CN103774856A - Method for glidingly constructing large-span special-shaped heavy steel girder on super high-rise roof - Google Patents
Method for glidingly constructing large-span special-shaped heavy steel girder on super high-rise roof Download PDFInfo
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- CN103774856A CN103774856A CN201410034244.1A CN201410034244A CN103774856A CN 103774856 A CN103774856 A CN 103774856A CN 201410034244 A CN201410034244 A CN 201410034244A CN 103774856 A CN103774856 A CN 103774856A
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Abstract
The invention discloses a method for glidingly constructing a large-span special-shaped heavy steel girder on a super high-rise roof. The method comprises the following steps of mounting a slide way pre-buried component; lifting a frame body by a tower crane; erecting a supporting frame body; assembling the steel girder section by section; welding a two-roof truss connecting rod; detaching a girder bottom support and a jig frame; mounting a slide way and a propeller; mounting a hydraulic control system; debugging a propeller control system; glidingly moving the steel girder to a designed position; correcting the position of the steel girder; welding supporting feet to the two sides of the steel girder; glidingly moving the third steel girder according to the above steps; detaching the slide way and a propeller system; detaching a steel girder supporting frame body. The method has the beneficial effects that due to the adoption of the construction technology that steel structures are lifted to a roof section by section by the tower crane, the steel girder is welded and assembled on the roof, and the whole steel girder is glidingly moved, the problem that a large component cannot be lifted by the tower crane at high altitude is solved.
Description
Technical field
The present invention relates to the gliding construction method of the heavy girder steel of the different shape of a kind of large span on Super High roofing, belong to technical field of building construction.
Background technology
Along with the development of national economy and improving constantly of living standards of the people, it is also more and more rich and varied that architect's works show, and personalized pure, and particularly the top design of outward appearance and roofing is original in style.This engineering construction is designed to NBBJ design office of the U.S., and outward appearance is 5 large ships that Yang Fan sets sail.Due to elevation of building effect, the steel structure member beam of the designing requirement roofing section steel beam of attaching most importance to, and moulding is complicated especially, gives and builds construction and bring very large difficulty.Traditional construction method cannot meet design requirement, and need seek new technological means and solve faced problem.
This method for roofing top be provided with the heavy girder steels of five long-span specials (650 tons of gross weights), beam is full steel structure, cross section 0.8m × 1.5m, steel beam with box shape frange plate and web are 38 ㎜ steel plates, 1.210 tons/m of box beam, 108 tons of single Pin girder steel maximum weights, maximum span is 52m, high 20m～the 16.7m of girder steel, steel structure girder adopts integral slipping construction technology.
Summary of the invention
The object of the invention is to solve problems of the prior art, the gliding construction method of the heavy girder steel of the different shape of a kind of large span on Super High roofing is provided.
To achieve these goals, technical scheme of the present invention is as follows:
The gliding construction method of the heavy girder steel of the different shape of large span on Super High roofing, is characterized in that, comprises the steps:
Slideway embedded parts is installed;
Tower crane handling support body;
Set up supporting frame;
Merogenesis assembling girder steel;
Weld two Pin connecting rods;
Shed beam bottom support and moulding bed;
Slideway and propeller are installed;
Hydraulic control system is installed;
Debugging propeller control system;
Girder steel slippage is to design attitude;
Entangle and proofread and correct inclined to one side girder steel position;
Welded steel beam two side columns leg;
Repeat the 3rd girder steel of above slippage;
Remove slideway and propulsion system;
Remove girder steel supporting frame.
As a kind of preferred version, steps A) in, sliding rail center line overlaps with steelframe bearing center line, has a negative impact because being subject to eccentric force to reduce truss support in slipping; Sliding rail is selected 200X200 hot rolling H steel+16# channel-section steel, material is Q235B, H steel is by the thick gusset of spacing 500mm welding 12mm, utilize side shield and the built-in fitting of sliding rail to fix, the side shield of track adopts the steel plate that specification is-12 × 50 × 75mm, arrange in sliding rail bilateral symmetry, spacing is 1000mm, plays the effect of the H steel edge of a wing being reinforced and being resisted slip support abutment place possibility lateral thrust.Beneficial effect of the present invention is mainly reflected in: through compare analysis and measurement with traditional structure, stiffness damping structure has increased the expense of element for energy dissipation, but amount of reinforcement, shaped steel consumption and concrete amount all decrease.
This method employing tower crane is the steel structure hoisting of merogenesis to roofing, at roofing welding assembly girder steel, and the then construction technology of girder steel integral slipping, has solved the difficult problem that cannot hang large part at high-altitude tower crane; Shorten the duration, five Pin Heavy Type Steel Structure beams, the nearly 650 tons of Steel Structure Installation of Dan Donglou have only been used 40 days and have been completed installation, have reduced 10 days than plan time; This method, compared with the traditional technique such as whole Pin lifting, truss slippage, has reduced waste of material, and approximately 20 tons of saving steels, by 5000 yuan/ton of calculations, are saved 100,000 yuan of costs; Save 10 days artificial approximately 500 works, by 250 yuan/people, save 12.5 ten thousand yuan of labour costs; 900,000 yuan of Mei Dong building total savings 22.5 ten thousand, Si Dong building total savings.
Accompanying drawing explanation
Fig. 1 is the flow chart of method of the present invention.
The specific embodiment
Technological principle of the present invention is that girder steel element carries out assembly welding on effective position, sheds bracing frame and slide onto design attitude after each section steel beam moulding.
The essential structure of girder steel is
1,, according to the steel plate of the pre-buried ground way in position of steel roof joist, steel plate thickness is t=8mm, width b=400mm.
2,, according to roofing deformed steel girder height, shape and width, adopt bowl fastening type steel pipe to set up full hall bracing frame, meet pressure-bearing and safety requirements, and check and accept by professional.While starting to assemble girder steel according to the type shape of every beam, adopting the maximum lift heavy amount of pillar crane is 5.5 tons, and every beam need lift 21 times, must carry out the flaw detection experiment of Steel Structure Weld after welding.Be designed to second-order weld, 20% flaw detection.After qualified, carry out the rust cleaning of commissure and mend finish paint processing.Remove sub-truss.
3, two side slideways are installed, are checked the steadiness of slideway, be set to-1～2mm of limit, slope, installs piston shoes, and excision girder steel suspension column web, arranges apart from ground space size.
4,5 hydraulic jack and hydraulic operating system are installed, it is in place that commissioning device situation starts slippage.
5, after in place, proofread and correct, mend the web that dress cuts away and start welded grider footing, finally remove girder steel supporting frame.
Referring to accompanying drawing 1, the present invention specifically comprises the steps:
A) slideway embedded parts is installed;
B) tower crane handling support body;
C) set up supporting frame;
D) merogenesis assembling girder steel;
E) welding two Pin connecting rods;
F) shed beam bottom support and moulding bed;
G) slideway and propeller are installed;
H) hydraulic control system is installed;
I) debugging propeller control system;
J) girder steel slippage is to design attitude;
K) entangle and proofread and correct inclined to one side girder steel position;
L) welded steel beam two side columns leg;
M) repeat the 3rd girder steel of above slippage;
N) remove slideway and propulsion system;
O) remove girder steel supporting frame.
Key points for operation of the present invention are:
1, ramp design and construction
1-1, slideway play load-bearing guiding and laterally limit slide plate horizontal movement in whole horizontal ejection.
1-2, for single Pin steelframe, 3 slideways are set altogether.
1-3, slippage will be supported as slippage using the thick concrete beam plate of roof 800mm, and slideway is mainly arranged in roof surface, and elongated layout.
1-4, slideway adopt 200X200H steel+16# channel-section steel to arrange, and upwards, H steel soffit is fixed on roofing by intermittent weld and is specifically designed on slippage built-in fitting its notch.
1-5, consider that steelframe is falling in frame process, must remove bottom slideway, combine by interim connection therefore the slideway between each steelframe is divided into some sections.
1-6, guarantee the fairing between slideway between each joint, to guarantee compound beam pushing tow stability in slipping.
2, slideway is installed
2-1, sliding rail structure, in layer Steel Structure slipping, play load-bearing, guiding and laterally limit the effect of bearing horizontal movement.
2-2, sliding rail center line should overlap with steelframe bearing center line as far as possible, have a negative impact because being subject to eccentric force to reduce truss support in slipping.
2-3, sliding rail are selected 200X200 hot rolling H steel+16# channel-section steel, and material is Q235B, and H steel, by the thick gusset of spacing 500mm welding 12mm, utilizes the side shield of sliding rail and built-in fitting to fix.
The side shield of 2-4, track adopts the steel plate that specification is-12 × 50 × 75mm, arranges in sliding rail bilateral symmetry, and spacing is 1000mm, plays the effect of the H steel edge of a wing being reinforced and being resisted slip support abutment place possibility lateral thrust.
3, slider designs
3-1, utilize truss-steel beam frange plate that slide block is set, 1 of every side, middle steelframe middle bracket top arranges 1 group of slide device, and this engineering arranges 3 slippage stations altogether.
3-2, two side slides are arranged to " sled " formula, and its front portion is made into the pattern with certain radian.By above design, can effectively prevent that the situation that slip support abutment blocks " gnawing rail " because of slideway out-of-flatness from occurring.
3-3, in addition, straight degree, the control of slideway center to center distance etc. that slideway is installed is all to prevent the generation of the phenomenon of " card rail " and " gnawing rail ", in site operation process, should strictly carry out process inspection.
4 pushing tow point patterns
4-1, hydraulic top thruster front end are connected and fixed by bearing pin and the otic placode being passed on member, in order to transmit horizontal sliding jacking force.
4-2, engaging lug plate thickness are 20mm, material Q345B.
In 4-3, this engineering, connect otic placode and pre-install near slip support abutment bottom, each pushing tow point arranges two and connects otic placode.
4-4, connection otic placode are welded to connect with steelframe wing plate respectively, and weld bead height is 8mm.
5, ejection hydraulic test apolegamy
5-1, meet the requirement that the each pushing tow of layer Steel Structure is put theoretical slippage counter-force, make every hydraulic top thruster stand under load even as far as possible.
5-2, guarantee as far as possible every hydraulic pump source system drive hydraulic test quantity equate, tubing length is consistent, reduces late effect.
5-3, in the time of overall control, think better of the safety and reliability of hydraulic synchronization sliding system, reduce engineering risk.
6, sliding synchronization control
6-1, should guarantee that the hydraulic pressure slippage equipment configuration coefficients of each slippage pushing tow point is basically identical as far as possible;
6-2, should guarantee the stable of Sliding Structures, so that sliding element structure can be correctly in place, also require can keep certain synchronism in each pushing tow point slipping.
6-3, sliding velocity and the travel displacement value of one (main order a little) in 5 hydraulic top thrusters of each slippage cluster are set as to standard value, as the benchmark of Strategy For Synchronization Control medium velocity and displacement.
6-4, under the control of center-control pump, all the other 4 hydraulic top thrusters respectively with displacement separately follow the tracks of comparison main order a little, dynamically adjust according to the difference Δ L of point-to-point transmission displacement, guarantee that each pushing tow point remains synchronous in slipping.
6-5, by the theory of 2 definite straight lines, guarantee that layer Steel Structure is grouped in synchronism and the stability in whole slipping.
7, hydraulic pushing sliding system debugging
The temporary measure structural behavior of 7-1, pushing tow point and driven creep setpoint checks;
7-2, layer Steel Structure are reinforced and are checked, the intensity of support body, stability and deformation.
In 7-3, slideway, whether whether clear, the butter of foreign material is smeared.
7-4, obstruction inspection, the removing that may exert an influence to slipping.
7-5, that whether the joint that checks all valves on hydraulic power unit or oil pipe has is loosening, and whether the pressure spring that checks overflow valve in relaxation state completely.
7-6, check whether being connected of power line, communication cable between hydraulic power unit switch board and hydraulic top thruster be correct.
Whether the oil pipe between 7-7, inspection hydraulic power unit and hydraulic top thruster master cylinder is connected correct.
7-8, system power transmission, check that whether hydraulic pump main shaft rotation direction is correct.
7-9, in the situation that hydraulic power unit does not start, the corresponding button in manual operation switch board, checks that whether the action of electromagnetic valve and stop valve normal, whether correspondence of stop valve numbering and hydraulic top thruster numbering.
7-10, check stroke sensor, make on the spot corresponding signal lamp sender in control box.
Before 7-11, slippage, check: start hydraulic power unit, regulate certain pressure, flexible hydraulic top thruster master cylinder: whether the oil pipe that checks A chamber, B chamber connects correct; Check that can stop valve end corresponding oil cylinder.
8, hierarchical loading examination slippage
8-1, detect after errorless and start to try slippage until hydraulic pushing system equipment.As calculated, determine hydraulic top thruster required stretch cylinder pressure (the consideration pressure loss) and contracting cylinder pressure.
8-2, while starting to try slippage, hydraulic top thruster is stretched cylinder pressure and is raised gradually, is followed successively by 20%, 40% of required pressure, in the situation that Everything is fine, can continue to be loaded into 60%, 80%, 90%, 95%, 100%.
8-3, layer Steel Structure sliding element have just started to have when mobile and have suspended pushing tow operation, keep hydraulic pushing device systems pressure.Hydraulic top thruster and device systems, structural system are checked comprehensively.
8-4, confirming that integrally-built stability and safety no problem definitely in the situation that, could start formal thrusting slip.
9, slipping control main points
9-1, after all preparations are finished, and through system, comprehensively check errorless after, after on-the-spot slippage operation commander in chief checks and issues an order, just can formally carry out slippage operation.
9-2, in hydraulic pressure slipping, splash pressure, the loads change situation etc. of device systems, and conscientiously make a record work.
9-3, in slipping, survey crew should pass through the accurate numerical value of the each towing point displacement of invar tape conjunction measuring, to assist the synchronism of monitoring sliding element slipping.
In 9-4, slipping, should keep a close eye on the duty of slideway, hydraulic top thruster, hydraulic pump source system etc.
9-5, on-the-spot each operating personnel will guarantee that signal is unimpeded, unified command.
10, pre-slippage
After 10-1, the installation of hydraulic pressure slippage device systems, first carry out system debug, every operation is all ready and errorless on inspection, starts to advance roof system slippage.
10-2, initial slippage unit are a Pin outer most edge ZGJ1 steelframe, and heavily approximately 100 tons, load step is pressurised into 40%, 60%, 80% of required pressure at first according to crawl device, in the situation that all are all stable, can be added to 100%.After just having started there is displacement, steelframe suspends.
10-3, check each equipment normal operation situation: the situation of change that crawl device clamping device, sliding rail and truss are stressed etc. comprehensively.Can formally start under normal circumstances slippage at all.
11, formal slippage
11-1, according to design slip-load pre-set pump outlet pressure value, control thus the maximum thrust output of crawl device, guarantee the safety of whole slippage facility.
11-2, in slipping, survey crew should pass through the accurate numerical value of the each creep setpoint displacement of invar tape conjunction measuring.
11-3, in slipping, survey crew should pass through the accurate numerical value of the each creep setpoint displacement of invar tape conjunction measuring.
11-4, control system, by sensor feedback distance signal, are controlled two groups of crawl device errors in 10mm, thereby are controlled the synchronization-sliding of whole truss.
11-5, slippage steelframe are substantially without transverse horizontal power, and under slippage operating mode, steelframe calculation support is safety, and horizontal block is established in steelframe respective carter position, and whole slipping is safe and reliable.
11-6, crawl device are hydraulic system, and by flow-control, startup, the acceleration at stall of crawl device are almost nil, very little to the impact force of track.
12, slipping observation
12-1, observation synchronous displacement sensor, monitoring sliding synchronization situation.
12-2, bearing and track screens situation.
12-3, crawl device clamping device and railway clamping situation.
12-4, accumulation are time a time, and whether propulsive force transformed value is normal.
In sum, it is only preferred embodiment of the present invention, not be used for limiting scope of the invention process, all equalizations of doing according to the shape described in the claims in the present invention scope, structure, feature and spirit change and modify, and all should be included within the scope of claim of the present invention.
Claims (2)
1. the gliding construction method of the heavy girder steel of the different shape of large span on Super High roofing, is characterized in that, comprises the steps:
A) slideway embedded parts is installed;
B) tower crane handling support body;
C) set up supporting frame;
D) merogenesis assembling girder steel;
E) welding two Pin connecting rods;
F) shed beam bottom support and moulding bed;
G) slideway and propeller are installed;
H) hydraulic control system is installed;
I) debugging propeller control system;
J) girder steel slippage is to design attitude;
K) entangle and proofread and correct inclined to one side girder steel position;
L) welded steel beam two side columns leg;
M) repeat the 3rd girder steel of above slippage;
N) remove slideway and propulsion system;
O) remove girder steel supporting frame.
2. construction method according to claim 1, is characterized in that, steps A) in, sliding rail center line overlaps with steelframe bearing center line, has a negative impact because being subject to eccentric force to reduce truss support in slipping; Sliding rail is selected 200X200 hot rolling H steel+16# channel-section steel, material is Q235B, H steel is by the thick gusset of spacing 500mm welding 12mm, utilize side shield and the built-in fitting of sliding rail to fix, the side shield of track adopts the steel plate that specification is-12 × 50 × 75mm, arrange in sliding rail bilateral symmetry, spacing is 1000mm, plays the effect of the H steel edge of a wing being reinforced and being resisted slip support abutment place possibility lateral thrust.
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| CN201410034244.1A CN103774856B (en) | 2014-01-24 | 2014-01-24 | A kind of gliding construction method of different shape heavy type girder steel of large span on Super High roofing |
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| CN201410034244.1A CN103774856B (en) | 2014-01-24 | 2014-01-24 | A kind of gliding construction method of different shape heavy type girder steel of large span on Super High roofing |
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Cited By (8)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN104989114A (en) * | 2015-07-15 | 2015-10-21 | 上海绿地建设(集团)有限公司 | Sliding construction device and method for large-span arc-shaped roof |
| CN105804412A (en) * | 2016-03-14 | 2016-07-27 | 中冶天工集团有限公司 | Method for rapidly correcting lateral transfinite displacement of sliding construction |
| CN106284668A (en) * | 2016-08-29 | 2017-01-04 | 江苏江中集团有限公司 | A kind of large span large-spatial structures roofing truss installation method |
| CN106677554A (en) * | 2016-12-29 | 2017-05-17 | 中国石油天然气第建设有限公司 | Method for translating large equipment with steel strand jacks |
| CN106677542A (en) * | 2016-12-08 | 2017-05-17 | 中铁三局集团建筑安装工程有限公司 | Construction method of roof base truss structure |
| CN112429666A (en) * | 2020-10-16 | 2021-03-02 | 中国能源建设集团湖南火电建设有限公司 | Installation method and installation system device of megawatt tower type photo-thermal power generation heat collector |
| CN115434434A (en) * | 2022-09-06 | 2022-12-06 | 鞍钢建设集团有限公司 | Overhead warehouse support beam installation device that slides |
| CN115538790A (en) * | 2022-09-02 | 2022-12-30 | 广州市机电安装有限公司 | Installation method of long and narrow hyperboloid steel roof |
Family Cites Families (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP3049300B2 (en) * | 1992-12-16 | 2000-06-05 | 株式会社竹中工務店 | Construction method of beam truss in building with overhead traveling crane |
| CN101725255A (en) * | 2009-11-13 | 2010-06-09 | 高申甫 | Segmental slipping and assembling process of overhead large-span steel structure |
| CN202023298U (en) * | 2011-03-25 | 2011-11-02 | 浙江八达建设集团有限公司 | Roof truss-sectioned roof girder structure capable of being hoisted by cross type tower crane |
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2014
- 2014-01-24 CN CN201410034244.1A patent/CN103774856B/en not_active Expired - Fee Related
Cited By (10)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104989114A (en) * | 2015-07-15 | 2015-10-21 | 上海绿地建设(集团)有限公司 | Sliding construction device and method for large-span arc-shaped roof |
| CN105804412A (en) * | 2016-03-14 | 2016-07-27 | 中冶天工集团有限公司 | Method for rapidly correcting lateral transfinite displacement of sliding construction |
| CN105804412B (en) * | 2016-03-14 | 2018-04-17 | 中冶天工集团有限公司 | A kind of method for displacement of laterally transfiniting for quickly correction sliding construction |
| CN106284668A (en) * | 2016-08-29 | 2017-01-04 | 江苏江中集团有限公司 | A kind of large span large-spatial structures roofing truss installation method |
| CN106284668B (en) * | 2016-08-29 | 2019-08-13 | 江苏江中集团有限公司 | A kind of large span large-spatial structures roofing truss installation method |
| CN106677542A (en) * | 2016-12-08 | 2017-05-17 | 中铁三局集团建筑安装工程有限公司 | Construction method of roof base truss structure |
| CN106677554A (en) * | 2016-12-29 | 2017-05-17 | 中国石油天然气第建设有限公司 | Method for translating large equipment with steel strand jacks |
| CN112429666A (en) * | 2020-10-16 | 2021-03-02 | 中国能源建设集团湖南火电建设有限公司 | Installation method and installation system device of megawatt tower type photo-thermal power generation heat collector |
| CN115538790A (en) * | 2022-09-02 | 2022-12-30 | 广州市机电安装有限公司 | Installation method of long and narrow hyperboloid steel roof |
| CN115434434A (en) * | 2022-09-06 | 2022-12-06 | 鞍钢建设集团有限公司 | Overhead warehouse support beam installation device that slides |
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