CN104264999A - Large roof grid structure assembling and installing method - Google Patents
Large roof grid structure assembling and installing method Download PDFInfo
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- CN104264999A CN104264999A CN201410452986.6A CN201410452986A CN104264999A CN 104264999 A CN104264999 A CN 104264999A CN 201410452986 A CN201410452986 A CN 201410452986A CN 104264999 A CN104264999 A CN 104264999A
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- 238000000034 method Methods 0.000 title claims abstract description 35
- 238000009434 installation Methods 0.000 claims description 15
- 229910000831 Steel Inorganic materials 0.000 claims description 7
- 239000010959 steel Substances 0.000 claims description 7
- 239000000463 material Substances 0.000 claims description 5
- 230000001141 propulsive effect Effects 0.000 claims description 5
- 238000001514 detection method Methods 0.000 claims description 4
- 241000124872 Grus grus Species 0.000 claims description 2
- 238000010276 construction Methods 0.000 abstract description 10
- 238000004519 manufacturing process Methods 0.000 abstract description 6
- 230000000694 effects Effects 0.000 abstract description 3
- 238000000465 moulding Methods 0.000 description 9
- 238000009825 accumulation Methods 0.000 description 4
- 241000288140 Gruiformes Species 0.000 description 2
- 238000004364 calculation method Methods 0.000 description 2
- 238000005516 engineering process Methods 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 1
- 235000014121 butter Nutrition 0.000 description 1
- 239000011248 coating agent Substances 0.000 description 1
- 238000000576 coating method Methods 0.000 description 1
- 238000007596 consolidation process Methods 0.000 description 1
- 230000018109 developmental process Effects 0.000 description 1
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- 230000002349 favourable effect Effects 0.000 description 1
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- NJPPVKZQTLUDBO-UHFFFAOYSA-N novaluron Chemical compound C1=C(Cl)C(OC(F)(F)C(OC(F)(F)F)F)=CC=C1NC(=O)NC(=O)C1=C(F)C=CC=C1F NJPPVKZQTLUDBO-UHFFFAOYSA-N 0.000 description 1
- 230000033764 rhythmic process Effects 0.000 description 1
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- 230000003068 static effect Effects 0.000 description 1
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Abstract
The invention provides a large roof grid structure assembling and installing method, and belongs to the technical field of high-altitude and large-span grid structure installing methods. The method is used for assembling and installing a large roof grid structure. An operation platform is arranged outside a grid structure coverage area, grid structure assembling work is conducted on the operation platform, the assembled grid structure slides and is assembled through sliding rails, sliding power is provided through a hydraulic crawl device, and the grid structure can slide in place on the premise that the overall stability of the grid structure is kept. The large roof grid structure assembling and installing method is scientific and reasonable in design and easy and convenient to implement, construction quality is ensured, the construction speed is increased, various construction and production activities in the grid structure coverage area can not be influenced, and the method has remarkable economic benefits and general popularization value.
Description
Technical field
The present invention relates to a kind of assembling and mounting method of the large-scale Roof Latticed Truss Structure for industry, agricultural, market and recreational facilities, belong to high-altitude long-span space truss structure mounting method technical field.
Background technology
Along with produce development and the needs of people's lives, many large-scale Roof Latticed Truss Structure are widely used in the places such as industrial premises, agricultural greenhouse, farm product market and botanical garden, zoological park, playground, for the work of people and life provide important activity space.At present, the erection method of the Roof Latticed Truss Structure of large span mainly contains loose spelling, moulding bed Mobile Method.Loose spelling starts to assemble a bit of rack on the ground exactly, and after utilizing crane to lift to install, more aloft loose mail is installed, and advances step by step, terminates until install.And moulding bed Mobile Method is the shape according to rack roofing, the moulding bed of fabrication and installation in advance, moulding bed is placed on the below of large-size net rack structure, the assembling of rack is carried out in moulding bed upper end, one junior unit rack assembling, install after, moulding bed moves forward certain distance on ground, continues next unit and installs, until whole space truss structure installs.From construction method, these two kinds of methods all have higher requirement to place, method in bulk requires must not there be any facility in rack length areas, otherwise cannot carry out lifting and consolidation service, moulding bed Mobile Method need provide the installing space of moulding bed and the installation site of moulding bed moving track, therefore two kinds of methods all can impact the normal operation of constructions all in rack region or production facility, the shortcoming such as cause construction speed slow, long in time limit.For this reason, designing a kind of can be very necessary not affecting the mounting method that in rack region, construction or production facility normally run.
Summary of the invention
Technical problem to be solved by this invention is to provide a kind of assembling and mounting method of large-scale Roof Latticed Truss Structure, this assembling and mounting method can when not affecting that in installation region, all devices normally runs, and overcome other mounting method difficulty higher to site requirements and carry out splicing to high-altitude long-span Roof Latticed Truss Structure and install.
The technical scheme solved the problems of the technologies described above is:
The assembling of large-scale Roof Latticed Truss Structure and a mounting method, it takes following steps to carry out:
A. be the operating platform setting up steel structure frame in one end of the extra-regional space truss structure longitudinal axis of space truss structure covering, the outline of operating platform and the soffit of space truss structure match, and the width of operating platform is the width of a junior unit rack;
B. sliding rail is laid at the single footing end face installing space truss structure both sides along the length direction of space truss structure, lay sliding rail in the outside of operating platform relative to side, single footing, the sliding rail outside operating platform is connected with the sliding rail of single footing end face simultaneously;
C. adopt crane by the rack material lift of assembling space truss structure on operating platform, erection support on the sliding rail of operating platform, has piston shoes between bearing and sliding rail, on bearing, then adopt high altitude bulk form to assemble junior unit rack;
D. after having assembled a junior unit rack, utilize the sliding rail on operating platform by the junior unit rack that assembled along space truss structure y direction forward slippage on the sliding rail of single footing end face;
E. continue to assemble another junior unit rack on the operational platform, then slippage to the sliding rail of single footing end face is connected with previous junior unit rack;
F. moving integrally after a big unit rack accumulated by many junior unit racks carries out in place to rack installation site;
G. after a big unit Integral in-position, with multiple jack synchronization of jacking up bearing position, take the piston shoes below bearing and sliding rail away, then slowly synchronously to drop to each bearing fixing to predetermined support position for multiple jack;
H. above-mentioned flow process is repeated, until integral space truss structure erection is complete.
The assembling of above-mentioned large-scale Roof Latticed Truss Structure and mounting method, an elongated sliding rail is respectively set in the bottom of bearing and side, adopt two piston shoes synchronization-slidings, translational speed controls within 20cm/min, the asynchronous value at space truss structure two ends controls within 30 millimeters, therefore need on sliding rail graduate line, 25mm is a scale, a detection person is respectively arranged to carry out count off at space truss structure hitch position, the particular location of side supports in space truss structure slipping is reported mutually, to correct the hauling speed of both sides at any time with Walkie talkie.
The assembling of above-mentioned large-scale Roof Latticed Truss Structure and mounting method, hydraulic pushing mode is taked in the slippage of described space truss structure, hydraulic pressure creep machine is utilized to provide slippage power, multiple stage hydraulic pressure creep machine combines, multiple spot push-and-pull, the component of decentralized network shelf structure, the stressed of slippage beam, detected propulsive force and the speed of hydraulic pressure creep machine, control the coordinate synchronization between each hydraulic pressure creep machine in slipping by sensor.
The invention has the beneficial effects as follows:
The present invention arranges operating platform outside space truss structure overlay area, carries out the erection work of space truss structure on the operational platform, therefore can avoid because the installation of space truss structure is on the impact of construction installation and production facility; Sliding rail is adopted to carry out slippage assembling to the space truss structure assembled, slippage can be carried out to rack in place under the prerequisite keeping space truss structure resistance to overturning, be convenient to the continuous productive process forming identical rhythm, each continuous productive process process is independent of each other, and greatly reduces the requirement of loose mail hanging device; Hydraulic pressure creep machine is adopted to provide slippage power, steel work can not be made in slipping to shake because there being the extension of flexible steel twisted wire or vibration, detected propulsive force and the speed of hydraulic pressure creep machine by sensor by computer system in slipping, control the coordinate synchronization between each hydraulic pressure creep machine, propulsive force and fltting speed can be surveyed completely, controlled, when have unexpected overload or synchronous overproof time, system can adjust in time and send alarm signal, thus makes slipping more safe and reliable.
Assembling and the mounting method design science of large-scale Roof Latticed Truss Structure of the present invention are reasonable, implement simple and convenient, ensure that construction quality, improve speed of application, and various construction and activity in production in space truss structure overlay area can not be affected, there is significant economic benefit, have the value of popularity.
Accompanying drawing explanation
Fig. 1 is operating platform of the present invention and sliding rail mounting plane schematic diagram;
Fig. 2 is the lateral view of Fig. 1;
Fig. 3 is sliding rail scheme of installation; (please marking bearing 7, piston shoes 8 in the drawings)
Fig. 4 is the scheme of installation of hydraulic pressure creep machine.
In figure, mark is as follows: operating platform 1, sliding rail 2, space truss structure 3, A section space truss structure 4, B section space truss structure 5, C section space truss structure 6, bearing 7, piston shoes 8, hydraulic pressure creep machine 9, hydraulic jack 10, clamping device 11, thrustor 12.
Detailed description of the invention
The present invention takes following steps to carry out:
A. be the operating platform 1 setting up steel structure frame in one end of the extra-regional space truss structure longitudinal axis of space truss structure covering, the outline of operating platform 1 and the soffit of space truss structure 3 match, and the width of operating platform 1 is the width of a junior unit rack;
B. sliding rail 2 is laid at the single footing end face of the both sides of installing space truss structure 3 along the length direction of space truss structure, lay sliding rail 2 in the outside of operating platform 1, the sliding rail 2 outside operating platform 1 is connected with the sliding rail 2 of single footing end face simultaneously;
C. crane is adopted by the rack material lift of assembling space truss structure 3 on operating platform 1, erection support 7 on the sliding rail 2 of operating platform 1, there are piston shoes 8 between bearing 7 and sliding rail 2, on bearing 7, then adopt high altitude bulk form to assemble junior unit rack;
D. after having assembled a junior unit rack, utilize the sliding rail 2 on operating platform 1 by the junior unit rack that assembled along space truss structure 3 y direction forward slippage on the sliding rail 2 of single footing end face;
E. continue on operating platform 1, assemble another junior unit rack, then slippage to the sliding rail 2 of single footing end face is connected with previous junior unit rack;
F. moving integrally after a big unit rack accumulated by many junior unit racks carries out in place to rack installation site;
G. after a big unit Integral in-position, with multiple jack synchronization of jacking up bearing 7 position, take the piston shoes 8 below bearing 7 and sliding rail 2 away, then slowly synchronously to drop to each bearing 7 fixing to predetermined support position for multiple jack;
H. above-mentioned flow process is repeated, until integral space truss structure 3 erection is complete.
Show in figure, an elongated sliding rail 2 is respectively set in the bottom of bearing 7 and side, adopt two piston shoes 8 synchronization-slidings, translational speed controls within 20cm/min, the asynchronous value at space truss structure 3 two ends controls within 30 millimeters, therefore need on sliding rail 2 graduate line, 25mm is a scale, a detection person is respectively arranged to carry out count off at space truss structure hitch position, the particular location of side supports 7 in space truss structure 3 slipping is reported mutually, to correct the hauling speed of both sides at any time with Walkie talkie.
Show in figure, hydraulic pushing mode is taked in the slippage of space truss structure 3, hydraulic pressure creep machine 9 is utilized to provide slippage power, the hydraulic jack 10 of hydraulic pressure creep machine 9 to be contacted with space truss structure 3 by thrustor 12 and holds out against, the clamping device 11 of hydraulic pressure creep machine 9 is clamped on sliding rail 2, as the fulcrum of pushing tow.Multiple stage hydraulic pressure creep machine 9 combines, multiple spot push-and-pull, the component of decentralized network shelf structure 3, the stressed of slippage beam, is detected propulsive force and the speed of hydraulic pressure creep machine 9, control the coordinate synchronization between each hydraulic pressure creep machine 9 in slipping by sensor.Adopting hydraulic pressure creep machine 9 steel work can not be made because there being the extension of flexible steel twisted wire in slipping to shake or vibration, ensureing that each position synchronization-sliding is to guarantee the resistance to overturning of rack in slipping.One embodiment of the present of invention adopt TJG-1000KN type hydraulic pressure creep machine.
In slipping, sliding rail 3 takes the measures such as coating butter, reduces friction factor as far as possible.
One embodiment of the present of invention are as follows:
Project profile:
Certain enterprise's blending-field double-layer circular cylinder space grid structure factory building total length is 538.8m, and span is 104m, rise 39.4m, and weight reaches 5200 tons, and rod member quantity reaches 40,000, more than 9000, ball.
Space truss structure is divided into A, B, C tri-sections.Be 1-20 axle by axis lattice be A section, 21-42 axle is B section, and 43-62 axle is C section.A section total length is 173.5m, weight 1532t, partial slip, and skidding distance is 109 meters; B section total length is 191.18m, weight 1634t, whole slippage, and skidding distance is 292 meters; C section rack is all 173.5m with A section, weight 1532t, whole slippage, and skidding distance is 465 meters.
This rack adopts basket handle arch form of structure; Its mid-level net shell center of circle is: R74667, even 44 deciles, and both sides are even 11 deciles of R21445, and rack adopts and just puts quadrangular pyramid, and ball center's size comprises lower edge equalization and is divided into 4345, laterally divides equally by upper and lower chord length.
Space truss structure installation process:
The scheme adopting " accumulation slippage; segmentation is installed " installed by rack, first at laterally 104 meters, full hall scaffold is set up in the place of longitudinal 30 meters, scaffold provides working platform for installing, and before space truss structure is installed, adopts vapour to hang rack material lift on scaffolding platform, material is disperseed in time, then adopts high altitude bulk form to install.
The rack of C section 62 ~ 60 axle is first installed, the rack installation of the first block length 26.07 meters, slippage goes out working platform, carry out second piece of rack to install, then by first piece of slippage forward together with second piece, then the 3rd piece of rack is installed, and so analogizes accumulation slippage and completes C section space truss structure 6 and install, then by C section space truss structure 6 from 1 axle toward the overall slowly slippages of 62 direction of principal axis.
In order to the deflection of Controling network shelf structure, ensure the synchronism of slippage, an elongated sliding rail is respectively set in the bottom of bearing and side, adopt two piston shoes synchronization-slidings, translational speed controls within 20cm/min, the asynchronous value in two ends controls within 30 millimeters, therefore need on sliding rail graduate line, 25mm is a scale, a detection person is respectively arranged to carry out count off at net shell hitch position, the particular location of rack side supports in slipping is reported mutually, to correct the hauling speed of both sides at any time with Walkie talkie.
After C section space truss structure 6 integral slipping to 43 axle to 62 axle place is in place, bearing position keeps flat simultaneously and uses jack jacking, then takes piston shoes and sliding rail away, then slowly synchronously drops to each support position and fixes.After the slippage of C section space truss structure 6 goes out scaffolding platform, B section space truss structure 5 will begin in a minute assembled, and repeats above-mentioned flow process, till A section space truss structure 4 installs.
Technical requirements when rack is installed:
Overall rack is indulged lateral length after installing and is not more than L/2000, and is not more than 30mm, and bearing off-centring is not more than L/3000, and is not more than 30mm;
The adjacent bearing discrepancy in elevation is not more than 15mm, is the highlyest not more than 30mm with the minimum point bearing discrepancy in elevation;
Unloaded amount of deflection controls within L/800;
All the other technical requirementss are identical with the technical requirements that conventional rack is installed, and are prior art, repeat no more.
Space truss structure is forcing checking when slippage:
To space truss structure in each stage accumulation slippage process, least favorable situation when leaving support slippage by space truss structure, must check the maximum internal force of its rod member and maximum defluxion, assuming that have 30mm out of step conditions during rack slippage, (MST2006 space structures software for calculation checks) result of calculation is as follows:
The maximum internal force of each stage rack, maximum stress, maximum defluxion, maximum end reaction table
Rear slip phase assembled by S1: the first piece of rack;
Slip phase after S2: the second piece of rack installation;
Slip phase after S3: the three piece of rack installation;
Slip phase after S4: the four piece of rack installation;
Slip phase after the integral installation of S5:C section rack completes.
Checking computation results shows, does not all have overstressing rod member to occur in slipping, and rack local and bulk deformation all meet design requirement.
Slip device configures:
Rack accumulation segmental slipping, along with the increase of slippage rack Pin number, the jacking force of needs also increases step by step, so, first analyzing rack installing the end reaction under operating mode, drawing pedestal frictional force, according to the size reasonable configuration crawl device quantity of frictional force.
The maximum slippage weight of blending-field rack is about 1700 tons, and according to the experience of engineering in the past, it is 0.12 that slippage confficient of static friction gets the 0.2(coefficient of kinetic friction), maximal friction is f=0.2x1700=340 ton.
Blending-field rack is totally 2 sliding rails, 6 TJG-1000KN type hydraulic pressure creep machines arranged by each rack, 3, every bar track, the specified jacking force of every platform hydraulic pressure creep machine is 100t, then 6 available maximum slip thrusts ∑ F of crawl device are 600 tons, pushing reaction required when being greater than rack integral slipping, meets the requirement of slippage operating mode.
Claims (3)
1. the assembling of large-scale Roof Latticed Truss Structure and a mounting method, is characterized in that: it takes following steps to carry out:
A. be the operating platform (1) that steel structure frame is set up in one end of the extra-regional space truss structure longitudinal axis covered in space truss structure (3), the outline of operating platform (1) and the soffit of space truss structure (3) match, and the width of operating platform (1) is the width of a junior unit rack;
B. sliding rail (2) is laid at the single footing end face of the both sides of installing space truss structure (1) along the length direction of space truss structure (3), lay sliding rail (2) in the outside of operating platform (1), the sliding rail (2) in operating platform (1) outside is connected with the sliding rail (2) of single footing end face simultaneously;
C. crane is adopted will to assemble the rack material lift of space truss structure (3) on operating platform (1), the upper erection support (7) of sliding rail (2) in operating platform (1), there are piston shoes (8) between bearing (7) and sliding rail (2), then assemble junior unit rack in the upper high altitude bulk form that adopts of bearing (7);
D. after having assembled a junior unit rack, utilize the sliding rail (2) on operating platform (1) by the junior unit rack that assembled along space truss structure (3) y direction forward slippage on the sliding rail (2) of single footing end face;
E. continue at another junior unit rack of the upper assembling of operating platform (1), then slippage is above connected with previous junior unit rack to the sliding rail (2) of single footing end face;
F. moving integrally after a big unit rack accumulated by many junior unit racks carries out in place to rack installation site;
G. after a big unit Integral in-position, with multiple jack synchronization of jacking up bearing (7) position, take piston shoes (8) and the sliding rail (2) of bearing (7) below away, then slowly synchronously to drop to each bearing (7) fixing to predetermined support position for multiple jack;
H. above-mentioned flow process is repeated, until integral space truss structure (3) erection is complete.
2. the assembling of large-scale Roof Latticed Truss Structure according to claim 1 and mounting method, it is characterized in that: an elongated sliding rail (2) is respectively set in the bottom of bearing (7) and side, adopt two each and every one piston shoes (8) synchronization-slidings, translational speed controls within 20cm/min, the asynchronous value at space truss structure (3) two ends controls within 30 millimeters, therefore need at the upper graduate line of sliding rail (2), 25mm is a scale, a detection person is respectively arranged to carry out count off at space truss structure (3) hitch position, the particular location of side supports (7) in space truss structure (3) slipping is reported mutually with Walkie talkie, to correct the hauling speed of both sides at any time.
3. the assembling of large-scale Roof Latticed Truss Structure according to claim 2 and mounting method, it is characterized in that: hydraulic pushing mode is taked in the slippage of described space truss structure (3), hydraulic pressure creep machine (9) is utilized to provide slippage power, multiple stage hydraulic pressure creep machine (9) combines, multiple spot push-and-pull, the component of decentralized network shelf structure (3), the stressed of slippage beam, in slipping, detected propulsive force and the speed of hydraulic pressure creep machine (9) by sensor, control the coordinate synchronization between each hydraulic pressure creep machine (9).
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| Application Number | Priority Date | Filing Date | Title |
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| CN201410452986.6A CN104264999B (en) | 2014-09-09 | 2014-09-09 | A kind of assembling of large-scale Roof Latticed Truss Structure and installation method |
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| CN201410452986.6A CN104264999B (en) | 2014-09-09 | 2014-09-09 | A kind of assembling of large-scale Roof Latticed Truss Structure and installation method |
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Cited By (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104863362A (en) * | 2015-05-06 | 2015-08-26 | 浙江中南建设集团钢结构有限公司 | Construction process for arched cylindrical-shaped latticed shell provided with arched steel grid jig frame by adopting slippage installation |
| 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 |
| CN105569358A (en) * | 2015-12-15 | 2016-05-11 | 中国建筑第八工程局有限公司 | Construction method of special-shaped curved surface roof with large span and multiple curvatures |
| CN106545172A (en) * | 2016-11-10 | 2017-03-29 | 中冶建工集团有限公司 | A kind of installation method of high-altitude long-span steel truss |
| CN107503461A (en) * | 2017-08-22 | 2017-12-22 | 中国核工业华兴建设有限公司 | A kind of large span arc-shaped steel roofing to be opened/closed |
| CN107663916A (en) * | 2017-09-27 | 2018-02-06 | 中铁三局集团建筑安装工程有限公司 | A kind of network frame house cap accumulation slippage mounting structure and construction method |
| CN111734148A (en) * | 2020-06-03 | 2020-10-02 | 中国核工业华兴建设有限公司 | Alternate hoisting method in semi-hollow U-shaped long and narrow space |
| CN114960965A (en) * | 2022-06-22 | 2022-08-30 | 中冶赛迪工程技术股份有限公司 | Inclined plane support for sliding of reticulated shell and construction method for connection of inclined plane support |
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| CN108571075B (en) * | 2017-03-10 | 2019-12-03 | 五冶集团上海有限公司 | A kind of large-span shell assembling jig frame staged Platforms Construct Method of Super |
Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH10184014A (en) * | 1996-12-20 | 1998-07-14 | Taisei Corp | Construction method for arched beam roof |
| CN201411898Y (en) * | 2009-04-02 | 2010-02-24 | 湖南省第五工程有限公司 | Sliding scaffold for high-altitude installation of steel net network frame structure |
| CN101775907A (en) * | 2010-01-22 | 2010-07-14 | 北京首钢建设集团有限公司 | Space truss structure aerial pairing integral slide installation method |
| CN203222919U (en) * | 2013-04-17 | 2013-10-02 | 杭州汉驭网架有限公司 | Circular-arc-shaped coal storage steel shed of net rack structure |
-
2014
- 2014-09-09 CN CN201410452986.6A patent/CN104264999B/en not_active Expired - Fee Related
Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH10184014A (en) * | 1996-12-20 | 1998-07-14 | Taisei Corp | Construction method for arched beam roof |
| CN201411898Y (en) * | 2009-04-02 | 2010-02-24 | 湖南省第五工程有限公司 | Sliding scaffold for high-altitude installation of steel net network frame structure |
| CN101775907A (en) * | 2010-01-22 | 2010-07-14 | 北京首钢建设集团有限公司 | Space truss structure aerial pairing integral slide installation method |
| CN203222919U (en) * | 2013-04-17 | 2013-10-02 | 杭州汉驭网架有限公司 | Circular-arc-shaped coal storage steel shed of net rack structure |
Cited By (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104863362A (en) * | 2015-05-06 | 2015-08-26 | 浙江中南建设集团钢结构有限公司 | Construction process for arched cylindrical-shaped latticed shell provided with arched steel grid jig frame by adopting slippage installation |
| 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 |
| CN105569358A (en) * | 2015-12-15 | 2016-05-11 | 中国建筑第八工程局有限公司 | Construction method of special-shaped curved surface roof with large span and multiple curvatures |
| CN106545172A (en) * | 2016-11-10 | 2017-03-29 | 中冶建工集团有限公司 | A kind of installation method of high-altitude long-span steel truss |
| CN107503461A (en) * | 2017-08-22 | 2017-12-22 | 中国核工业华兴建设有限公司 | A kind of large span arc-shaped steel roofing to be opened/closed |
| CN107663916A (en) * | 2017-09-27 | 2018-02-06 | 中铁三局集团建筑安装工程有限公司 | A kind of network frame house cap accumulation slippage mounting structure and construction method |
| CN111734148A (en) * | 2020-06-03 | 2020-10-02 | 中国核工业华兴建设有限公司 | Alternate hoisting method in semi-hollow U-shaped long and narrow space |
| CN114960965A (en) * | 2022-06-22 | 2022-08-30 | 中冶赛迪工程技术股份有限公司 | Inclined plane support for sliding of reticulated shell and construction method for connection of inclined plane support |
| CN114960965B (en) * | 2022-06-22 | 2024-01-26 | 中冶赛迪工程技术股份有限公司 | Construction method for inclined plane support and inclined plane support connection for net shell sliding |
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| CN104264999B (en) | 2016-05-11 |
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