CN104328922A - Down-top hoisting construction technology for high-level multi-layer suspension steel structure - Google Patents
Down-top hoisting construction technology for high-level multi-layer suspension steel structure Download PDFInfo
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- CN104328922A CN104328922A CN201410638968.7A CN201410638968A CN104328922A CN 104328922 A CN104328922 A CN 104328922A CN 201410638968 A CN201410638968 A CN 201410638968A CN 104328922 A CN104328922 A CN 104328922A
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- 229910000831 Steel Inorganic materials 0.000 title claims abstract description 69
- 239000010959 steel Substances 0.000 title claims abstract description 69
- 238000010276 construction Methods 0.000 title claims abstract description 33
- 238000005516 engineering process Methods 0.000 title claims abstract description 13
- 239000000725 suspension Substances 0.000 title abstract 3
- 238000000034 method Methods 0.000 claims description 15
- 239000011150 reinforced concrete Substances 0.000 claims description 5
- 238000009434 installation Methods 0.000 description 21
- 238000010586 diagram Methods 0.000 description 4
- 241000282414 Homo sapiens Species 0.000 description 2
- 239000004567 concrete Substances 0.000 description 2
- 230000007423 decrease Effects 0.000 description 2
- 238000003466 welding Methods 0.000 description 2
- 241000272165 Charadriidae Species 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 238000007596 consolidation process Methods 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 230000001681 protective effect Effects 0.000 description 1
- 239000002699 waste material Substances 0.000 description 1
- 238000004804 winding Methods 0.000 description 1
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Abstract
The invention relates to a building corridor construction technology, in particular to a down-top hoisting construction technology for a high-level multi-layer suspension steel structure. The down-top hoisting construction technology for the high-level multi-layer suspension steel structure comprises the following steps: I, hoisting a first truss on the inner side of the (n+1)th layer of a left-side building body; II hoisting a second truss on the inner side of the (n+1)th layer of a right-side building body; III, hoisting a main transverse beam between the pair of mounted trusses; IV, suspending the nth to the mth layers of first steel column frameworks on the main transverse beam; V, hoisting a first secondary transverse beam between the pair of trusses of the (n+1)th layer; VI, hoisting a second secondary transverse beam between spanning longitudinal beams of the nth layer, and hoisting a third secondary transverse beam between spanning longitudinal beams of an (n-1)th layer till hoisting of a secondary transverse beam between spanning longitudinal beams of the mth layer is finished; VII, hoisting a truss upper chord diagonal bracing and a longitudinal beam; VIII, hoisting (n+1)th to the mth layers of right-side outriggers.
Description
Technical field
The present invention relates to building corridor construction technology, be specially a kind of high-altitude multilayer pendency steel work Counter procedure Hoisting Construction Technology.
Background technology
Current many buildings all have gallery structure, and vestibule refers generally to by the interconnective structure of built on stilts connector between two or several highrise buildings, and vestibule can be used as the interface channel between two buildings, also can be used as sight seeing and pastime purposes.The vestibule building method of usual employing first builds up two reinforced concrete structures (Ji Liangzuo building body), then from bottom to top scaffold erecting between two reinforced concrete structures, and the structural members such as corresponding longeron, crossbeam are from bottom to top in place, finally remove scaffold again.On this kind of method and technology comparatively ripe but exist scaffold build waste time and energy, technical problem that particularly floor space is larger, have impact on construction period, occupy construction plant (particularly on construction ground very narrow and small time), cause 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 pendency steel work Counter procedure Hoisting Construction Technology.
The present invention realizes by the following technical solutions: a kind of high-altitude multilayer pendency steel work Counter procedure Hoisting Construction Technology, between the building body of two reinforced concrete structures in left and right built up, vestibule is installed, the n-th layer of vestibule maximum layer corresponding building body, the m floor of the minimum one deck of vestibule corresponding building body, wherein m<n; Comprise the following steps:
The first step: at (n+1)th floor inner side lifting the first truss structure of building, left side body;
Second step: at (n+1)th floor inner side lifting the second truss structure of building, right side body;
3rd step: lift main beam between already installed a pair truss;
4th step: suspended fixing n to m layer first steel column framework on main beam; Then on first steel column framework, n to m layer first is lifted across limit longeron; On main beam, suspended fixing is positioned at second steel column framework after first steel column framework afterwards, lifts first across a longeron between first steel column framework and second steel column framework; Then on main beam, suspended fixing is positioned at the 3rd steel column framework after second steel column framework, second is lifted across a longeron between second steel column framework and the 3rd steel column framework ... by that analogy, until lifted last a slice steel column framework and last across a longeron, and in the end a slice steel column framework lifts n to m layer second across limit longeron; The both sides of all steel column frameworks all with inside the building body of the left and right sides are connected; Allly all to be connected with adjacent building body with across limit longeron across a longeron;
5th step: lifting first time crossbeam between a pair truss of (n+1)th layer;
6th step: n-th layer across a longeron between lifting second time crossbeam; Afterwards (n-1)th layer across a longeron between lifting second time crossbeam ... until complete the lifting across between a longeron crossbeam of m layer;
7th step: truss hoisting winds up diagonal brace and longeron;
8th step: outrigger on the right side of lifting n+1 to m layer.
Vestibule steel work " contrary sequence method " construction of the present invention is according to first top rear lower, and the construction method that rear welding location is fixed in first spot welding in place, bolt is carried out.Steel truss adopts and makes component outside the venue, and scene is assembled in advance, and the mode then using lifting dead man and assembly pulley to lift by crane is installed; The components such as all steel columns, girder steel all professional factory make, assembled in advance, after being transported to scene with flat truck, mobile crane follow load and unload component to platform for lining.Hoisted in position adopts high-strength bolt connection, and part manual arc welds.
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, to be analyzed by comprehensive study and in conjunction with construction experience, on-the-spot Construction of Steel Structure utilizes has constructed complete and has reached the concrete floor of label, as the platform for lining of vestibule steel beam column, then " contrary sequence method lifting " construction method exempting from scaffolding is adopted, first lift upper steel truss, more successively lift installation lower box trestle, beam and other structure according to the order of " from top to bottom ".Utilize the power-equipment such as hoist engine, strand mill, the constructure scheme of 2 dead man liftings completes installation.
2, in constructure scheme of the present invention, the components such as steel truss, steel column framework are all at installation on ground, and the mode adopting modular lifting to install is constructed, and farthest decreases amount of high-altitude operation, meet the requirement of construction drawing to workmanship, reduce security protection expense and energy.
3, under the prerequisite carrying out security protection, the continuous productive process of constructing between civil engineering and steel work, steel work can be ensured, save work plane, shorten the engineering overall duration.
4, in construction costs, owing to avoiding setting up of full hall scaffold, therefore construction period, labour's input, scaffolding, close order safety net facade, planar protective, vertical transport and prevent from, in high falling etc., all having and reduce significantly.
5, all stressed effect of the main stressed member of steel work and node each stage in installing engineering is clear and definite, meets internal force feature and the designing requirement of pendency steel work.
6, without unloading operation, construction operation process simplification; Construction simultaneously terminates rear vestibule force-bearing situation and does not change, and overcomes conventional construction method and removes the stressed technical problem causing total to deform that changes of vestibule after the support systems such as scaffold, ensure that workmanship.
7, construction is more safe and reliable.
Accompanying drawing explanation
Fig. 1 is original state structural representation.
Fig. 2 is 11 layers of left side first truss structure scheme of installation.
Fig. 3 is 11 layers of right side second truss structure scheme of installation.
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 between 11 layers of truss (first time crossbeam) scheme of installation.
Figure 15 is 10 level crossbeams (second time crossbeam) scheme of installation.
Figure 16 is 9 level crossbeams (third time crossbeam) scheme of installation.
Figure 17 is 8 level crossbeams (the 4th crossbeam) scheme of installation.
Figure 18 is that truss winds up diagonal brace and longeron scheme of installation.
Figure 19 is outrigger scheme of installation on the right side of 11-8 layer.
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 first time crossbeam, 7-2 is second time crossbeam, 7-3 is third time crossbeam, 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 work belongs to and hangs steel work, and 8 layers-10 layers gallery structure with using function is suspended on reinforced concrete structure by the steel truss system of 11 layers.Therefore, structure is stressed based on 2 Pin steel trusss, and 8 layers of-10 layers of girder steel are stressed is auxiliary.Such loading characteristic, requires that steel vestibule should adopt sequence of construction from top to bottom, namely from routine along different " contrary sequence method " sequence of construction of 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(suspend in midair) (Fig. 2) is installed;
Second step: 11 layers of right side second truss structure 2(suspend in midair) (Fig. 3) is installed;
3rd step: between 11 layers of truss, main beam 3(suspends in midair) (Fig. 4) is installed;
4th step: 10,9,8 layers of first steel column framework 4-1(suspend in midair) (Fig. 5) is installed;
5th step: 10,9,8 layer first is suspended in midair across limit longeron 5-1() (Fig. 6) is installed;
6th step: 10,9,8 layers second steel column framework 4-2(suspends in midair) (Fig. 7) is installed;
7th step: 10,9,8 layer first is suspended in midair across a longeron 6-1() (Fig. 8) is installed;
8th step: 10,9,8 layers of the 3rd steel column framework 4-3(suspend in midair) (Fig. 9) is installed;
9th step: 10,9,8 layer second is suspended in midair across a longeron 6-2() (Figure 10) is installed;
Tenth step: 10,9,8 layers of the 4th steel column framework 4-4(suspend in midair) (Figure 11) is installed;
11 step: 10,9,8 layer the 3rd is suspended in midair across a longeron 6-3() (Figure 12) is installed;
12 step: 10,9,8 layer second is suspended in midair across limit longeron 5-2() (Figure 13) is installed;
13 step: first time crossbeam 7-1(suspention between 11 layers of truss) (Figure 14) is installed;
14 step: 10 layers of second time crossbeam 7-2(suspention) (Figure 15) is installed;
15 step: 9 layers of third time crossbeam 7-3(suspention) (Figure 16) is installed;
16 step: 8 layers of the 4th crossbeam 7-4(suspend in midair) (Figure 17) is installed;
17 step: wind up diagonal brace and longeron 8(of truss suspends in midair) (Figure 18) is installed;
18 step: on the right side of 11-8 layer, outrigger 9(suspends in midair) (Figure 19) is installed.As shown in drawings.
The method of the invention construction safety is reliable, decreases lower support system simultaneously, reduces costs.
Claims (2)
1. a high-altitude multilayer pendency steel work Counter procedure Hoisting Construction Technology, between the building body of two reinforced concrete structures in left and right built up, vestibule is installed, the n-th layer of vestibule maximum layer corresponding building body, the m floor of the minimum one deck of vestibule corresponding building body, wherein m<n; It is characterized in that, comprise the following steps:
The first step: at (n+1)th floor inner side lifting the first truss structure (1) in building, left side body (10-1);
Second step: at (n+1)th floor inner side lifting the second truss structure (2) in building, right side body (10-2);
3rd step: lift main beam (3) between already installed a pair truss;
4th step: suspended fixing n to m layer first steel column framework (4-1) on main beam 3; Then n to m layer first is above lifted across limit longeron (5-1) at first steel column framework (4-1); Be positioned at second steel column framework (4-2) after first steel column framework (4-1) at the upper suspended fixing 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 the 3rd steel column framework (4-3) after second steel column framework (4-2) is positioned at the upper suspended fixing of main beam (3), second is lifted across a longeron (6-2) between second steel column framework (4-2) and the 3rd steel column framework (4-3) ... by that analogy, until lifted last a slice steel column framework and last across a longeron, and in the end a slice steel column framework lifts n to m layer second across limit longeron (5-2); The both sides of all steel column frameworks all with inside the building body of the left and right sides are connected; Allly all to be connected with adjacent building body with across limit longeron across a longeron;
5th step: lifting first time crossbeam (7-1) between a pair truss of (n+1)th layer;
6th step: n-th layer across a longeron between lifting second time crossbeam (7-2); Afterwards (n-1)th layer across a longeron between lifting third time crossbeam (7-3) ... until complete the lifting across between a longeron crossbeam of m layer;
7th step: truss hoisting winds up diagonal brace and longeron (8);
8th step: outrigger (9) on the right side of lifting n+1 to m layer.
2. high-altitude as claimed in claim 1 multilayer pendency steel work Counter procedure Hoisting Construction Technology, 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 |
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| 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 |
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| CN104328922A true CN104328922A (en) | 2015-02-04 |
| CN104328922B CN104328922B (en) | 2016-05-18 |
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Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106401206A (en) * | 2016-09-14 | 2017-02-15 | 中国建筑第八工程局有限公司 | Construction method for reversed-hanging fastener steel structure mounting based on reconstruction project |
| CN109881890A (en) * | 2019-02-21 | 2019-06-14 | 深圳市建筑设计研究总院有限公司 | A kind of more corridor construction methods of super high-rise building |
| CN115095163A (en) * | 2022-06-23 | 2022-09-23 | 浙江大地钢结构有限公司 | Construction method of inverted steel structure hanging frame and steel column positioning tool |
Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| WO1994027003A1 (en) * | 1993-05-14 | 1994-11-24 | Mitsubishi Jukogyo Kabushiki Kaisha | Zone module construction method of steel structure construction |
| CN102235092A (en) * | 2010-04-22 | 2011-11-09 | 上海市机械施工有限公司 | Layered hoisting construction process for suspended steel structure |
| CN102691420A (en) * | 2012-06-21 | 2012-09-26 | 中国建筑第八工程局有限公司 | Installation and construction method for multilayer large-span steel truss |
| CN103046758A (en) * | 2013-01-18 | 2013-04-17 | 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 not_active Expired - Fee Related
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| WO1994027003A1 (en) * | 1993-05-14 | 1994-11-24 | Mitsubishi Jukogyo Kabushiki Kaisha | Zone module construction method of steel structure construction |
| CN102235092A (en) * | 2010-04-22 | 2011-11-09 | 上海市机械施工有限公司 | Layered hoisting construction process for suspended steel structure |
| CN102691420A (en) * | 2012-06-21 | 2012-09-26 | 中国建筑第八工程局有限公司 | Installation and construction method for multilayer large-span steel truss |
| CN103046758A (en) * | 2013-01-18 | 2013-04-17 | 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 |
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106401206A (en) * | 2016-09-14 | 2017-02-15 | 中国建筑第八工程局有限公司 | Construction method for reversed-hanging fastener steel structure mounting based on reconstruction project |
| CN109881890A (en) * | 2019-02-21 | 2019-06-14 | 深圳市建筑设计研究总院有限公司 | A kind of more corridor construction methods of super high-rise building |
| CN115095163A (en) * | 2022-06-23 | 2022-09-23 | 浙江大地钢结构有限公司 | Construction method of inverted steel structure hanging frame and steel column positioning tool |
| 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 |
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| CN104328922B (en) | 2016-05-18 |
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Granted publication date: 20160518 |