CN104328922B - High-altitude multilayer is dangled steel construction against way Hoisting Construction Technology - Google Patents
High-altitude multilayer is dangled steel construction against way Hoisting Construction Technology Download PDFInfo
- Publication number
- CN104328922B CN104328922B CN201410638968.7A CN201410638968A CN104328922B CN 104328922 B CN104328922 B CN 104328922B CN 201410638968 A CN201410638968 A CN 201410638968A CN 104328922 B CN104328922 B CN 104328922B
- Authority
- CN
- China
- Prior art keywords
- longeron
- steel column
- layer
- column framework
- lift
- 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
Landscapes
- Conveying And Assembling Of Building Elements In Situ (AREA)
Abstract
The present invention relates to building corridor construction technology, be specially a kind of high-altitude multilayer and dangle steel construction against way Hoisting Construction Technology. A kind of high-altitude multilayer is dangled steel construction against way Hoisting Construction Technology, comprises the following steps: the first step: at n+1 floor inner side lifting first truss structure of building, left side body; Second step: at n+1 floor inner side lifting second truss structure of building, right side body; The 3rd step: lift main beam between already installed a pair of truss; The 4th step: n to m layer first steel column framework is installed in suspention on main beam; The 5th step: lift crossbeam for the first time between a pair of truss of n+1 layer; The 6th step: n layer across a longeron between lift crossbeam for the second time; Afterwards n-1 layer across a longeron between lift crossbeam for the third time ... until complete the lifting across between a longeron crossbeam of m layer; The 7th step: truss hoisting wind up diagonal brace and longeron; The 8th step: lifting n+1 to m layer right side outrigger.
Description
Technical field
The present invention relates to building corridor construction technology, be specially a kind of high-altitude multilayer and dangle steel construction against way Hoisting Construction Technology.
Background technology
Current many buildings all have gallery structure, and vestibule refers generally between two or several skyscrapers by the interconnective structure of built on stilts connector, and vestibule can be used as two interface channels between building, also can be used as sight seeing and pastime purposes. Conventionally the vestibule building method adopting is first to build up two reinforced concrete structures (Ji Liangzuo building body), then between two reinforced concrete structures, from bottom to top scaffold erecting, and the structural members such as corresponding longeron, crossbeam are from bottom to top in place, finally remove again scaffold. Comparatively ripe but existing scaffold to build wastes time and energy, the larger technical problem of floor space particularly on this kind of method and technology, affect construction period, take construction site (particularly on construction ground very narrow and small time), caused construction environment severe, had a strong impact on construction efficiency.
Summary of the invention
The present invention solves scaffold in current corridor construction process to build the technical problem that floor space is large, efficiency of construction is low, provides a kind of high-altitude multilayer to dangle steel construction against way Hoisting Construction Technology.
The present invention realizes by the following technical solutions: a kind of high-altitude multilayer is dangled steel construction against way Hoisting Construction Technology, between the building body of two reinforced concrete structures in left and right of having built up, vestibule is installed, the n floor of the corresponding building of vestibule maximum layer body, the m floor of the corresponding building of the minimum one deck of vestibule body, wherein m < n; Comprise the following steps:
The first step: at n+1 floor inner side lifting first truss structure of building, left side body;
Second step: at n+1 floor inner side lifting second truss structure of building, right side body;
The 3rd step: lift main beam between already installed a pair of truss;
The 4th step: n to m layer first steel column framework is installed in suspention on main beam; Then on first steel column framework, lift n to m layer first across limit longeron; On main beam, suspention is positioned at second steel column framework after first steel column framework afterwards, between first steel column framework and second steel column framework, lifts first across a longeron; Then on main beam, suspention is positioned at the 3rd steel column framework after second steel column framework, between second steel column framework and the 3rd steel column framework, lift second across a longeron ... by that analogy, until lifted last a slice steel column framework and last across a longeron, and in the end on a slice steel column framework, lift n to m layer second across limit longeron; The both sides of all steel column frameworks are all connected with the body inner side, building of the left and right sides; All across a longeron be all connected with adjacent building body across limit longeron;
The 5th step: lift crossbeam for the first time between a pair of truss of n+1 layer;
The 6th step: n layer across a longeron between lift crossbeam for the second time; Afterwards n-1 layer across a longeron between lift crossbeam for the second time ... until complete the lifting across between a longeron crossbeam of m layer;
The 7th step: truss hoisting wind up diagonal brace and longeron;
The 8th step: lifting n+1 to m layer right side outrigger.
Vestibule steel construction of the present invention " contrary sequence method " construction is according to first top rear lower, and the construction method of first spot welding in place, the fixing rear welding of bolt location is carried out. Steel truss adopts and makes member outside the venue, and scene is assembled in advance, then uses the mode of lifting dead man and assembly pulley lifting to install; The members such as all steel columns, girder steel are all at professional produce in factory, assembled in advance, are transported to behind scene with flat truck, and truck crane is followed handling member to platform for lining. Hoisted in position adopts high-strength bolt to be connected and installed, the welding of part manual arc.
Beneficial effect of the present invention: 1, the heavy difficult point of this engineering is on-site consolidation and the hoisted in position of steel truss, analyze and in conjunction with construction experience by comprehensive study, on-the-spot Construction of Steel Structure utilization has been constructed complete and has been reached the concrete floor of label, as the platform for lining of vestibule steel member, then adopt " contrary sequence method lifting " construction method of exempting from scaffolding, first lift upper steel truss, more successively lift lower box trestle, beam and other structure are installed according to the order of " from top to bottom ". Utilize the power-equipment such as hoist engine, strand mill, the arrangement and method for construction of 2 dead man liftings completes installation.
2, in arrangement and method for construction of the present invention, the members such as steel truss, steel column framework are all at installation on ground, and the mode that adopts modular lifting to install is constructed, and has farthest reduced amount of high-altitude operation, meet the requirement of construction drawing to construction quality, reduce security protection expense and energy.
3, under the prerequisite of carrying out security protection, can ensure the continuous productive process of constructing between civil engineering and steel construction, steel construction, save working face, shorten the engineering entirety duration.
4, aspect construction costs, owing to having avoided setting up of full hall scaffold, therefore in facade, planar protective, the vertical transport of construction period, labour's input, scaffolding, close order safety net and prevent the aspects such as high falling, all can have significantly and reduce.
5, all stressed effect is clear and definite the main stressed member of steel construction and node each stage in installing engineering, meets internal force feature and the designing requirement of the steel construction that dangles.
6, without unloading operation, construction operation process simplification; Construction simultaneously finishes rear vestibule force-bearing situation and does not change, and has overcome conventional construction method and has removed the stressed technical problem that changes and cause total to deform of vestibule after the support systems such as scaffold, has ensured construction quality.
7, construction is more safe and reliable.
Brief description of the drawings
Fig. 1 is original state structural representation.
Fig. 2 is 11 layers of left side the first truss structure scheme of installations.
Fig. 3 is 11 layers of right side the second truss structure scheme of installations.
Fig. 4 is main beam scheme of installation between 11 layers of truss.
Fig. 5 is 10,9,8 layers of first steel column frame installation schematic diagram.
Fig. 6 be 10,9,8 layer first across limit longeron scheme of installation.
Fig. 7 is 10,9,8 layers second steel column frame installation schematic diagram.
Fig. 8 be 10,9,8 layer first across a longeron scheme of installation.
Fig. 9 is 10,9,8 layers of the 3rd steel column frame installation schematic diagram.
Figure 10 be 10,9,8 layer second across a longeron scheme of installation.
Figure 11 is 10,9,8 layers of the 4th steel column frame installation schematic diagram.
Figure 12 be 10,9,8 layer the 3rd across a longeron scheme of installation.
Figure 13 be 10,9,8 layer second across limit longeron scheme of installation.
Figure 14 is time crossbeam (crossbeam for the first time) scheme of installation between 11 layers of truss.
Figure 15 is 10 level crossbeams (crossbeam for the second time) scheme of installations.
Figure 16 is 9 level crossbeams (crossbeam for the third time) scheme of installations.
Figure 17 is 8 level crossbeams (the 4th crossbeam) scheme of installations.
Figure 18 is wind up diagonal brace and longeron scheme of installation of truss.
Figure 19 is 11-8 layer right side outrigger scheme of installation.
1 is the first truss structure, 2 is the second truss structure, 3 is main beam, 4-1 is first steel column framework, 4-2 is second steel column framework, 4-3 is the 3rd steel column framework, 4-4 is the 4th steel column framework, 5-1 is first across limit longeron, 5-2 is second across limit longeron, 6-1 is first across a longeron, 6-2 is second across a longeron, 6-3 is the 3rd across a longeron, 7-1 is crossbeam for the first time, 7-2 is crossbeam for the second time, 7-3 is crossbeam for the third time, 7-4 is the 4th crossbeam, 8 is diagonal brace and the longeron of winding up, 9 is right side outrigger, 10-1 is building, left side body, 10-2 is building, right side body.
Detailed description of the invention
A certain vestibule installing engineering, vestibule has three layers, 10,9,8 layers of corresponding concrete structure; This project steel construction belongs to suspension steel construction, and 8 layers-10 layers gallery structure with use function are to be suspended on reinforced concrete structure by the steel truss system of 11 layers. Therefore, structure is stressed as main taking 2 Pin steel truss, and 8 layers of-10 layers of girder steel are stressed is auxiliary. Such loading characteristic, requires steel vestibule should adopt sequence of construction from top to bottom, i.e. " contrary sequence method " sequence of construction different from conventional suitable way.
Erection sequence divides and is specifically subdivided into 18 steps, is respectively:
The first step: 11 layers of left side first truss structure 1(suspention) installation (Fig. 2);
Second step: 11 layers of right side second truss structure 2(suspention) installation (Fig. 3);
The 3rd step: main beam 3(suspention between 11 layers of truss) installation (Fig. 4);
The 4th step: 10,9,8 layers of first steel column framework 4-1(suspention) installation (Fig. 5);
The 5th step: 10,9,8 layer first is suspended in midair across limit longeron 5-1() installation (Fig. 6);
The 6th step: 10,9,8 layers second steel column framework 4-2(suspention) installation (Fig. 7);
The 7th step: 10,9,8 layer first is suspended in midair across a longeron 6-1() installation (Fig. 8);
The 8th step: 10,9,8 layers of the 3rd steel column framework 4-3(suspention) installation (Fig. 9);
The 9th step: 10,9,8 layer second is suspended in midair across a longeron 6-2() installation (Figure 10);
The tenth step: 10,9,8 layers of the 4th steel column framework 4-4(suspention) installation (Figure 11);
The 11 step: 10,9,8 layer the 3rd is suspended in midair across a longeron 6-3() installation (Figure 12);
The 12 step: 10,9,8 layer second is suspended in midair across limit longeron 5-2() installation (Figure 13);
The 13 step: crossbeam 7-1(suspention for the first time between 11 layers of truss) installation (Figure 14);
The 14 step: 10 layers of crossbeam 7-2(suspention for the second time) installation (Figure 15);
The 15 step: 9 layers of crossbeam 7-3(suspention for the third time) installation (Figure 16);
The 16 step: 8 layers of the 4th crossbeam 7-4(suspention) installation (Figure 17);
The 17 step: truss diagonal brace and the longeron 8(suspention of winding up) (Figure 18) be installed;
The 18 step: 11-8 layer right side outrigger 9(suspention) installation (Figure 19). As shown in drawings.
The method of the invention construction safety is reliable, has reduced lower support system simultaneously, reduces costs.
Claims (2)
1. a high-altitude multilayer is dangled steel construction against way Hoisting Construction Technology, between the building body of two reinforced concrete structures in left and right of having built up, vestibule is installed, the n floor of the corresponding building of vestibule maximum layer body, the m floor of the corresponding building of the minimum one deck of vestibule body, wherein m < n; It is characterized in that, comprise the following steps:
The first step: at n+1 floor inner side lifting first truss structure (1) of building, left side body (10-1);
Second step: at n+1 floor inner side lifting second truss structure (2) of building, right side body (10-2);
The 3rd step: lift main beam (3) between already installed a pair of truss;
The 4th step: n to m layer first steel column framework (4-1) is installed in the upper suspention of main beam (3); Then above lift n to m layer first across limit longeron (5-1) at first steel column framework (4-1); Be positioned at first steel column framework (4-1) second steel column framework (4-2) afterwards in the upper suspention of main beam (3) afterwards, between first steel column framework (4-1) and second steel column framework (4-2), lift first across a longeron (6-1); Then be positioned at second steel column framework (4-2) the 3rd steel column framework (4-3) afterwards in the upper suspention of main beam (3), between second steel column framework (4-2) and the 3rd steel column framework (4-3), lift second across a longeron (6-2) ... by that analogy, until lifted last a slice steel column framework and last across a longeron, and in the end on a slice steel column framework, lift n to m layer second across limit longeron (5-2); The both sides of all steel column frameworks are all connected with the body inner side, building of the left and right sides; All across a longeron be all connected with adjacent building body across limit longeron;
The 5th step: lift crossbeam (7-1) for the first time between a pair of truss of n+1 layer;
The 6th step: n layer across a longeron between lift crossbeam (7-2) for the second time; Afterwards n-1 layer across a longeron between lift crossbeam (7-3) for the third time ... until complete the lifting across between a longeron crossbeam of m layer;
The 7th step: truss hoisting wind up diagonal brace and longeron (8);
The 8th step: lifting n+1 to m layer right side outrigger (9).
2. high-altitude as claimed in claim 1 multilayer is dangled steel construction against way Hoisting Construction Technology, it is characterized in that n=10, m=8; Steel column framework one has four.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201410638968.7A CN104328922B (en) | 2014-11-13 | 2014-11-13 | High-altitude multilayer is dangled steel construction against way Hoisting Construction Technology |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201410638968.7A CN104328922B (en) | 2014-11-13 | 2014-11-13 | High-altitude multilayer is dangled steel construction against way Hoisting Construction Technology |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN104328922A CN104328922A (en) | 2015-02-04 |
| CN104328922B true CN104328922B (en) | 2016-05-18 |
Family
ID=52403722
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201410638968.7A Active CN104328922B (en) | 2014-11-13 | 2014-11-13 | High-altitude multilayer is dangled steel construction against way Hoisting Construction Technology |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN104328922B (en) |
Families Citing this family (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106401206B (en) * | 2016-09-14 | 2018-09-04 | 中国建筑第八工程局有限公司 | Reversely hung Yong zipper Steel Structure Installation construction method based on improvement project |
| CN109881890B (en) * | 2019-02-21 | 2021-07-23 | 深圳市建筑设计研究总院有限公司 | Multi-corridor construction method for super high-rise building |
| CN115095163B (en) * | 2022-06-23 | 2024-04-19 | 浙江大地钢结构有限公司 | Inverted steel structure hanging frame construction method and steel column positioning tool |
Family Cites Families (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2576035B2 (en) * | 1993-05-14 | 1997-01-29 | 三菱重工業株式会社 | Zone module construction method for steel structure construction |
| CN102235092B (en) * | 2010-04-22 | 2015-01-28 | 上海市机械施工有限公司 | Layered hoisting construction process for suspended steel structure |
| CN102691420B (en) * | 2012-06-21 | 2015-04-29 | 中国建筑第八工程局有限公司 | Installation and construction method for multilayer large-span steel truss |
| CN103046758B (en) * | 2013-01-18 | 2015-04-15 | 上海建工一建集团有限公司 | Method for constructing multichannel interval load-carrying mega truss door structure |
| CN103243927A (en) * | 2013-05-24 | 2013-08-14 | 江苏南通六建建设集团有限公司 | Double pole reverse operation combined hoisting construction method and double pole |
-
2014
- 2014-11-13 CN CN201410638968.7A patent/CN104328922B/en active Active
Also Published As
| Publication number | Publication date |
|---|---|
| CN104328922A (en) | 2015-02-04 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN101886468B (en) | Construction method of suspension type template support in high-position conjoined structure | |
| CN109779272A (en) | A kind of high-altitude steel structure corridor construction method | |
| CN103243930A (en) | System and method for modularized construction of super high-rise steel structures | |
| CN103911956A (en) | Long-span cable stayed bridge steel truss girder mounting method | |
| CN104453248A (en) | Complex irregular-shaped multi-layer net rack construction method based on layered modular assembling technology | |
| CN104328922B (en) | High-altitude multilayer is dangled steel construction against way Hoisting Construction Technology | |
| CN105442839A (en) | Erecting method of cantilever structure formwork bent | |
| CN106759909B (en) | Bearing structure system and its construction method are hung up under one kind | |
| CN102913002A (en) | Integrated steel structure movable room and mounting method thereof | |
| CN102635225A (en) | Equipment hoisting platform and method for super high-rise buildings | |
| CN109747775A (en) | The parallel building technology of FPSO modular unitization | |
| CN103912128A (en) | Construction method of high-altitude one-piece steel truss | |
| CN202450762U (en) | Construction lifting platform | |
| CN105442853A (en) | Long-span deformed steel truss and floor steel structure installation and construction method | |
| CN103821375A (en) | Hanging boat auxiliary hung ceiling curtain wall installing method | |
| CN104032966A (en) | Partitioning, hoisting, overhead closing and mounting method for arc-shaped double-layer net racks | |
| CN103352570B (en) | Assembled construction gateway | |
| CN204401995U (en) | Encorbelment support system in a kind of center of installing for dome structure | |
| CN204850469U (en) | Commercial mansion system that builds | |
| CN114134991B (en) | High-rise building construction method with conversion structure | |
| CN213979839U (en) | Assembled I-shaped girder steel operation device that encorbelments that can have enough to meet need not wear wall | |
| CN111608270B (en) | Prefabricated through long column concrete assembled frame structure and construction method thereof | |
| CN205134921U (en) | Building outer wall concrete constructional column hangs construction platform | |
| CN112392245A (en) | Assembly type cantilever I-shaped steel beam operation device capable of being turned over without wall penetration and operation method thereof | |
| CN215717067U (en) | Construction platform suitable for concrete composite shear wall structure |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C06 | Publication | ||
| PB01 | Publication | ||
| C10 | Entry into substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant |