and the weight of each hoisting unit of the partitioned hoisting area (6), determining the assembling and hoisting sequence, and simultaneously carrying out independent numbering;
the third step: adopting midas and sap2000 computer software simulation analysis to the latticed shell structure of the local lifting area (7), determining the stress and deformation conditions of a lifting point and a lifting process structure, adopting a local rod piece to strengthen the replacement of related measures, and analyzing and checking the lifting process of the structure and the safety after the structure is installed in place;
the fourth step: installing and debugging the walking tower crane (8) according to the determined model and position of the walking tower crane (8);
the fifth step: assembling planned block hoisting areas (6) in sequence, arranging a combined support frame (9) at the installation position of the block hoisting area (6), and assembling a local hoisting area latticed shell unit under a hoisting area;
and a sixth step: when hoisting of the reticulated shell structure of the block hoisting area (6) is completed, integral hoisting operation is carried out on the local hoisting area (7), then the reticulated shell structure is folded with the block hoisting area (6), and finally the reticulated shell structure is unloaded.
2. The installation method of the double-layer skew-slant variable-thickness hyperbolic reticulated shell structure according to claim 1, characterized in that: and sequentially hoisting the assembled block hoisting areas (6), arranging a truck crane outside the span of the latticed shell structure, and installing rod pieces between the blocks by adopting the truck crane.
3. The installation method of the double-layer skew-slant variable-thickness hyperbolic reticulated shell structure according to claim 1, characterized in that: the walking tower crane (8) adopts a computer to synchronously control hydraulic integral lifting mechanical equipment, the end of a large arm with the length of 80m can lift 16 tons, the root part can lift more than 70 tons, the walking function is not limited by a fixed field, and the walking tower crane can work back and forth along the direction of the track beam (1).
4. The installation method of the double-layer skew-slant variable-thickness hyperbolic reticulated shell structure according to claim 1, characterized in that: the assembling and hoisting of the block hoisting area (6), the assembling of the local hoisting area (7) and the preparation of the measure work can be simultaneously carried out without the limitation of the site of the previous process, the erection of the combined supporting frame and the installation of the hoisting supporting frame do not occupy the working surfaces of the block hoisting area (6) and the local hoisting area (7), and the synchronous operation of each process can be realized.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202010518052.3A CN111691683B (en) | 2020-06-09 | 2020-06-09 | Installation method of double-layer skew-diagonal variable-thickness hyperbolic reticulated shell structure |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202010518052.3A CN111691683B (en) | 2020-06-09 | 2020-06-09 | Installation method of double-layer skew-diagonal variable-thickness hyperbolic reticulated shell structure |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN111691683A CN111691683A (en) | 2020-09-22 |
| CN111691683B true CN111691683B (en) | 2021-10-08 |
Family
ID=72479945
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202010518052.3A Active CN111691683B (en) | 2020-06-09 | 2020-06-09 | Installation method of double-layer skew-diagonal variable-thickness hyperbolic reticulated shell structure |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN111691683B (en) |
Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2012188826A (en) * | 2011-03-09 | 2012-10-04 | Kansai Kasetu Company Inc | Roof structure for temporary scaffold and assembly method of structure using the same |
| CN105569358A (en) * | 2015-12-15 | 2016-05-11 | 中国建筑第八工程局有限公司 | Construction method of special-shaped curved surface roof with large span and multiple curvatures |
| CN206319610U (en) * | 2016-12-06 | 2017-07-11 | 中铁三局集团建筑安装工程有限公司 | Roof system steel truss slipping and assembling construction platform structure |
| CN109235902A (en) * | 2018-09-26 | 2019-01-18 | 中建钢构有限公司 | Positive quadrangular pyramid bolt-ball net frame multi-point support high-altitude dissipates splicing method |
| US10465393B1 (en) * | 2017-12-20 | 2019-11-05 | Jared Bill Bradford | Apparatus, system and method for panelizing and installing wall and roof panels |
-
2020
- 2020-06-09 CN CN202010518052.3A patent/CN111691683B/en active Active
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2012188826A (en) * | 2011-03-09 | 2012-10-04 | Kansai Kasetu Company Inc | Roof structure for temporary scaffold and assembly method of structure using the same |
| CN105569358A (en) * | 2015-12-15 | 2016-05-11 | 中国建筑第八工程局有限公司 | Construction method of special-shaped curved surface roof with large span and multiple curvatures |
| CN206319610U (en) * | 2016-12-06 | 2017-07-11 | 中铁三局集团建筑安装工程有限公司 | Roof system steel truss slipping and assembling construction platform structure |
| US10465393B1 (en) * | 2017-12-20 | 2019-11-05 | Jared Bill Bradford | Apparatus, system and method for panelizing and installing wall and roof panels |
| CN109235902A (en) * | 2018-09-26 | 2019-01-18 | 中建钢构有限公司 | Positive quadrangular pyramid bolt-ball net frame multi-point support high-altitude dissipates splicing method |
Non-Patent Citations (2)
| Title |
|---|
| 大跨度穹顶式弧形桁架施工;马泉等;《建筑施工》;20141031;第36卷(第10期);第1144-1146页 * |
| 深圳新机场航站楼钢结构屋盖安装技术;袁光辉等;《施工技术》;20120731;第41卷;第603-608页 * |
Also Published As
| Publication number | Publication date |
|---|---|
| CN111691683A (en) | 2020-09-22 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN106930541B (en) | Construction method of hanging type steel corridor | |
| CN113719139B (en) | Construction method for hoisting irregular space net rack of stadium | |
| CN114086669B (en) | Modularized rapid construction method for large-scale space special-shaped curved surface steel net rack | |
| CN114197634A (en) | Construction method of high-rise conjoined large steel structure installation monitoring system | |
| CN114182963A (en) | Construction method for reverse-order layered lifting of plane-overlapped multi-layer large-span truss structure | |
| CN111779274A (en) | Construction method for integrally lifting temporary hoisting point of large-span unequal-height steel structure net rack | |
| CN114941432A (en) | Combined construction method for super-large-span prestressed beam and double-layer steel corridor inclined column | |
| CN111395533A (en) | Multi-mechanism resultant force air overturning construction method for large-span arc-shaped latticed shell structure | |
| CN111691683B (en) | Installation method of double-layer skew-diagonal variable-thickness hyperbolic reticulated shell structure | |
| CN114134990A (en) | Installation and uninstallation method of large-span overhanging corridor | |
| CN114837483B (en) | High-low span portal steel frame building structure and construction process thereof | |
| CN109267439B (en) | Efficient and stable three-layer viaduct and construction process thereof | |
| CN109898664A (en) | A kind of jack-up construction method and its assembled arthitecutral structure for multi-story structure | |
| CN112049253A (en) | Truss body and concrete structure connecting node, truss and method | |
| CN114892873B (en) | Inclined roof fish-bellied truss hoisting construction method | |
| CN213296643U (en) | Truss | |
| CN117166693A (en) | Lifting point conversion lifting system for multilayer heightened space structure and construction method | |
| CN220015190U (en) | Assembled rail top wind channel in push pipe tunnel | |
| CN111827574B (en) | Construction method of giant inclined truss structure of high-rise building | |
| CN215717516U (en) | Supporting system for SRC beam integrated construction | |
| CN117145051A (en) | High-altitude assembly structure of large-span space broken line truss and construction method | |
| CN216713533U (en) | Plane overlapping multilayer large-span truss structure | |
| CN213390582U (en) | Truss body and concrete structure connected node | |
| CN116122590A (en) | Installation method of large-span overhead conjoined structure | |
| CN115504381A (en) | Hoisting system and hoisting method in limited space for overhead travelling crane over-limit equipment |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant |