CN104947942B - Hypervelocity arch grid structure architecture computer controls the installation method extending out accumulation lifting - Google Patents

Hypervelocity arch grid structure architecture computer controls the installation method extending out accumulation lifting Download PDF

Info

Publication number
CN104947942B
CN104947942B CN201510227570.9A CN201510227570A CN104947942B CN 104947942 B CN104947942 B CN 104947942B CN 201510227570 A CN201510227570 A CN 201510227570A CN 104947942 B CN104947942 B CN 104947942B
Authority
CN
China
Prior art keywords
unit rack
lifting
unit
rack
lift
Prior art date
Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
Active
Application number
CN201510227570.9A
Other languages
Chinese (zh)
Other versions
CN104947942A (en
Inventor
周观根
黄勇
游桂模
孔军飞
谢董恩
朱超伟
朱辉
汪林
万敬新
Current Assignee (The listed assignees may be inaccurate. Google has not performed a legal analysis and makes no representation or warranty as to the accuracy of the list.)
Zhejiang Southeast Space Frame Co Ltd
Original Assignee
Zhejiang Southeast Space Frame Co Ltd
Priority date (The priority date is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the date listed.)
Filing date
Publication date
Application filed by Zhejiang Southeast Space Frame Co Ltd filed Critical Zhejiang Southeast Space Frame Co Ltd
Priority to CN201510227570.9A priority Critical patent/CN104947942B/en
Publication of CN104947942A publication Critical patent/CN104947942A/en
Application granted granted Critical
Publication of CN104947942B publication Critical patent/CN104947942B/en
Active legal-status Critical Current
Anticipated expiration legal-status Critical

Links

Abstract

The present invention relates to a kind of installation method, more particularly, to a kind of hypervelocity arch grid structure architecture computer controls to extend out accumulates the installation method being lifted, and belongs to field of steel structure.Carry out according to the following steps:Calculate the preparation → lifting mode → lifting field condition → unit rack interim rod member support → stage lifting → accessory before calculating the lifting of control → unit rack in analysis → construction before lathe turner to install.A kind of hypervelocity arch grid structure architecture computer controls the installation method compact conformation extending out accumulation lifting, industrialization assembly mode, and installation period is short, and flexible operation degree is high.

Description

Hypervelocity arch grid structure architecture computer controls the installation method extending out accumulation lifting
Technical field
The present invention relates to a kind of installation method, more particularly, to a kind of hypervelocity arch grid structure architecture computer control extends out tired The installation method of long-pending lifting, belongs to field of steel structure.
Background technology
With large span, the continuing to bring out of large area grid structure, the construction height of large area rack and span are continuous Increase, traditional construction method not only makes construction cost increase, construction period lengthens, and working security reduces.Therefore, seek Construction method safe and efficient, with low cost is one of emphasis of current large area large span grid Construction Study.
Hypervelocity arch grid structure structure is a kind of grid structure form based on welded spherical node, and it is suitable for space knot Structure span is big, light-duty, the column of reasonable stress or arched forms.This class formation is in airship shed, indoor coal storage yard, building building cement material Apply more in the buildings such as material reactor.
Certain airship shed project structure form domestic is curved surface rack, 140 meters of span, long 266 meters, 116 meters of peak absolute altitude. More than 64.237 meters of absolute altitudes of structure it is Arch Reticulated Shell, below for flat plate framed structure (flat plate framed structure tilts 8 °), all using square corner Wimble structure form.More than 24 meters of absolute altitudes of structure it is welded hollow spherical jointses, below for tubular joint.Overall structure is supported on bottom On concrete isolated footing, support suspension column is plug-in type.
Large span large area grid structure construction common method has at present:(1) balladeur train method, (2) structure accumulative sliding technique, (3) folding and expanding lift method, (4) encorbelment method.And be directed to roofing be arc reticulated shell, facade be tilt flat plate rack large span, Hypervelocity grid structure, above several arrangement and method for construction are no matter all have from construction cost, construction quality and construction safety each side It is short of, not all roses.
At present, hypervelocity arch grid structure structure design and construction are in China or even in the world all also in exploratory development rank Section, the case of current final acceptance of construction does not also have.Based on this situation, many R&D institutions, colleges and universities and unit in charge of construction are equal both at home and abroad Energetically carrying out model investigation, Theoretical Calculation.
Content of the invention
The present invention mainly solves the deficiencies in the prior art, and quick, construction cost is low, construction to provide one kind to install Quality is high, hypervelocity arch grid structure architecture computer that is lowering construction safety hidden danger controls the installation method extending out accumulation lifting.
The above-mentioned technical problem of the present invention is mainly addressed by following technical proposals:
A kind of hypervelocity arch grid structure architecture computer controls the installation method extending out accumulation lifting, enters according to the following steps OK:
(1), calculation before construction analysis:
Construction overall process is carried out calculate analysis it is ensured that structure itself and lift system in work progress using software for calculation Related mechanics and detailing requiments can be met it is ensured that work progress is safely controllable;
(2) calculate in, constructing and control:
Hydraulic pressure lift construction Synchronization Control has high demands, and adopts computer synchronous control system, and strengthen in work progress Monitoring in lifting process;
(3), the preparation before the lifting of unit rack:
1), project using hoisting frame and lift system complete lifted work, if the quantity of unit rack be n, hoisting frame and The lifting number of times of lift system is:n-1;
Hoisting frame is designed to resist the lattice column of horizontal thrust, and its bottom and concrete foundation pass through anchor bolts, top End is linked to be entirety using steel strand wires;
2), grid structure roof is arch, and facade is in 8 ° of heeling conditions, and before the lifting of unit rack, the level that need to arrange in advance should Power cable control structure level thrust;
For this before the 1st unit rack is lifted, in unit rack bottom is corresponding, between string ball node, horizontal prestressing force is set Drag-line;Before 2nd unit rack lifting, jump stay is also set, removes the drag-line of the 1st unit rack afterwards;3rd unit rack carries Before rising, jump stay is also set, removes the drag-line of the 2nd unit rack afterwards;Before 4th unit rack, the 5th unit rack lifting not Setting jump stay;Setting jump stay before 6th unit rack lifting, removes the drag-line of the 3rd unit rack afterwards;
Ultimately form at two two-layer totally 46 horizontal prestressed cables controlling grid structure horizontal thrust;
3), range site rack itself welded hollow spherical jointses setting lifting suspension centre, makes being subject to of lifting process unit rack Power state is as close with unit Space Truss Design stress as possible;
(4), lifting mode:
After the interim lifting of n unit rack puts in place, using piecemeal hanging method, assemble n+1 unit rack;
N+1 each solder sphere temporary support of unit rack orlop is supported, after hoisting frame unloading, suspension column spiral shell of back-outing Mother, at large caterpillar integral hoisting to next unit hoist point;
(5), lift field condition:
The period that live wind speed is less than or equal to 3 grades is selected to carry out the lifting of unit rack;
(6), the interim rod member of unit rack supports:
After every graduated increasing puts in place, unit rack is welded to connect by interim rod member with hoisting frame, the water that wind load produces Flat power is undertaken by hoisting frame and basis, and forms two road security perimeters in unit rack every side setting 6-8 road drag-line;
Between 45 ° -60 °, below ground pours the concrete block of 1m × 1m × 1m, coagulation to the pitch angle control on drag-line and ground Pre-buried frock in soil, forms earth anchor;According to pulling force size, calculate earth anchor resistance to plucking and whether horizontal force resistant meets requirement, otherwise exist Concrete block top surface places moveable counter weight;
(7), stage lifting:
1), grid structure seven unit racks are divided on facade, each unit rack by multigroup lift system with front The accumulation lifting of unit rack is in place;
2), the 1st unit rack is assembled integral on the landing stage of scaffold, in unit rack both sides setting multigroup lifting system System, by the 1st unit rack Synchronous lifting certain altitude;
3), adopt large caterpillar to lift blocking unit rack, complete the 2nd unit rack assembling;
4), the 1st, 2 unit rack unloading, and dropping place on temporary support;
5), remove the lift system of the 1st unit rack, and be transferred at the 2nd unit rack;
6), by the 1st, 2 unit racks together Synchronous lifting to certain altitude;
7), the rest may be inferred, completes the installation of follow-up element mesh frame;
(8) accessory is installed:
Will be synchronous in low latitude and unit rack to purlin, skylight Os Draconis, big fitting for door, more than 70.29m arched roof color steel Install, lifted together.
Effect and advantage
1st, working security is high
Grid structure maximum installation height is down to 20.5m (dividing elements maximum height) from 116m (span centre top), substantially On low latitude be down in work high above the ground complete, greatly improve working security;
Arched roof panel is installed in low latitude, greatly reduces the installation hidden danger of roofing construction.
Extend out lifting construction process to adopt general structural analyses and optimizing Design Software " MIDAS/GEN " (version number is 2014 editions) each important construction ring such as (wind resistance), lifting bracket reliability is consolidated for Structure Stage lifting, Structure Stage Section carries out construction simulation checking computations, can guarantee that the safe and reliable of work progress.
2nd, construction quality is guaranteed
Solder sphere grid structure carries out positioning on ground or scaffold operating platform, assembled, welding, rack assembly quality Construction requirement can be met to greatest extent;
Extend out the lifting of each unit rack piecemeal, docking during accumulation lifting construction, to installing grid structure precision Stage is checked and can be eliminated the construction error accumulation that continuously assembly causes.
3rd, construction cost is low
Grid structure ground or the landing stage of scaffold are assembled, and feeding machinery used is hung using 20t kart, rack piecemeal list Unit is lifted using 200t crawler crane, construction cost control is more had in terms of construction machinery with respect to other construction methods Profit;
Work high above the ground is converted into low latitude construction, in personnel, mechanical auxiliary material (as welding cable), installation process temporary support Etc. aspect all have different degrees of saving.
4th, construction period controllability is strong
This construction patent of invention operation process except domes top is using setting up scaffold in situ in addition to assembly, remainder Structure, all using piecemeal installation on ground, for the region that construction site is more plentiful, can carry out Multi-working-surface, connect to rack piecemeal Continuous assembly, forms cross construction with key links such as structure lifting, piecemeal liftings.Can be according to practice of construction progress situation from piecemeal This key link assembled is flexibly controlled by the input of personnel, machinery.
The present invention provides hypervelocity arch grid structure architecture computer to control the installation method extending out accumulation lifting, and structure is tight Gather, industrialization assembly mode, installation period is short, and flexible operation degree is high.
Brief description
Fig. 1 is the dividing elements cross section structure diagram of the present invention;
Fig. 2 is the mounting structure schematic diagram of the 1st unit rack in the present invention;
Fig. 3 is the mounting structure schematic diagram of the 2nd unit rack in the present invention;
Fig. 4 is the mounting structure schematic diagram of the 3rd unit rack in the present invention;
Fig. 5 is the mounting structure schematic diagram of the 4th unit rack in the present invention;
Fig. 6 is the mounting structure schematic diagram of the 5th unit rack in the present invention;
Fig. 7 is the mounting structure schematic diagram of the 6th unit rack in the present invention;
Fig. 8 is the mounting structure schematic diagram of the 7th unit rack in the present invention;
Fig. 9 is that in the present invention, unit rack lifts the cross section structure diagram that post-tensioning sets drag-line;
Figure 10 is the structural representation of interim rod member in the present invention;
Figure 11 is the structural representation of temporary support in the present invention.
Description of reference numerals:1st, the 1st unit rack;2nd, the 2nd unit rack;3rd, the 3rd unit rack;4th, the 4th unit rack; 5th, the 5th unit rack;6th, the 6th unit rack;8th, drag-line;9th, earth anchor;10th, temporary support;11st, interim rod member.
Specific embodiment
Below by embodiment, and combine accompanying drawing, technical scheme is described in further detail.
Embodiment 1:As shown in Figure 1, Figure 2, shown in Fig. 3, Fig. 4, Fig. 5, Fig. 6, Fig. 7, Fig. 8, Fig. 9, Figure 10 and Figure 11, hypervelocity Arch grid structure architecture computer controls the installation method extending out accumulation lifting, carries out according to the following steps:
(1), calculation before construction analysis:
Construction overall process is carried out calculate analysis it is ensured that structure itself and lift system in work progress using software for calculation Related mechanics and detailing requiments can be met it is ensured that work progress is safely controllable;
(2) calculate in, constructing and control:
Hydraulic pressure lift construction Synchronization Control has high demands, and adopts computer synchronous control system, and strengthen in work progress Monitoring in lifting process;
(3), the preparation before the lifting of unit rack:
1), project using hoisting frame and lift system complete lifted work, if the quantity of unit rack be n, hoisting frame and The lifting number of times of lift system is:n-1;
Hoisting frame is designed to resist the lattice column of horizontal thrust, and its bottom and concrete foundation pass through anchor bolts, top End is linked to be entirety using steel strand wires;
2), grid structure roof is arch, and facade is in 8 ° of heeling conditions, and before the lifting of unit rack, the level that need to arrange in advance should Power cable control structure level thrust;
For this before the 1st unit rack is lifted, in unit rack bottom is corresponding, between string ball node, horizontal prestressing force is set Drag-line;Before 2nd unit rack lifting, jump stay is also set, removes the drag-line of the 1st unit rack afterwards;3rd unit rack carries Before rising, jump stay is also set, removes the drag-line of the 2nd unit rack afterwards;Before 4th unit rack, the 5th unit rack lifting not Setting jump stay;Setting jump stay before 6th unit rack lifting, removes the drag-line of the 3rd unit rack afterwards;
Ultimately form at two two-layer totally 46 horizontal prestressed cables controlling grid structure horizontal thrust;
3), range site rack itself welded hollow spherical jointses setting lifting suspension centre, makes being subject to of lifting process unit rack Power state is as close with unit Space Truss Design stress as possible;
(4), lifting mode:
After the interim lifting of n unit rack puts in place, using piecemeal hanging method, assemble n+1 unit rack;
N+1 each solder sphere temporary support of unit rack orlop is supported, after hoisting frame unloading, suspension column spiral shell of back-outing Mother, at large caterpillar integral hoisting to next unit hoist point;
(5), lift field condition:
The period that live wind speed is less than or equal to 3 grades is selected to carry out the lifting of unit rack;
(6), the interim rod member of unit rack supports:
After every graduated increasing puts in place, unit rack is welded to connect by interim rod member with hoisting frame, the water that wind load produces Flat power is undertaken by hoisting frame and basis, and forms two road security perimeters in unit rack every side setting 6-8 road drag-line;
Between 45 ° -60 °, below ground pours the concrete block of 1m × 1m × 1m, coagulation to the pitch angle control on drag-line and ground Pre-buried frock in soil, forms earth anchor;According to pulling force size, calculate earth anchor resistance to plucking and whether horizontal force resistant meets requirement, otherwise exist Concrete block top surface places moveable counter weight;
(7), stage lifting:
1), grid structure seven unit racks are divided on facade, each unit rack by multigroup lift system with front The accumulation lifting of unit rack is in place;
2), the 1st unit rack is assembled integral on the landing stage of scaffold, in unit rack both sides setting multigroup lifting system System, by the 1st unit rack Synchronous lifting certain altitude;
3), adopt large caterpillar to lift blocking unit rack, complete the 2nd unit rack assembling;
4), the 1st, 2 unit rack unloading, and dropping place on temporary support;
5), remove the lift system of the 1st unit rack, and be transferred at the 2nd unit rack;
6), by the 1st, 2 unit racks together Synchronous lifting to certain altitude;
7), the rest may be inferred, completes the installation of follow-up element mesh frame;
(8) accessory is installed:
Will be synchronous in low latitude and unit rack to purlin, skylight Os Draconis, big fitting for door, more than 70.29m arched roof color steel Install, lifted together.

Claims (1)

1. a kind of hypervelocity arch grid structure architecture computer control the installation method extending out accumulation lifting it is characterised in that by with Lower step is carried out:(1), calculation before construction analysis:
Construction overall process is carried out calculate analysis it is ensured that grid structure itself and lift system in work progress using software for calculation Related mechanics and detailing requiments can be met it is ensured that work progress is safely controllable;
(2) calculate in, constructing and control:
Hydraulic pressure lift construction Synchronization Control has high demands, and adopts computer synchronous control system in work progress, and strengthens being lifted During monitoring;
(3), the preparation before the lifting of unit rack:
1), project completes to lift work using hoisting frame and lift system, if the quantity of unit rack is n, hoisting frame and lifting The lifting number of times of system is:n-1;Hoisting frame is designed to resist the lattice column of horizontal thrust, and its bottom is led to concrete foundation Cross anchor bolts, top is linked to be entirety using steel strand wires;
2), grid structure roof is arch, and facade is in 8 ° of heeling conditions, before the lifting of unit rack, need to arrange horizontal prestressing force and draw Rope controls grid structure horizontal thrust;For this before the 1st unit rack is lifted, string ball node in unit rack bottom is corresponding Between horizontal prestressed cable is set;Before 2nd unit rack lifting, horizontal prestressed cable is also set, removes the 1st element mesh afterwards The horizontal prestressed cable of frame;Before 3rd unit rack lifting, horizontal prestressed cable is also set, removes the 2nd unit rack afterwards Horizontal prestressed cable;It is not provided with horizontal prestressed cable before 4th unit rack, the 5th unit rack lifting;6th element mesh Before frame lifting, horizontal prestressed cable is set, removes the horizontal prestressed cable of the 3rd unit rack afterwards;Ultimately form at two Two-layer totally 46 horizontal prestressed cables controlling grid structure horizontal thrust;
3), range site rack itself welded hollow spherical jointses setting lifting suspension centre, makes the stress shape of lifting process unit rack State is as close with unit Space Truss Design stress as possible;
(4), lifting mode:After the interim lifting of n unit rack puts in place, using piecemeal hanging method, assemble n+1 element mesh Frame;N+1 each solder sphere temporary support of unit rack orlop is supported, after hoisting frame unloading, suspension column nut of back-outing, At large caterpillar integral hoisting to next unit hoist point;
(5), lift field condition:The period that live wind speed is less than or equal to 3 grades is selected to carry out the lifting of unit rack;
(6), the interim rod member of unit rack supports:After every graduated increasing puts in place, unit rack passes through interim rod member with hoisting frame It is welded to connect, the horizontal force that wind load produces is undertaken by hoisting frame and basis, and in unit rack every side setting 6-8 road drag-line shape Cheng Erdao security perimeter;Between 45 ° -60 °, below ground pours the coagulation of 1m × 1m × 1m to the pitch angle control on drag-line and ground Soil block, pre-buried frock in concrete block, form earth anchor;According to pulling force size, calculate earth anchor resistance to plucking and whether horizontal force resistant meets Require, otherwise place moveable counter weight in concrete block top surface;
(7), stage lifting:
1), grid structure seven unit racks are divided on facade, each unit rack is by multigroup lift system and front unit Rack accumulation lifting is in place;
2), the 1st unit rack is assembled integral on the landing stage of scaffold, arranges multigroup lift system in unit rack both sides, will 1st unit rack Synchronous lifting certain altitude;
3), adopt large caterpillar to lift blocking unit rack, complete the 2nd unit rack assembling;
4), the 1st, 2 unit rack unloading, and dropping place on temporary support;
5), remove the lift system of the 1st unit rack, and be transferred at the 2nd unit rack;
6), by the 1st, 2 unit racks together Synchronous lifting to certain altitude;
7), the rest may be inferred, completes the installation of follow-up element mesh frame;
(8) accessory is installed:By purlin, skylight Os Draconis, big fitting for door, more than 70.29m arched roof color steel in low latitude and list First rack is synchronously installed, and is lifted together.
CN201510227570.9A 2015-05-06 2015-05-06 Hypervelocity arch grid structure architecture computer controls the installation method extending out accumulation lifting Active CN104947942B (en)

Priority Applications (1)

Application Number Priority Date Filing Date Title
CN201510227570.9A CN104947942B (en) 2015-05-06 2015-05-06 Hypervelocity arch grid structure architecture computer controls the installation method extending out accumulation lifting

Applications Claiming Priority (1)

Application Number Priority Date Filing Date Title
CN201510227570.9A CN104947942B (en) 2015-05-06 2015-05-06 Hypervelocity arch grid structure architecture computer controls the installation method extending out accumulation lifting

Publications (2)

Publication Number Publication Date
CN104947942A CN104947942A (en) 2015-09-30
CN104947942B true CN104947942B (en) 2017-03-01

Family

ID=54162953

Family Applications (1)

Application Number Title Priority Date Filing Date
CN201510227570.9A Active CN104947942B (en) 2015-05-06 2015-05-06 Hypervelocity arch grid structure architecture computer controls the installation method extending out accumulation lifting

Country Status (1)

Country Link
CN (1) CN104947942B (en)

Families Citing this family (10)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN106703410A (en) * 2015-11-18 2017-05-24 上海宝冶集团有限公司 Bi-directional large column grid steel grid block suspension lifting construction method
CN106013447A (en) * 2016-06-27 2016-10-12 哈尔滨工业大学空间钢结构幕墙有限公司 CFST (concrete filled steel tube) arched space grid structure
CN106320524B (en) * 2016-08-21 2018-11-02 浙江东南网架股份有限公司 A kind of method for improving of the upside-down mounting accumulation of the vertical rack of superelevation height
CN106337501A (en) * 2016-08-26 2017-01-18 陕西建工机械施工集团有限公司 Inverted lifting installation method of arched reticulated shell
CN107130687A (en) * 2017-04-27 2017-09-05 上海二十冶建设有限公司 The quick mixed construction method of large area space grid structure
CN108104277A (en) * 2017-12-06 2018-06-01 浙江精工钢结构集团有限公司 A kind of free form surface spatial mesh structure piecemeal accumulates lifting construction method
CN109881897A (en) * 2019-03-13 2019-06-14 徐州中煤百甲重钢科技股份有限公司 A kind of starting unit construction method of unilateral arch camber
CN110374200A (en) * 2019-07-25 2019-10-25 中亿丰建设集团股份有限公司 Large span rigidity unevenly mixes rack high altitude bulk method
CN110847385B (en) * 2019-11-29 2021-06-15 中国二十冶集团有限公司 Anti-deformation method for integral jacking of grid structure
CN111042542A (en) * 2019-12-18 2020-04-21 中建科工集团有限公司 Cumulative lifting method for large-span unequal-height bidirectional curved surface net rack

Citations (6)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JPH07207760A (en) * 1994-01-10 1995-08-08 I C D Kenchiku Sekkei Jimusho:Kk Construction method of dome
JPH1162089A (en) * 1997-08-12 1999-03-05 Mitsubishi Heavy Ind Ltd Construction method for shell type dome roof
JP2001173098A (en) * 1999-12-15 2001-06-26 Takenaka Komuten Co Ltd Mobile frame trestle for constructing dome-like roof and construction method
CN101988308A (en) * 2010-09-30 2011-03-23 中国华西企业有限公司 Non-support installation method of long-span spatial bolt ball steel reticulated shell dome
CN102425326A (en) * 2011-09-14 2012-04-25 徐州中煤百甲重钢结构有限公司 Installation construction process of bolt net rack cylindrical shell storage bin
CN103866986A (en) * 2014-03-09 2014-06-18 山西四建集团有限公司 Installing method of large-span variable-cross-section screw bolt ball node reticulated shell

Patent Citations (6)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JPH07207760A (en) * 1994-01-10 1995-08-08 I C D Kenchiku Sekkei Jimusho:Kk Construction method of dome
JPH1162089A (en) * 1997-08-12 1999-03-05 Mitsubishi Heavy Ind Ltd Construction method for shell type dome roof
JP2001173098A (en) * 1999-12-15 2001-06-26 Takenaka Komuten Co Ltd Mobile frame trestle for constructing dome-like roof and construction method
CN101988308A (en) * 2010-09-30 2011-03-23 中国华西企业有限公司 Non-support installation method of long-span spatial bolt ball steel reticulated shell dome
CN102425326A (en) * 2011-09-14 2012-04-25 徐州中煤百甲重钢结构有限公司 Installation construction process of bolt net rack cylindrical shell storage bin
CN103866986A (en) * 2014-03-09 2014-06-18 山西四建集团有限公司 Installing method of large-span variable-cross-section screw bolt ball node reticulated shell

Also Published As

Publication number Publication date
CN104947942A (en) 2015-09-30

Similar Documents

Publication Publication Date Title
CN104947942B (en) Hypervelocity arch grid structure architecture computer controls the installation method extending out accumulation lifting
CN105484502A (en) Combination installation method for steel structure roofing purlins and support bars of industrial factory building
CN104831939B (en) Bolt sphere solder sphere mixed node Long-span Cantilever spatial mesh structure construction method
CN104929373B (en) Large span Square Steel Tubes Truss and its accumulation slippage construction method
CN103352576A (en) Externally expanding, assembling, converting and lifting method for medium/small span steel structure roof net rack
CN203296361U (en) Long-span steel structure cross assembling hoisting platform
CN104060836B (en) The lifting installation method of high curved surface rack
CN103883054B (en) A kind of rope bar girt strip composite floor system and construction method thereof
CN105625732B (en) Superelevation overhanging steel structure truss support free construction method
CN107575032A (en) A kind of bolt-ball net frame roofing installation method
CN110820950B (en) Integral synchronous jacking construction method for large-span combined type overweight eccentric slope angle steel structure
JPH09317183A (en) Construction method of building
CN104878928B (en) Method for integrally hoisting steel structure galleries across factory buildings in place by aid of multiple machines
CN110656723B (en) Rail support for sliding construction of cylindrical arch shell roof
CN205134533U (en) Complicated special -shaped steel mesh frame and steel skeleton construction and installation structure
CN104652853A (en) Quick lifting installation building structure
CN206692235U (en) A kind of steel structure dome lifts by crane erecting device
CN206562827U (en) A kind of modularization steel-frame structure for tower equipment
CN205575534U (en) Lattice formula groined type support body lifting means
CN100366856C (en) Sightseeing marking tower
CN106320524B (en) A kind of method for improving of the upside-down mounting accumulation of the vertical rack of superelevation height
CN108756437A (en) A kind of construction technology of high-altitude large size assembling shape steel member
CN205444935U (en) Special -shaped steel space frame construction and installation structure of complicated large -span department
CN107762160A (en) Large-span truss assembly method
CN103993744A (en) Raising system for large-area net frame and installing method thereof

Legal Events

Date Code Title Description
C06 Publication
PB01 Publication
C10 Entry into substantive examination
SE01 Entry into force of request for substantive examination
GR01 Patent grant
GR01 Patent grant