CN103774856B - A kind of gliding construction method of different shape heavy type girder steel of large span on Super High roofing - Google Patents
A kind of gliding construction method of different shape heavy type girder steel of large span on Super High roofing Download PDFInfo
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- CN103774856B CN103774856B CN201410034244.1A CN201410034244A CN103774856B CN 103774856 B CN103774856 B CN 103774856B CN 201410034244 A CN201410034244 A CN 201410034244A CN 103774856 B CN103774856 B CN 103774856B
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Abstract
The invention discloses a kind of gliding construction method of the different shape heavy type girder steel of large span on Super High roofing, comprise the following steps：Slideway embedded partses are installed；Slideway embedded partses are installed；Tower crane handling support body；Set up supporting frame；Merogenesis assembles girder steel；Weld two Pin connecting rods；Shed the support of beam bottom and moulding bed；Slideway and propeller are installed；Hydraulic control system is installed；Debugging propeller control system；Girder steel is slid onto design attitude；Entangle the inclined steel beam position of correction；Welded steel beam two side columns leg；The 3rd girder steel is slid more than repeating；Remove slideway and propulsion system；Remove girder steel supporting frame.The device have the advantages that：This method uses tower crane the steel structure hoisting of merogenesis to roofing, in roofing welding assembly girder steel, and then the construction technology of girder steel integral slipping, solves the problem that big part cannot be hung in high-altitude tower crane.
Description
Technical field
The present invention relates to a kind of gliding construction method of the different shape heavy type girder steel of large span on Super High roofing, belong to building
Technical field of construction.
Background technology
With the development and the continuous improvement of living standards of the people of national economy, the works performance of architect also increasingly
Rich and varied and personalized full, the top design of particularly outward appearance and roofing is original in style.This engineering construction is designed as the U.S.
NBBJ design offices, outward appearance is 5 big ships that Yang Fan sets sail.Due to elevation of building effect, the steel construction of design requirement roofing
Component beam is attached most importance to section steel beam, and moulding is especially complex, and very big difficulty is brought to construction is built.Traditional construction method cannot
Meet design requirement, new technological means need to be sought to solve problem encountered.
The targeted roofing top of this method is provided with five long-span special heavy type girder steels（650 tons of gross weight）, beam is all steel
Structure, section 0.8m × 1.5m, steel beam with box shape flange plate and web are 38 ㎜ steel plates, 1.210 tons/m of box beam, single Pin steel
108 tons of beam maximum weight, maximum span is 52m, and girder steel 20m~16.7m high, steel structure girder uses integral slipping construction technology.
The content of the invention
It is an object of the invention to solve problems of the prior art, there is provided a kind of different shape heavy type girder steel of large span
Gliding construction method on Super High roofing.
To achieve these goals, technical scheme is as follows：
Gliding construction method of a kind of different shape heavy type girder steel of large span on Super High roofing, it is characterised in that including such as
Lower step：
Slideway embedded partses are installed；
Tower crane handling support body；
Set up supporting frame；
Merogenesis assembles girder steel；
Weld two Pin connecting rods；
Shed the support of beam bottom and moulding bed；
Slideway and propeller are installed；
Hydraulic control system is installed；
Debugging propeller control system；
Girder steel is slid onto design attitude；
Entangle the inclined steel beam position of correction；
Welded steel beam two side columns leg；
The 3rd girder steel is slid more than repeating；
Remove slideway and propulsion system；
Remove girder steel supporting frame.
As a kind of preferred scheme, step A) in, sliding rail center line overlaps with steelframe bearing center line, to reduce cunning
Truss support by eccentric force because being had a negative impact during shifting；Sliding rail selects 200X200 hot rolling H steel+16# grooves
Steel, material is Q235B, and H steel is fixed by spacing 500mm welding 12mm thickness gussets using the side shield and built-in fitting of sliding rail,
It is the steel plate of -12 × 50 × 75mm that the side shield of track uses specification, is symmetrical arranged in sliding rail both sides, and spacing is
1000mm, plays a part of to reinforce the H steel edge of a wing and resist possible lateral thrust at slip support abutment.Beneficial effect of the invention
Fruit is mainly reflected in：Through the analysis and measurement compared with traditional structure, stiffness damping structure increased the expense of element for energy dissipation, but
Amount of reinforcement, shaped steel consumption and concrete amount all decrease.
This method uses tower crane the steel structure hoisting of merogenesis to roofing, in roofing welding assembly girder steel, and then girder steel is whole
The construction technology of body sliding, solves the problem that big part cannot be hung in high-altitude tower crane；Shorten duration, five Pin Heavy Type Steel Structures
Beam, the nearly 650 tons of Steel Structure Installations of Dan Donglou have only been used and have completed within 40 days to install, and are reduced 10 days than plan time；This method with
The techniques such as traditional whole Pin liftings, truss sliding are compared, and reduce waste of material, about 20 tons of saving steel, by 5000 yuan/ton
Calculate, cost-effective 100,000 yuan；10 days artificial about 500 works are saved, by 250 yuan/people, 12.5 ten thousand yuan of labour cost is saved；Every building
Total savings 22.5 ten thousand, four 900,000 yuan of building total savings.
Brief description of the drawings
Fig. 1 is the flow chart of the method for the present invention.
Specific embodiment
Technological principle of the invention is that girder steel element carries out assembly welding on effective position, after each bar section steel beam shaping
Shedding support frame carries out sliding onto design attitude.
The essential structure of girder steel is
The steel plate of the pre-buried ground way in position the 1st, according to steel roof joist, steel plate thickness is t=8mm, width b=400mm.
2nd, according to roofing deformed steel girder height, shape and width, full hall support frame, satisfaction are set up using bowl fastening type steel pipe and is held
Pressure and safety requirements, and checked and accepted by professional.When starting to assemble girder steel according to the every type shape of beam, using derrick crane
Maximum lift heavy amount is 5.5 tons, and every beam need to be lifted 21 times, and welding must carry out the flaw detection experiment of Steel Structure Weld after finishing.Design
It is second-order weld, 20% flaw detection.Finish paint treatment is mended in the rust cleaning that commissure is carried out after qualified.Remove sub-truss.
The 3rd, two side slideways are installed, the steadiness of slideway is checked, slope side is set to -1~2mm, installs piston shoes, cuts off beam-column
Pin web, is set away from ground space size.
The 4th, 5 hydraulic jacks and hydraulic operating system are installed, commissioning device situation starts sliding in place.
5th, it is corrected after in place, mends the web that dress cuts away and start welded grider footing, finally removes girder steel supporting frame.
Referring to accompanying drawing 1, the present invention specifically includes following steps：
A) slideway embedded partses are installed；
B) tower crane handling support body；
C supporting frame) is set up；
D) merogenesis assembling girder steel；
E two Pin connecting rods) are welded；
F the support of beam bottom and moulding bed) are shed；
G) slideway and propeller are installed；
H) hydraulic control system is installed；
I propeller control system) is debugged；
J) girder steel is slid onto design attitude；
K the inclined steel beam position of correction) is entangled；
L) welded steel beam two side columns leg；
M the 3rd girder steel is slid more than) repeating；
N slideway and propulsion system) are removed；
O girder steel supporting frame) is removed.
Key points for operation of the invention are：
1st, ramp design and construction
1-1, slideway play load-bearing and are oriented to and laterally limit slide plate level displacement in whole horizontal ejection.
1-2, for single Pin steelframes, altogether set 3 slideways.
1-3, sliding will be supported using roof 800mm thickness concrete beam plates as sliding, and slideway is mainly arranged in roof surface,
And elongated be arranged.
1-4, slideway are configured using 200X200H steel+16# channel-section steels, and upwards, H steel lower surface passes through intermittent weld to its notch
Roofing is fixed on dedicated on sliding built-in fitting.
1-5, in view of steelframe during the frame that falls, must remove bottom slideway, if therefore the slideway between each steelframe be divided into
Dry section is combined by interim connection.
Fairing between 1-6, each joint of guarantee between slideway, to ensure combination beam pushing tow stability in slipping.
2nd, slideway is installed
2-1, sliding rail structure play load-bearing, are oriented to and laterally limit bearing water in layer Steel Structure slipping
The effect that prosposition is moved.
2-2, sliding rail center line should try one's best and be overlapped with steelframe bearing center line, to reduce truss support in slipping
Because being had a negative impact by eccentric force.
2-3, sliding rail select 200X200 hot rolling H steel+16# channel-section steels, and material is Q235B, and H steel is welded by spacing 500mm
12mm thickness gussets, are fixed using the side shield and built-in fitting of sliding rail.
It is the steel plate of -12 × 50 × 75mm that 2-4, the side shield of track use specification, is symmetrical arranged in sliding rail both sides,
Spacing is 1000mm, plays a part of to reinforce the H steel edge of a wing and resist possible lateral thrust at slip support abutment.
3rd, slider designs
3-1, sliding block is set using steelframe beam flange plate, per side 1, middle steelframe middle bracket top sets 1 group of sliding dress
Put, this engineering sets 3 sliding stations altogether.
3-2, two side slides are arranged to " sled " formula, and its front portion is fabricated into the pattern with certain radian.By the above
Design, can effectively prevent slip support abutment from occurring because of the situation that " gnawing rail " is blocked in slideway out-of-flatness.
3-3, in addition, straight degree, control of slideway centre-to-centre spacing etc. that slideway is installed all are prevented " clamp rail " and " gnawing rail "
Phenomenon occurs, and process inspection should be strictly carried out during site operation.
4 pushing tow point patterns
4-1, hydraulic top thruster front end are attached fixation by bearing pin with the otic placode being passed on component, are used to transmit water
It is smooth to move jacking force.
4-2, connection otic placode thickness are 20mm, material Q345B.
In 4-3, this engineering, in advance near slip support abutment bottom, each pushing tow point sets two pieces of engaging lugs to connection otic placode
Plate.
4-4, connection otic placode are welded to connect with steelframe wing plate respectively, and weld bead height is 8mm.
5th, ejection hydraulic test apolegamy
5-1, the requirement for meeting the theoretical sliding counter-force of each pushing tow point of layer Steel Structure, make every hydraulic top thruster stand under load as far as possible
Uniformly.
5-2, ensure that the hydraulic test quantity of every hydraulic pump source system drive is equal as far as possible, tubing length is consistent, reduces
Postpone effect.
5-3, in overall control, to think better of the safety and reliability of hydraulic synchronization sliding system, reduce engineering
Risk.
6th, sliding synchronization control
6-1, should try one's best ensure each sliding pushing tow point hydraulic pressure slip device configuration coefficients it is basically identical；
6-2, the stabilization that should ensure that Sliding Structures, so that sliding element structure can be correctly in place, namely require each pushing tow
Certain synchronism can be kept in point slipping.
6-3, for sliding every time in 5 hydraulic top thrusters of cluster（It is main to make a little）Sliding velocity and travel displacement
Value is set as standard value, used as Strategy For Synchronization Control medium velocity and the benchmark of displacement.
6-4, under the control of central controlling pump, remaining 4 hydraulic top thruster tracks ratio with respective displacement respectively
Made a little to main, the difference Δ L according to point-to-point transmission displacement enters Mobile state adjustment, it is ensured that each pushing tow point is remained in slipping
It is synchronous.
6-5, the theory that straight line is determined by 2 points, it is ensured that layer Steel Structure is grouped in same in whole slipping
Step property and stability.
7th, hydraulic pushing sliding system debugging
The interim measure configuration state of 7-1, pushing tow point and driven creep setpoint is checked；
7-2, layer Steel Structure reinforce inspection, the intensity of support body, stability and deformation.
Whether debris clear in 7-3, slideway, whether butter is smeared.
7-4, the barrier inspection on slipping there may be influence, removing.
Whether the joint of all valves or oil pipe has loosening on 7-5, inspection hydraulic power unit, checks at the pressure spring of overflow valve
In whether complete relaxation state.
7-6, check power line between hydraulic power unit switch board and hydraulic top thruster, communication cable connection it is whether correct.
Whether the oil pipe connection between 7-7, inspection hydraulic power unit and hydraulic top thruster master cylinder is correct.
7-8, system power transmission, check whether hydraulic pump main axis direction is correct.
7-9, in the case where hydraulic power unit does not start, the corresponding button in manually operated switch board, check magnetic valve and cut
Only whether the action of valve is normal, and whether stop valve numbering and hydraulic top thruster numbering correspond to.
7-10, inspection stroke sensor, make corresponding signal lamp sender in control box on the spot.
Checked before 7-11, sliding：Start hydraulic power unit, adjust certain pressure, telescopic hydraulic pusher master cylinder：Check
Whether correct A chambers, the oil pipe in B chambers connect；Check that can stop valve end corresponding oil cylinder.
8th, hierarchical loading examination sliding
8-1, after hydraulic pushing system equipment detection it is errorless after start examination sliding.It is computed, needed for determining hydraulic top thruster
Stretch cylinder pressure（Consider the pressure loss）With contracting cylinder pressure.
8-2, start examination sliding when, hydraulic top thruster is stretched cylinder pressure and is gradually raised, and is followed successively by the 20% of required pressure, 40%,
In the case where Everything is fine, can continue to be loaded into 60%, 80%, 90%, 95%, 100%.
Suspend pushing tow operation when 8-3, layer Steel Structure sliding element just begin with mobile, keep hydraulic pushing device systems
Pressure.Hydraulic top thruster and device systems, structural system are checked comprehensively.
8-4, in the case where confirming that integrally-built stability and security are no problem definitely, could start formal pushing tow cunning
Move.
9th, slipping key control point
9-1, after all preparations are finished, and by system, comprehensively check it is errorless after, scene sliding operation
After commander in chief checks and issues an order, just can formally be entered line slip operation.
9-2, in hydraulic pressure slipping, splash pressure, loads change situation of device systems etc., and conscientiously carry out
Writing task.
9-3, in slipping, survey crew should by the exact value of each towing point displacement of steel tape conjunction measuring,
To aid in the synchronism of monitoring sliding element slipping.
The working condition of slideway, hydraulic top thruster, hydraulic pump source system etc. should be kept a close eye in 9-4, slipping.
9-5, live each operating personnel will ensure that signal is unimpeded, unified command.
10th, pre- sliding
After 10-1, hydraulic pressure slip device system installation, system debug is first carried out, every operation is all ready and through inspection
Look into errorless, start propulsion roof system sliding.
10-2, initial slippage unit are a Pin outer most edge ZGJ1 steelframes, weigh about 100 tons, and load step is according to crawl device
40%, 60%, the 80% of required pressure is initially pressurised into, in the case where all are all stablized, 100% can be added to.It is firm in steelframe
Suspend after beginning with displacement.
10-3, each equipment normal operation situation is checked comprehensively：Crawl device clamping device, sliding rail and truss stress etc.
Situation of change.Sliding can formally be started in the case of all going well.
11st, formal sliding
11-1, according to design the pre-set pump outlet pressure value of slip-load, thus control crawl device maximum output thrust,
Ensure the safety of whole sliding facility.
11-2, in slipping, survey crew should be by the exact value of each creep setpoint displacement of steel tape conjunction measuring.
11-3, in slipping, survey crew should be by the exact value of each creep setpoint displacement of steel tape conjunction measuring.
11-4, control system control two groups of crawl device errors in 10mm, so as to control by sensor feedback distance signal
Make the synchronization-sliding of whole truss.
11-5, sliding steelframe are safety, steelframe substantially without steelframe calculation support under transverse horizontal force, and slip condition
Respective carter position sets horizontal block, and whole slipping is safe and reliable.
11-6, crawl device are hydraulic system, and by flow control, the startup of crawl device, acceleration at stall are almost nil, right
The impulsive force very little of track.
12nd, slipping observation
12-1, observation synchronous displacement sensor, monitor sliding synchronization situation.
12-2, bearing and track screens situation.
12-3, crawl device clamping device and railway clamping situation.
12-4, accumulation one time when, whether propulsive force transformed value normal.
In sum, only presently preferred embodiments of the present invention, not for limiting the scope of present invention implementation, it is all according to
Impartial change carried out by shape, construction, feature and spirit and modification described in scope of the invention as claimed, all should be included in this
In the right of invention.
Claims (1)
1. gliding construction method of a kind of large span different shape heavy type girder steel on Super High roofing, it is characterised in that including as follows
Step：
A) slideway built-in fitting is installed；
Ramp design：
1-1, slideway play load-bearing and are oriented to and laterally limit slide plate level displacement in whole horizontal ejection；
1-2, for single Pin steelframes, altogether set 3 slideways；
1-3, sliding will be supported using roof 800mm thickness concrete beam plates as sliding, and slideway is mainly arranged in roof surface, and leads to
Length is arranged；
1-4, slideway are configured using 200X200 hot rolling H steel+16# channel-section steels, and upwards, H steel lower surface passes through intermittent weld to its notch
Roofing is fixed on dedicated on sliding built-in fitting；
1-5, in view of steelframe during the frame that falls, bottom slideway must be removed, therefore the slideway between each steelframe is divided into some sections
It is combined by interim connection；
Fairing between 1-6, each joint of guarantee between slideway, to ensure combination beam pushing tow stability in slipping；
Slideway is installed：
2-1, sliding rail structure play load-bearing, are oriented to and laterally limit bearing horizontal position in layer Steel Structure slipping
The effect of shifting；
2-2, sliding rail center line should try one's best and be overlapped with steelframe bearing center line, with truss support in reducing slipping because receiving
Have a negative impact to eccentric force；
2-3, sliding rail use 200X200 hot rolling H steel+16# channel-section steels, and material is Q235B, and H steel welds 12mm by spacing 500mm
Thick gusset, is fixed using the side shield and built-in fitting of sliding rail；
It is the steel plate of -12 × 50 × 75mm that 2-4, the side shield of track use specification, is symmetrical arranged in sliding rail both sides, spacing
It is 1000mm, plays a part of to reinforce the H steel edge of a wing and resist possible lateral thrust at slip support abutment；
Slider designs：
3-1, sliding block is set using steelframe beam flange plate, per side 1, middle steelframe middle bracket top sets 1 group of slide device, altogether
3 sliding stations are set；
3-2, two side slides are arranged to Sledge type, and its front portion is fabricated into the pattern with certain radian；
3-3, the straight degree of slideway installation, the control of slideway centre-to-centre spacing are all the phenomenon generations for preventing clamp rail and gnawing rail, and scene is applied
Process inspection is carried out during work；
B) tower crane handling support body；
C supporting frame) is set up；
D) merogenesis assembling girder steel；
E two Pin connecting rods) are welded；
F the support of beam bottom and moulding bed) are shed；
G) installation propeller：
1-1, hydraulic top thruster front end are attached fixation by bearing pin with the otic placode being passed on component, are used to transmit level cunning
Move jacking force；
1-2, connection otic placode thickness are 20mm, material Q345B；
In advance near slip support abutment bottom, each pushing tow point sets two pieces of engaging lugs for 1-3, connection otic placode；
1-4, connection otic placode are welded to connect with steelframe wing plate respectively, and weld bead height is 8mm；
H) hydraulic control system is installed：
1-1, ensure each sliding pushing tow point hydraulic pressure slip device configuration coefficients it is basically identical；
1-2, ensure the stabilization of Sliding Structures so that sliding element structure can be correctly in place, namely require that each pushing tow point slid
Certain synchronism can be kept in journey；
1-3, by every time sliding cluster 5 hydraulic top thrusters in one sliding velocity and travel displacement value be set as standard
Value, as Strategy For Synchronization Control medium velocity and the benchmark of displacement；
1-4, under the control of central controlling pump, remaining 4 hydraulic top thruster tracked with respective displacement respectively comparison master
Make a little, the difference Δ L according to point-to-point transmission displacement enters Mobile state adjustment, it is ensured that each pushing tow point remains same in slipping
Step；
1-5, the theory that straight line is determined by 2 points, it is ensured that layer Steel Structure is grouped in the synchronism in whole slipping
And stability；
I propeller control system) is debugged；
J) girder steel is slid onto design attitude：
1-1, after examination sliding is started after the detection of hydraulic pushing system equipment, determine to stretch cylinder pressure and contracting cylinder needed for hydraulic top thruster
Pressure；
1-2, start examination sliding when, hydraulic top thruster is stretched cylinder pressure and is gradually raised, and is followed successively by the 20% of required pressure, 40%, after
It is continuous to be loaded into 60%, 80%, 90%, 95%, 100%；
Suspend pushing tow operation when 1-3, layer Steel Structure sliding element just begin with mobile, keep hydraulic pushing device systems pressure
Power, is checked hydraulic top thruster and device systems, structural system comprehensively；
1-4, in the case where confirming that integrally-built stability and security are no problem definitely, formal thrusting slip could be started；
Slipping key control point：
1-1, after all preparations are finished, and by system, comprehensively check it is errorless after, scene sliding operation always refer to
Wave after checking and issuing an order, just can formally be entered line slip operation；
1-2, in hydraulic pressure slipping, splash pressure, the loads change situation of device systems, and conscientiously make a record work
Make；
1-3, in slipping, survey crew should be by the exact value of each towing point displacement of steel tape conjunction measuring, with auxiliary
Help the synchronism of monitoring sliding element slipping；
Slideway, hydraulic top thruster, the working condition of hydraulic pump source system should be kept a close eye in 1-4, slipping；
Pre- sliding：
After 1-1, hydraulic pressure slip device system installation, first carry out system debug, every operation it is all ready and on inspection without
By mistake, propulsion roof system sliding is started；
2-2, initial slippage unit are a Pin outer most edge ZGJ1 steelframes, weigh about 100 tons, and load step initially adds according to crawl device
40%, 60%, 80% of the pressure for needed for is pressed, is suspended after steelframe just begins with displacement；
3-3, each equipment normal operation situation is checked comprehensively, the change feelings of crawl device clamping device, sliding rail and truss stress
It is formal after condition to start sliding；
Formal sliding：
1-1, according to design the pre-set pump outlet pressure value of slip-load, thus control crawl device maximum output thrust, it is ensured that
The safety of whole sliding facility；
1-2, in slipping, survey crew should be by the exact value of each creep setpoint displacement of steel tape conjunction measuring；
1-3, control system control two groups of crawl device errors in 10mm, so as to control whole by sensor feedback distance signal
The synchronization-sliding of individual truss；
1-4, sliding steelframe are safety, steelframe correspondence substantially without steelframe calculation support under transverse horizontal force, and slip condition
Orbital position sets horizontal block；
1-5, crawl device are hydraulic system, and by flow control, the startup of crawl device, acceleration at stall are to the impulsive force of track
It is small；
Slipping is observed：
1-1, observation synchronous displacement sensor, monitor sliding synchronization situation；
1-2, bearing and track screens situation；
1-3, crawl device clamping device and railway clamping situation；
1-4, accumulation one time when, whether propulsive force transformed value normal；
K the inclined steel beam position of correction) is entangled；
L) welded steel beam two side columns leg；
M the 3rd girder steel is slid more than) repeating；
N slideway and propulsion system) are removed；
O girder steel supporting frame) is removed.
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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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| CN103774856B true CN103774856B (en) | 2017-05-31 |
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| CN104989114B (en) * | 2015-07-15 | 2017-05-10 | 上海绿地建设(集团)有限公司 | Sliding construction device and method for large-span arc-shaped roof |
| CN105804412B (en) * | 2016-03-14 | 2018-04-17 | 中冶天工集团有限公司 | Method for quickly correcting lateral over-limit displacement of slippage construction |
| 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 |
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| CN112429666B (en) * | 2020-10-16 | 2022-07-08 | 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 |
Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH07150767A (en) * | 1992-12-16 | 1995-06-13 | Takenaka Komuten Co Ltd | Beam truss erecting method in building having 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 |
-
2014
- 2014-01-24 CN CN201410034244.1A patent/CN103774856B/en not_active Expired - Fee Related
Patent Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH07150767A (en) * | 1992-12-16 | 1995-06-13 | Takenaka Komuten Co Ltd | Beam truss erecting method in building having 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 |
Non-Patent Citations (1)
| Title |
|---|
| 某体育馆工程大跨度钢梁吊装施工技术;林永雄;《广东建材》;20100630(第6期);说明书第【0004】-【0065】段 * |
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