CN111946070A - Skirt-swing type installation method for spatial irregular steel grids - Google Patents
Skirt-swing type installation method for spatial irregular steel grids Download PDFInfo
- Publication number
- CN111946070A CN111946070A CN202010716073.6A CN202010716073A CN111946070A CN 111946070 A CN111946070 A CN 111946070A CN 202010716073 A CN202010716073 A CN 202010716073A CN 111946070 A CN111946070 A CN 111946070A
- Authority
- CN
- China
- Prior art keywords
- grid
- steel
- steel grid
- folding
- skirt
- 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.)
- Pending
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
-
- 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
-
- 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
Landscapes
- Engineering & Computer Science (AREA)
- Architecture (AREA)
- Civil Engineering (AREA)
- Structural Engineering (AREA)
- Physics & Mathematics (AREA)
- Electromagnetism (AREA)
- Mechanical Engineering (AREA)
- Conveying And Assembling Of Building Elements In Situ (AREA)
Abstract
The invention relates to a skirt-swing type installation method for steel grids with irregular space, which comprises the steps of steel grid construction area, division of closure sections, accurate positioning of a jig frame, erection of the jig frame, installation of the steel grids, closure of the steel grids, unloading of the jig frame, measurement after unloading, data collection and the like. The skirt-swing type spatial irregular steel grid installation method reduces the construction difficulty through partition construction, and is beneficial to controlling the deformation of steel grid installation; the positioning precision of the jig frame and the steel grid installation is ensured by a three-dimensional modeling positioning technology; the folding temperature is kept in an ideal state by a temperature control folding technology, and the additional stress of the temperature is reduced; the stress and deformation of the structure can be analyzed through a simulation technology, and the safety and reliability of the construction process are guaranteed.
Description
Technical Field
The invention relates to the technical field of building construction, in particular to a skirt-swing type installation method for spatial irregular steel grids.
Background
With the continuous development of cities, large buildings have become the signs and symbols of cities and times. The skirt-type space steel grid is gradually and widely applied due to the advantages of attractive appearance, good social and economic benefits and the like.
Skirt-type spatial steel grid structure mainly comprises tower skirt body and lower part skirt pendulum, and tower skirt body mainly is tower side direction grid structure, and lower part skirt pendulum is skirt house roofing grid structure, and the transition of upper skirt body to lower part skirt pendulum is through the catenary shape, and whole molding is similar to a long skirt that is swinging. In the construction process, because the whole steel grid structure has large span and complicated and changeable spatial positions, how to realize accurate and reliable installation is particularly important.
Disclosure of Invention
The technical problem to be solved by the invention is as follows: in order to overcome the defects of the prior art, a skirt type installation method for spatial irregular steel grids is provided.
In order to achieve the technical effects, the invention adopts the technical scheme that: an installation method of skirt-swing type spatial irregular steel grids comprises the following steps:
s1, dividing a steel grid construction area and a closure section: before construction, combining site conditions, dividing the whole steel grid structure into a plurality of subareas for construction, and arranging a closure section at a position with a larger gradient of the whole steel grid structure;
s2, accurate positioning of the jig frame: releasing a jig frame in the steel grid deepening model, combining the jig frame with the integral structure of the steel grid, and making a jig frame field installation positioning diagram through deepening software;
s3, building a jig frame: building a temporary support and a tree-shaped column below the integral structure of the steel grid;
s4, installation of steel grids: after the integral structure of the steel grid is installed, simulated and analyzed, parts are assembled into grid members on the ground of each subarea, the grid members are subjected to anticorrosive coating, the grid members are hoisted to an appointed position, and meanwhile, hoisting coordinates are measured and corrected;
s5, folding the steel grids: monitoring the temperature of the whole structure of the steel grid, and carrying out folding operation on the grid members under the condition that the folding temperature is close to or lower than the folding temperature according to the temperature change condition in the past year;
s6, unloading of the jig frame: according to the principle that the final maximum deformation position of the structure is unloaded firstly, the temporary support is dismantled according to the requirements of zoning, sectioning, equivalent quantity, balance and slowness, and deformation monitoring is carried out on the temporary support and the whole steel grid structure;
s7, measurement and data collection after unloading is finished: monitoring the stability of the whole structure of the steel grid and recording data every day in the same time period after the disassembly is finished, comparing the observation data according to three continuous days, and stopping observation after the elevation difference value of each deformation monitoring point meets the requirement.
Further, in step S1, if the conditions allow, symmetrical construction may be performed, and the construction may be performed toward the closed section.
Further, in step S3, the plane position and the vertical perpendicularity of the temporary supports are adjusted when the temporary supports are in place, the steel supports for converting the positions of the grid members are mounted on the tops of the temporary supports, and when the height of the temporary supports is higher than 12m, horizontal connecting beams are arranged between the adjacent temporary supports to form an integral combined support.
Further, in step S4, the installation simulation analysis is to perform finite element analysis on the whole steel grid structure, determine the position with large structural stress and displacement, and record the maximum deformation data of the whole structure and the local support.
Further, in step S4, the weight of the grid member should be controlled within the safe hoisting range of the tower crane or the truck crane, and if the center of gravity of the special-shaped grid member is not at the center position, the hoisting point needs to be confirmed according to the center of gravity given by the deepening software.
Further, in step S4, when the hoisting coordinates are measured, a total station is erected at the original point position of the coordinate system established on the ground, a laser reflector is placed on the measurement point of the grid member, the total station is used for measurement and positioning, a computer and AutoCAD drawing software are configured, drawing is performed according to the ratio of 1:1, the coordinates of the control point to be positioned are captured, the design coordinate values are stored in the total station according to the serial numbers, an operator uses a measurement lofting program of the total station to measure the coordinates of the control point on the grid member, the coordinate deviation value of the point is displayed, and a corrector corrects the coordinates in time.
Further, in the step S5, at least 8 temperature test points are set according to the folding position condition, 1 temperature test point is arranged outside the construction range, 24h tracking monitoring is performed all day before folding, all work in the folding process is covered, the temperature information of each test point is read every 0.5-1 h, a data file is formed, the nighttime temperature of each test point is mainly sorted and analyzed, so as to obtain the specific temperature value and distribution condition of the integral structure of the nighttime steel grid, and the temperature during folding is ensured to meet the design requirement.
Further, in the step S5, during the folding operation, after the folding sections are mounted in place, the folding ports are connected by using temporary connectors, and the other connectors are welded in time except for the folding ports required by the design without being welded, and the temporary connectors are removed after the welding inspection is qualified.
Further, in step S5, the groove gap of the closure should be controlled during welding, and the size of the groove gap should consider temperature deformation and welding shrinkage deformation to reduce the welding amount and welding residual stress, and ensure the welding quality, if the predetermined welding requirement is not met, the groove gap at the end of the closure section that is welded first can be adjusted.
Further, in step S6, before unloading, finite element analysis is performed on the whole steel mesh structure, and the correctness of the disassembly sequence is checked.
Compared with the prior art, the invention has the beneficial effects that:
1. through the partition construction, the construction difficulty is reduced, and the deformation of the steel grid installation can be favorably controlled;
2. the positioning precision of the jig frame and the steel grid installation is ensured by a three-dimensional modeling positioning technology;
3. the folding temperature is kept in an ideal state by a temperature control folding technology, and the additional stress of the temperature is reduced;
4. the stress and deformation of the structure can be analyzed through a simulation technology, and the safety and reliability of the construction process are guaranteed.
The foregoing description is only an overview of the technical solutions of the present invention, and in order to make the technical means of the present invention more clearly understood, the present invention may be implemented according to the content of the description, and in order to make the above and other objects, features, and advantages of the present invention more clearly understood, the present invention will be further described in detail with reference to the accompanying drawings and the embodiments, and it is apparent that the described embodiments are some, but not all embodiments of the present invention.
Drawings
FIG. 1 is a flow chart of the construction process of the present invention.
Detailed Description
The present invention will now be described in further detail with reference to the accompanying drawings. These drawings are simplified schematic views illustrating only the basic structure of the present invention in a schematic manner, and thus show only the constitution related to the present invention.
As shown in fig. 1, the invention provides a skirt-type installation method for spatial irregular steel grids, which comprises the following steps:
s1, dividing a steel grid construction area and a closure section: before construction, combining site conditions, dividing the whole steel grid structure into a plurality of subareas for construction, and arranging a closure section at a position with a larger gradient of the whole steel grid structure;
in the step, the folded section is arranged at the position to reduce the possibility of deformation, considering that the position with larger gradient of the whole steel grid structure can generate different deformation. In addition, the construction environment is complex and changeable, a partition mode is adopted to facilitate construction, the installation deformation of the structure can be controlled, and the field installation precision is improved. Under the condition that the conditions allow, can carry out symmetrical construction, the construction is gone on towards the closure segment, effectively reduces the accumulative error like this to make the structure installation can high-efficient, quick taking one's place.
S2, accurate positioning of the jig frame: releasing a jig frame in the steel grid deepening model, combining the jig frame with the integral structure of the steel grid, and making a jig frame field installation positioning diagram through deepening software;
in the step, the positioning coordinates given by detailed drawing deepening software such as X-STEEL and the like can be combined with the site position to serve as a positioning basis. The jig frame is released in the steel grid deepening model through a three-dimensional modeling positioning technology, so that the relative position of the jig frame in the whole structure of the steel grid is reflected in a model stage, and a field installation positioning diagram of the jig frame and the whole structure of the steel grid is obtained according to the model, so that the precision of whole installation is improved, and unnecessary errors are reduced.
S3, building a jig frame: building a temporary support and a tree-shaped column below the integral structure of the steel grid;
in the step, the plane position and the vertical verticality are well adjusted when the temporary support is in place, the top of the temporary support is provided with a section steel support used for converting the position of the grid member, and when the temporary support is used, the position of the grid member is finely adjusted through a jack so as to meet the requirements of different conversion heights in actual engineering. When the height of the temporary supports is higher than 12m, horizontal connecting beams are arranged between the adjacent temporary supports to form an integral combined support, so that the support stability is improved. When the steel grid is disassembled, the corresponding grid component is jacked up by the jack, the jack unloads force after the section steel supports are cut off, the whole structure of the steel grid naturally falls back, and the tree-shaped column is stressed
S4, installation of steel grids: after the integral structure of the steel grid is installed, simulated and analyzed, parts are assembled into grid members on the ground of each subarea, the grid members are subjected to anticorrosive coating, the grid members are hoisted to an appointed position, and meanwhile, hoisting coordinates are measured and corrected;
in the step, the installation simulation analysis is to perform finite element analysis on the whole structure of the steel grid, determine the part with larger structural stress and displacement, and record the maximum deformation data of the whole structure and the local support, so as to facilitate the analysis of the data detected in the subsequent construction process and the unloading process. After the parts enter the field, the parts are assembled on the ground, subjected to anticorrosive coating and then installed in place, so that the overhead working amount can be reduced. When in hoisting, the weight of the grid member is controlled within the safe hoisting range of a tower crane or a truck crane, and if the gravity center of the special-shaped grid member is not at the center position, the hoisting point needs to be confirmed according to the gravity center given by the deepening software. When measuring the hoisting coordinates, erecting a total station at the original point position of a coordinate system established on the ground, covering a measuring point of a grid component with a laser reflection sheet, measuring and positioning by using the total station (when attention is needed, the total station cannot be consistent in height every time of erection, and has no rule to be found, if a steel ruler is used for measuring the height of the center of the instrument, the error is large, and the precision requirement cannot be met, so that before formal measurement, Z-direction coordinate comparison is carried out on a known height point, the measured data is directly corrected on the total station), configuring a computer and AutoCAD drawing software, drawing according to a ratio of 1:1, capturing the coordinates of the control point to be positioned, numbering the designed coordinate values into the total station, using a measurement lofting program of the total station, measuring the coordinates of the control point on the grid component, and displaying the coordinate deviation value of the point, the correcting personnel can correct in time, reduce the measuring error, improve the measuring precision, reduce the installation error and ensure the accurate and in-place installation of the grid component.
S5, folding the steel grids: monitoring the temperature of the whole structure of the steel grid, and carrying out folding operation on the grid members under the condition that the folding temperature is close to or lower than the folding temperature according to the temperature change condition in the past year;
in the step, not less than 8 temperature test points are set according to the folding position condition, 1 temperature test point is arranged outside the construction range, the temperature measurement range is minus 5 ℃ to plus 120 ℃, the test precision is plus or minus 1 ℃, the tracking monitoring is carried out for 24 hours all day before two days before folding, all work in the folding process is covered, the temperature information of each test point is read every 0.5 to 1 hour, a data file is formed, the night temperature of each test point is mainly sorted and analyzed to obtain the specific temperature value and the distribution condition of the integral structure of the steel grid at night, and the temperature during folding is ensured to meet the design requirement. During folding operation, after the folding section is installed in place, the folding ports are connected through the temporary connectors, the other connectors need to be welded in time except for the fact that the folding ports required by design are not welded, and the temporary connectors are removed after welding inspection is qualified, so that the overall stability of the overall structure of the steel grid is enhanced. The closed groove gap is controlled during welding, temperature deformation and welding shrinkage deformation are considered in the groove gap size, welding quantity and welding residual stress are reduced, welding quality is guaranteed, and if the preset welding requirement cannot be met, the groove gap at one end of the closed section which is welded firstly can be adjusted.
S6, unloading of the jig frame: according to the principle that the final maximum deformation position of the structure is unloaded firstly, the temporary support is dismantled according to the requirements of zoning, sectioning, equivalent quantity, balance and slowness, and deformation monitoring is carried out on the temporary support and the whole steel grid structure;
in the step, finite element analysis can be carried out on the whole structure of the steel grid through computer software such as Midas and the like before disassembly, the correctness of the disassembly sequence is rechecked, and the stress and the deformation of the whole structure of the steel grid are ensured to be within the range allowed by design and specification during partition disassembly. When the steel grid is disassembled, the temporary support is slowly and stably disassembled, and the whole steel grid structure is completely supported by the self structure from the state of being supported by external force.
S7, measurement and data collection after unloading is finished: and after the disassembly is finished, monitoring the stability of the integral structure of the steel grid every day in the same time period, recording data, comparing the data according to observation data of three consecutive days (the air temperature is 19-25 ℃), and stopping observation when the elevation difference value of each deformation monitoring point is not more than 3 mm.
In conclusion, the invention reduces the construction difficulty by the partition construction, and is beneficial to controlling the deformation of the steel grid installation; the positioning precision of the jig frame and the steel grid installation is ensured by a three-dimensional modeling positioning technology; the folding temperature is kept in an ideal state by a temperature control folding technology, and the additional stress of the temperature is reduced; the stress and deformation of the structure can be analyzed through a simulation technology, and the safety and reliability of the construction process are guaranteed.
The present invention is not limited to the above-described embodiments, and various modifications made without inventive step from the above-described concept will fall within the scope of the present invention for those skilled in the art.
Claims (10)
1. An installation method of skirt-swing type spatial irregular steel grids is characterized by comprising the following steps:
s1, dividing a steel grid construction area and a closure section: before construction, combining site conditions, dividing the whole steel grid structure into a plurality of subareas for construction, and arranging a closure section at a position with a larger gradient of the whole steel grid structure;
s2, accurate positioning of the jig frame: releasing a jig frame in the steel grid deepening model, combining the jig frame with the integral structure of the steel grid, and making a jig frame field installation positioning diagram through deepening software;
s3, building a jig frame: building a temporary support and a tree-shaped column below the integral structure of the steel grid;
s4, installation of steel grids: after the integral structure of the steel grid is installed, simulated and analyzed, parts are assembled into grid members on the ground of each subarea, the grid members are subjected to anticorrosive coating, the grid members are hoisted to an appointed position, and meanwhile, hoisting coordinates are measured and corrected;
s5, folding the steel grids: monitoring the temperature of the whole structure of the steel grid, and carrying out folding operation on the grid members under the condition that the folding temperature is close to or lower than the folding temperature according to the temperature change condition in the past year;
s6, unloading of the jig frame: according to the principle that the final maximum deformation position of the structure is unloaded firstly, the temporary support is dismantled according to the requirements of zoning, sectioning, equivalent quantity, balance and slowness, and deformation monitoring is carried out on the temporary support and the whole steel grid structure;
s7, measurement and data collection after unloading is finished: monitoring the stability of the whole structure of the steel grid and recording data every day in the same time period after the disassembly is finished, comparing the observation data according to three continuous days, and stopping observation after the elevation difference value of each deformation monitoring point meets the requirement.
2. The skirt-type spatial irregular steel grid installation method according to claim 1, wherein in the step S1, if conditions allow, symmetrical construction sections are performed, and the construction is performed toward the closed section.
3. The skirt-type spatial irregular steel grid installation method as claimed in claim 1, wherein in the step S3, the plane position and vertical verticality are adjusted when the temporary supports are in place, the steel section supports for converting the positions of the grid members are installed on the tops of the temporary supports, and when the height of the temporary supports is higher than 12m, horizontal tie beams are arranged between the adjacent temporary supports to form an integral combined support.
4. The skirt-type spatial irregular steel grid installation method according to claim 1, wherein in the step S4, the installation simulation analysis is a finite element analysis of the whole steel grid structure, the position with larger structural stress and displacement is determined, and the maximum deformation data of the whole structure and the local support is recorded.
5. The skirt-type spatial irregular steel grid installation method as claimed in claim 4, wherein in the step S4, the weight of the grid member should be controlled within the safe hoisting range of the tower crane or the truck crane, and if the center of gravity of the shaped grid member is not at the center position, the hoisting point should be confirmed according to the center of gravity given by the deepening software.
6. The skirt-pendulum type installation method for irregular steel grids in space as claimed in claim 5, wherein in step S4, when the coordinates of the hanging location are measured, a total station is erected at the position of the origin of the coordinate system established on the ground, a laser reflector is placed on the measuring point of the grid member, the total station is used for measuring and positioning, a computer and AutoCAD drawing software are configured, drawing is performed according to the 1:1 ratio, the coordinates of the control point to be positioned are captured, the design coordinate values are stored in the total station according to the number, the operator uses the measuring and lofting program of the total station to measure the coordinates of the control point on the grid member, the coordinate deviation value of the point is displayed, and the corrector corrects the coordinates in time.
7. The skirt-swing type spatial irregular steel grid installation method as claimed in claim 1, wherein in the step S5, not less than 8 temperature test points are set according to the condition of the folding position, 1 temperature test point is arranged outside the construction range, 24h tracking monitoring is performed in the whole day two days before folding, all work in the folding process is covered, temperature information of each test point is read every 0.5-1 h, a data file is formed, the nighttime temperature of each test point is mainly sorted and analyzed to obtain the specific temperature value and distribution condition of the integral structure of the nighttime steel grid, and the temperature during folding is ensured to meet the design requirement.
8. The skirt-type spatial irregular steel grid installation method according to claim 7, wherein in the step S5, after the folding sections are installed in place during the folding operation, the folding ports are connected by using temporary connectors, the other connectors are welded in time except for the design requirement that the folding ports are not welded, and the temporary connectors are removed after the welding inspection is qualified.
9. The skirt-pendulum type installation method for irregular steel grids in space according to claim 8, wherein in step S5, the groove gap of the closure is controlled during welding, and the groove gap is sized in consideration of temperature deformation and welding shrinkage deformation to reduce welding amount and welding residual stress and ensure welding quality, and if the predetermined welding requirement is not met, the groove gap of the end of the closure that is welded first can be adjusted.
10. The skirt-type spatial irregular steel grid installation method according to claim 1, wherein in step S6, before unloading, finite element analysis is performed on the whole structure of the steel grid, and the correctness of the disassembly sequence is checked.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202010716073.6A CN111946070A (en) | 2020-07-23 | 2020-07-23 | Skirt-swing type installation method for spatial irregular steel grids |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202010716073.6A CN111946070A (en) | 2020-07-23 | 2020-07-23 | Skirt-swing type installation method for spatial irregular steel grids |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN111946070A true CN111946070A (en) | 2020-11-17 |
Family
ID=73340829
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202010716073.6A Pending CN111946070A (en) | 2020-07-23 | 2020-07-23 | Skirt-swing type installation method for spatial irregular steel grids |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN111946070A (en) |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113898215A (en) * | 2021-10-26 | 2022-01-07 | 中国建筑第二工程局有限公司 | Method for disassembling auxiliary support structure for large-scale suspension type steel structure construction |
| CN114606968A (en) * | 2022-03-28 | 2022-06-10 | 北京住总集团有限责任公司 | Folding and butt-jointing device and method for mark section structure |
Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101323418A (en) * | 2008-07-25 | 2008-12-17 | 北京城建集团有限责任公司 | Huge deformed steel member single machine turnover hoisting method |
| CN102535863A (en) * | 2012-03-09 | 2012-07-04 | 中国十九冶集团有限公司 | Manufacturing and mounting method of irregular special-shaped large-space steel structure |
| CN104652831A (en) * | 2015-02-17 | 2015-05-27 | 中铁建工集团有限公司 | Construction method of large-scan single-layer latticed shell steel structure |
| CN105089152A (en) * | 2015-07-10 | 2015-11-25 | 中铁十八局集团建筑安装工程有限公司 | Reverse installation and construction method for large bifurcated column and complex curved net rack |
| CN105649206A (en) * | 2016-01-05 | 2016-06-08 | 江苏沪宁钢机股份有限公司 | Single-layer latticed shell steel structure roof and installation method thereof |
| CN109779034A (en) * | 2019-01-18 | 2019-05-21 | 中国十七冶集团有限公司 | A kind of single layer abnormity network modularization installation method |
-
2020
- 2020-07-23 CN CN202010716073.6A patent/CN111946070A/en active Pending
Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101323418A (en) * | 2008-07-25 | 2008-12-17 | 北京城建集团有限责任公司 | Huge deformed steel member single machine turnover hoisting method |
| CN102535863A (en) * | 2012-03-09 | 2012-07-04 | 中国十九冶集团有限公司 | Manufacturing and mounting method of irregular special-shaped large-space steel structure |
| CN104652831A (en) * | 2015-02-17 | 2015-05-27 | 中铁建工集团有限公司 | Construction method of large-scan single-layer latticed shell steel structure |
| CN105089152A (en) * | 2015-07-10 | 2015-11-25 | 中铁十八局集团建筑安装工程有限公司 | Reverse installation and construction method for large bifurcated column and complex curved net rack |
| CN105649206A (en) * | 2016-01-05 | 2016-06-08 | 江苏沪宁钢机股份有限公司 | Single-layer latticed shell steel structure roof and installation method thereof |
| CN109779034A (en) * | 2019-01-18 | 2019-05-21 | 中国十七冶集团有限公司 | A kind of single layer abnormity network modularization installation method |
Non-Patent Citations (2)
| Title |
|---|
| 任鹏: "苏州中心广场大鸟形屋面钢结构工程施工技术", 《施工技术》 * |
| 陈桥生: "国家体育场钢结构施工技术及研究", 《施工技术》 * |
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113898215A (en) * | 2021-10-26 | 2022-01-07 | 中国建筑第二工程局有限公司 | Method for disassembling auxiliary support structure for large-scale suspension type steel structure construction |
| CN113898215B (en) * | 2021-10-26 | 2023-03-10 | 中国建筑第二工程局有限公司 | Method for disassembling auxiliary support structure for large-scale suspension type steel structure construction |
| CN114606968A (en) * | 2022-03-28 | 2022-06-10 | 北京住总集团有限责任公司 | Folding and butt-jointing device and method for mark section structure |
| CN114606968B (en) * | 2022-03-28 | 2023-10-03 | 北京住总集团有限责任公司 | Closure butt joint device and method for punctuation structure |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN109184213B (en) | Steel truss construction process based on BIM lofting and three-dimensional scanning | |
| CN110485737B (en) | BIM technology-based steel mesh frame positioning installation construction method | |
| CN109680615B (en) | Three-dimensional coordinate measuring construction method of short-line method section beam | |
| CN105888317A (en) | Central refrigeration machine room modular prefabrication and assembled construction method | |
| CN111946070A (en) | Skirt-swing type installation method for spatial irregular steel grids | |
| CN108824816B (en) | High-altitude long-span net frame sliding, positioning, installing and monitoring method | |
| CN106227977A (en) | A kind of method of steel structure net rack hydraulic pressure lift time-varying finite element analysis based on BIM | |
| CN114086669A (en) | Large-scale space special-shaped curved surface steel net rack modular rapid construction method | |
| CN105649206A (en) | Single-layer latticed shell steel structure roof and installation method thereof | |
| CN113435757B (en) | BIM-based building masonry design and construction method | |
| CN112016147B (en) | Revit platform-based steel truss girder pre-assembly precision detection method | |
| CN114541264B (en) | Cable-stayed bridge cable guide pipe integrated measurement positioning method | |
| CN112900266A (en) | Steel truss girder splicing linear control method | |
| CN110095112A (en) | A kind of pre-manufactured steel member position inspection method based on spatial digitizer technology | |
| CN117972850A (en) | Method for suspending ceiling of assembled hyperboloid triangle honeycomb aluminum plate | |
| CN109829239A (en) | steel pipe truss simulation pre-assembly construction method based on three-dimensional software | |
| CN104594508A (en) | Multidimensional space steel structure installation joint positioning construction method | |
| CN116628795A (en) | Multi-curved-surface combined high and large template installation method based on BIM modeling technology | |
| CN116163534A (en) | On-site low-altitude scattered splicing method for large-diameter aluminum alloy latticed shell structure | |
| CN114996831A (en) | Lean construction method of large-span suspended ridge hyperbolic inverted arch diagonal grid structure | |
| WO2022183650A1 (en) | Three-dimensional scanning technology-based method and system for monitoring construction of steel structure | |
| CN114673089A (en) | Walking type pushing construction control method for non-thrust arch bridge steel box girder | |
| CN115900543B (en) | Steel structure hoisting simulation method combining 3D scanning and BIM | |
| CN118070405B (en) | Cable-stayed bridge model construction method based on GIS and BIM | |
| CN221481566U (en) | Movable measuring tower |
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 | ||
| RJ01 | Rejection of invention patent application after publication | ||
| RJ01 | Rejection of invention patent application after publication |
Application publication date: 20201117 |