CN104947942A - Computer-controlled expansion accumulative lifting method for erecting super-high arch grid structure - Google Patents
Computer-controlled expansion accumulative lifting method for erecting super-high arch grid structure Download PDFInfo
- Publication number
- CN104947942A CN104947942A CN201510227570.9A CN201510227570A CN104947942A CN 104947942 A CN104947942 A CN 104947942A CN 201510227570 A CN201510227570 A CN 201510227570A CN 104947942 A CN104947942 A CN 104947942A
- Authority
- CN
- China
- Prior art keywords
- unit
- lifting
- rack
- hoisting
- construction
- 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.)
- Granted
Links
Abstract
The invention relates to a method of erection, in particular to a computer-controlled expansion accumulative lifting method for erecting a super-high arch grid structure, and belongs to the field of steel structures. The method includes the steps of pre-construction computational analysis, under-construction computational control, preparation before unit grid lifting, selection of a hoisting mode, selection of hoisting site conditions, supporting with temporary members of unit grids, staged hoisting, and installation of accessories. The method has the advantages that the structure is compact, the assembly mode is industrialized, the erection period is short, and operational flexibility is high.
Description
Technical field
The present invention relates to a kind of mounting method, particularly relate to the mounting method that a kind of hypervelocity arch grid structure architecture computer controls to extend out accumulation lifting, belong to field of steel structure.
Background technology
Along with large span, the continuing to bring out of large area space truss structure, construction height and the span of large area rack constantly increase, and traditional construction method not only makes that construction cost increases, construction period lengthens, and working security reduces.Therefore, seeking 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 space truss structure form based on welded spherical node, and it is suitable for, and space structures span is large, light-duty, the column of reasonable stress or arched forms.This class formation is applied more in the buildings such as airship shed, indoor coal storage yard, building building cement material reactor.
Certain airship shed project structure form domestic is curved surface rack, span 140 meters, long 266 meters, peak absolute altitude 116 meters.More than structure 64.237 meters of absolute altitudes be Arch Reticulated Shell, be below flat plate framed structure (flat plate framed structure tilts 8 °), all adopt square quadrangular pyramid form of structure.More than structure 24 meters of absolute altitudes being welded hollow spherical joints, is below tubular joint.Overall structure is supported on concrete single footing, bottom, and support suspension column is plug-in type.
Current large span large area space truss structure construction common method has: (1) balladeur train method, (2) structure accumulative sliding technique, (3) folding and expanding lift method, and (4) encorbelment method.And for roofing be arc net shell, facade is large span, the hypervelocity space truss structure of tilt flat plate rack, no matter above several constructure scheme is short of all to some extent from construction cost, construction quality and construction safety each side, not all roses.
At present, hypervelocity arch grid structure structure design and construction are in China and even be all also in the exploratory development stage in the world, and the case of current final acceptance of construction does not also have.Based on this situation, domestic and international many R&D institutions, colleges and universities and unit in charge of construction are all carrying out model investigation, theory calculate energetically.
Summary of the invention
The present invention mainly solves the deficiencies in the prior art, provides a kind of and installs fast, construction cost is low, construction quality is high, lowers the hypervelocity arch grid structure architecture computer of construction safety hidden danger and control to extend out the mounting method that accumulation promotes.
Above-mentioned technical problem of the present invention is mainly solved by following technical proposals:
Hypervelocity arch grid structure architecture computer controls the mounting method extending out accumulation lifting, carries out according to the following steps:
(1), computational analysis before lathe turner:
Utilize software for calculation to carry out computational analysis to construction overall process, guarantee that in work progress, structure itself and Hoisting System can meet relevant mechanics and detailing requiments, guarantee that work progress safety is controlled;
(2), control is calculated in construction:
Hydraulic pressure lift construction Synchronization Control requires high, adopts computer synchronous control system, and strengthen the monitoring in lifting process in work progress;
(3) preparation, before the lifting of unit rack:
1, project adopts hoisting frame and Hoisting System to complete lifting work, if the quantity of unit rack is n, the lifting number of times of hoisting frame and Hoisting System is: n-1;
Hoisting frame is designed to the lattice column can resisting horizontal thrust, and its bottom and concrete foundation are by anchor bolts, and top adopts steel strand to be linked to be entirety;
2, construction roof is arch, and facade rack is 8 ° of heeling conditions, and unit rack need arrange cable control structure level thrust before promoting;
For this reason before the 1st unit lifting, in rack bottom correspondence, between string ball node, horizontal prestressed cable is set; Before 2nd unit lifting, also jump stay is set, removes the drag-line of Unit the 1st afterwards; Before 3rd unit lifting, also jump stay is set, removes the drag-line of Unit the 2nd afterwards; Before Unit the 4th, the 5th unit lifting, jump stay is not set; Before 6th unit lifting, jump stay is set, removes the drag-line of Unit the 3rd afterwards;
Two-layer totally 46 jump stays in final formation two place carry out control structure horizontal thrust;
3, range site space truss structure self welded hollow spherical joints arranges lifting suspension centre, makes the stress of lifting process element mesh shelf structure close with structure design stress as far as possible;
(4), lifting mode:
N unit rack stage adopts piecemeal hanging method after promoting and putting in place, assembling n+1 unit rack;
The each solder sphere temporary support of n+1 unit rack orlop supports, and after hoisting frame unloading, suspension column nut of back-outing, adopts large caterpillar integral hoisting to promote to next unit and point out;
(5), field condition is lifted:
The period selecting on-the-spot wind speed to be less than or equal to 3 grades carries out the lifting of element mesh shelf structure;
(6), the interim rod member of unit rack supports:
After every graduated increasing puts in place, element mesh shelf structure and hoisting frame are welded to connect by interim rod member, and the horizontal force that wind load produces is born by hoisting frame and basis, and arranges 6-8 road drag-line in the every side of structure and form two road security perimeters;
The pitch angle control on drag-line and ground is between 45 °-60 °, and below ground builds the concrete block of 1m × 1m × 1m, pre-buried frock in concrete, forms earth anchor; According to pulling force size, whether calculating earth anchor resistance to plucking and horizontal force resistant meet the demands, otherwise place moveable counter weight at concrete block end face;
(7), stage lifting:
1, structure is divided into seven unit racks on facade, each unit unit truss by many group Hoisting System and front unit rack accumulate promote in place;
2,1 unit rack is assembled into entirety on scaffolding platform, arranges organize Hoisting System more in net shell unit both sides, by 1 element mesh shell Synchronous lifting certain altitude;
3, adopt large caterpillar lifting blocking unit rack, complete 2 unit rack assemblings;
4,1,2 unit racks unloading, and on temporary support dropping place;
5, remove the Hoisting System of 1 unit rack, and be transferred to 2 unit rack places;
6, by 1,2 unit racks together Synchronous lifting to certain altitude;
7, the rest may be inferred, completes the installation of subsequent cell rack;
(8) accessory is installed:
Purlin, skylight keel, large fitting for door, more than 70.29m arched roof color steel are synchronously installed at low latitude and element mesh shelf structure, promotes together.
Effect and advantage
1, working security is high
Space truss structure maximum installation height is down to 20.5m (dividing elements maximum height) from 116m (span centre top), substantially low latitude is down in work high above the ground and completes, greatly improve working security;
Arched roof panel is installed in low latitude, greatly reduces the installation hidden danger of roofing construction.
Extend out that lifting construction process adopts that general structural analysis and optimizing Design Software " MIDAS/GEN " (version number is 2014 editions) promote for Structure Stage, firm each the important construction link such as (wind resistance), lifting bracket reliability of Structure Stage carries out construction simulation checking computations, the safe, reliable of work progress can be ensured.
2, construction quality is guaranteed
Solder sphere space truss structure positions on ground or scaffold operating platform, assembled, welding, and the assembled quality of rack can meet construction requirement to greatest extent;
Extend out each unit rack piecemeal lifting, docking in accumulation lifting construction process, the stage of installing space truss structure precision is checked and can eliminate continuously the assembled construction error accumulation caused.
3, construction cost is low
Space truss structure ground or scaffolding platform assembled, material loading used machinery adopts 20t kart to hang, and rack blocking unit adopts 200t crawler crane to lift, relative to other construction methods in construction machinery to construction cost control advantageously;
Work high above the ground is converted into low latitude construction, in personnel, mechanical auxiliary material (as welding cable), installation process temporary support etc., all has saving in various degree.
4, controllability is strong the construction period
This construction patent of invention operation process except domes top adopt set up scaffold original position assembled except, remainder structure all adopts piecemeal installation on ground, for the region that construction plant is comparatively plentiful, Multi-working-surface, assembled continuously can be carried out to rack piecemeal, promote with structure, the key link such as piecemeal lifting forms cross construction.Can be controlled flexibly by personnel, mechanical input from piecemeal this key link assembled according to practice of construction progress situation.
The invention provides the mounting method that hypervelocity arch grid structure architecture computer controls to extend out accumulation lifting, compact conformation, industrialization assembly mode, installation period is short, and flexible operation degree is high.
Accompanying drawing explanation
Fig. 1 is dividing elements sectional structure schematic 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 promotes the sectional structure schematic diagram that post-tensioning establishes 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: 1, the 1st unit rack; 2, the 2nd unit rack; 3, the 3rd unit rack; 4, the 4th unit rack; 5, the 5th unit rack; 6, the 6th unit rack; 7, the 7th unit rack; 8, drag-line; 9, earth anchor; 10, temporary support; 11, interim rod member.
Detailed description of the invention
Below by embodiment, and by reference to the accompanying drawings, technical scheme of the present invention 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 to extend out the mounting method that accumulation promotes, and carries out according to the following steps:
(1), computational analysis before lathe turner:
Utilize software for calculation to carry out computational analysis to construction overall process, guarantee that in work progress, structure itself and Hoisting System can meet relevant mechanics and detailing requiments, guarantee that work progress safety is controlled;
(4), control is calculated in construction:
Hydraulic pressure lift construction Synchronization Control requires high, adopts computer synchronous control system, and strengthen the monitoring in lifting process in work progress;
(5) preparation, before the lifting of unit rack:
1, project adopts hoisting frame and Hoisting System to complete lifting work, if the quantity of unit rack is n, the lifting number of times of hoisting frame and Hoisting System is: n-1;
Hoisting frame is designed to the lattice column can resisting horizontal thrust, and its bottom and concrete foundation are by anchor bolts, and top adopts steel strand to be linked to be entirety;
3, construction roof is arch, and facade rack is 8 ° of heeling conditions, and unit rack need arrange cable control structure level thrust before promoting;
For this reason before the 1st unit lifting, in rack bottom correspondence, between string ball node, horizontal prestressed cable is set; Before 2nd unit lifting, also jump stay is set, removes the drag-line of Unit the 1st afterwards; Before 3rd unit lifting, also jump stay is set, removes the drag-line of Unit the 2nd afterwards; Before Unit the 4th, the 5th unit lifting, jump stay is not set; Before 6th unit lifting, jump stay is set, removes the drag-line of Unit the 3rd afterwards;
Two-layer totally 46 jump stays in final formation two place carry out control structure horizontal thrust;
3, range site space truss structure self welded hollow spherical joints arranges lifting suspension centre, makes the stress of lifting process element mesh shelf structure close with structure design stress as far as possible;
(4), lifting mode:
N unit rack stage adopts piecemeal hanging method after promoting and putting in place, assembling n+1 unit rack;
The each solder sphere temporary support of n+1 unit rack orlop supports, and after hoisting frame unloading, suspension column nut of back-outing, adopts large caterpillar integral hoisting to promote to next unit and point out;
(6), field condition is lifted:
The period selecting on-the-spot wind speed to be less than or equal to 3 grades carries out the lifting of element mesh shelf structure;
(7), the interim rod member of unit rack supports:
After every graduated increasing puts in place, element mesh shelf structure and hoisting frame are welded to connect by interim rod member, and the horizontal force that wind load produces is born by hoisting frame and basis, and arranges 6-8 road drag-line in the every side of structure and form two road security perimeters;
The pitch angle control on drag-line and ground is between 45 °-60 °, and below ground builds the concrete block of 1m × 1m × 1m, pre-buried frock in concrete, forms earth anchor; According to pulling force size, whether calculating earth anchor resistance to plucking and horizontal force resistant meet the demands, otherwise place moveable counter weight at concrete block end face;
(8), stage lifting:
1, structure is divided into seven unit racks on facade, each unit unit truss by many group Hoisting System and front unit rack accumulate promote in place;
2,1 unit rack is assembled into entirety on scaffolding platform, arranges organize Hoisting System more in net shell unit both sides, by 1 element mesh shell Synchronous lifting certain altitude;
3, adopt large caterpillar lifting blocking unit rack, complete 2 unit rack assemblings;
4,1,2 unit racks unloading, and on temporary support dropping place;
5, remove the Hoisting System of 1 unit rack, and be transferred to 2 unit rack places;
6, by 1,2 unit racks together Synchronous lifting to certain altitude;
7, the rest may be inferred, completes the installation of subsequent cell rack;
(8) accessory is installed:
Purlin, skylight keel, large fitting for door, more than 70.29m arched roof color steel are synchronously installed at low latitude and element mesh shelf structure, promotes together.
Claims (1)
1. hypervelocity arch grid structure architecture computer controls the mounting method extending out accumulation lifting, it is characterized in that carrying out according to the following steps:
(1), computational analysis before lathe turner:
Utilize software for calculation to carry out computational analysis to construction overall process, guarantee that in work progress, structure itself and Hoisting System can meet relevant mechanics and detailing requiments, guarantee that work progress safety is controlled;
(2), control is calculated in construction:
Hydraulic pressure lift construction Synchronization Control requires high, adopts computer synchronous control system, and strengthen the monitoring in lifting process in work progress;
(3) preparation, before the lifting of unit rack:
1), project adopts hoisting frame and Hoisting System to complete lifting work, if the quantity of unit rack is n, the lifting number of times of hoisting frame and Hoisting System is: n-1;
Hoisting frame is designed to the lattice column can resisting horizontal thrust, and its bottom and concrete foundation are by anchor bolts, and top adopts steel strand to be linked to be entirety;
2), construction roof is arch, and facade rack is 8 ° of heeling conditions, and unit rack need arrange cable control structure level thrust before promoting;
For this reason before the 1st unit lifting, in rack bottom correspondence, between string ball node, horizontal prestressed cable is set; Before 2nd unit lifting, also jump stay is set, removes the drag-line of Unit the 1st afterwards; Before 3rd unit lifting, also jump stay is set, removes the drag-line of Unit the 2nd afterwards; Before Unit the 4th, the 5th unit lifting, jump stay is not set; Before 6th unit lifting, jump stay is set, removes the drag-line of Unit the 3rd afterwards;
Two-layer totally 46 jump stays in final formation two place carry out control structure horizontal thrust;
3), self welded hollow spherical joints of range site space truss structure arranges lifting suspension centre, makes the stress of lifting process element mesh shelf structure close with structure design stress as far as possible;
(4), lifting mode:
N unit rack stage adopts piecemeal hanging method after promoting and putting in place, assembling n+1 unit rack;
The each solder sphere temporary support of n+1 unit rack orlop supports, and after hoisting frame unloading, suspension column nut of back-outing, adopts large caterpillar integral hoisting to promote to next unit and point out;
(5), field condition is lifted:
The period selecting on-the-spot wind speed to be less than or equal to 3 grades carries out the lifting of element mesh shelf structure;
(6), the interim rod member of unit rack supports:
After every graduated increasing puts in place, element mesh shelf structure and hoisting frame are welded to connect by interim rod member, and the horizontal force that wind load produces is born by hoisting frame and basis, and arranges 6-8 road drag-line in the every side of structure and form two road security perimeters;
The pitch angle control on drag-line and ground is between 45 °-60 °, and below ground builds the concrete block of 1m × 1m × 1m, pre-buried frock in concrete, forms earth anchor; According to pulling force size, whether calculating earth anchor resistance to plucking and horizontal force resistant meet the demands, otherwise place moveable counter weight at concrete block end face;
(7), stage lifting:
1), structure is divided into seven unit racks on facade, each unit unit truss by many group Hoisting System and front unit rack accumulate promote in place;
2), 1 unit rack is assembled into entirety on scaffolding platform, arranges and organizes Hoisting System more, by 1 element mesh shell Synchronous lifting certain altitude in net shell unit both sides;
3), adopt large caterpillar lifting blocking unit rack, complete 2 unit rack assemblings;
4), 1,2 unit racks unloading, and on temporary support dropping place;
5), remove the Hoisting System of 1 unit rack, and be transferred to 2 unit rack places;
6), by 1,2 unit racks together Synchronous lifting to certain altitude;
7), the rest may be inferred, completes the installation of subsequent cell rack;
(8) accessory is installed:
Purlin, skylight keel, large fitting for door, more than 70.29m arched roof color steel are synchronously installed at low latitude and element mesh shelf structure, promotes together.
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 true CN104947942A (en) | 2015-09-30 |
| CN104947942B 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) |
Cited By (13)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| 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 |
| CN106320524A (en) * | 2016-08-21 | 2017-01-11 | 浙江东南网架股份有限公司 | Lifting method for inverse accumulation of ultrahigh-altitude vertical grids |
| 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 |
| 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 |
| 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 |
| CN110847385A (en) * | 2019-11-29 | 2020-02-28 | 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 |
| CN111364622A (en) * | 2020-04-08 | 2020-07-03 | 五冶集团上海有限公司 | Construction method of long-span arched net rack strip-shaped building |
| CN112359975A (en) * | 2020-11-05 | 2021-02-12 | 中国十九冶集团有限公司 | Installation method for preventing latticed shell from laterally moving |
| CN112982683A (en) * | 2021-05-20 | 2021-06-18 | 中铁建工集团有限公司 | Roof steel structure construction method and system |
Citations (6)
| 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 |
-
2015
- 2015-05-06 CN CN201510227570.9A patent/CN104947942B/en active Active
Patent Citations (6)
| 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 |
Cited By (17)
| 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 |
| CN106320524A (en) * | 2016-08-21 | 2017-01-11 | 浙江东南网架股份有限公司 | Lifting method for inverse accumulation of ultrahigh-altitude vertical grids |
| 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 |
| CN110847385A (en) * | 2019-11-29 | 2020-02-28 | 中国二十冶集团有限公司 | Anti-deformation method for integral jacking of grid structure |
| 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 |
| WO2021120335A1 (en) * | 2019-12-18 | 2021-06-24 | 中建科工集团有限公司 | Cumulative lifting method for large-span unequal-height bidirectional curved surface grid |
| CN111364622A (en) * | 2020-04-08 | 2020-07-03 | 五冶集团上海有限公司 | Construction method of long-span arched net rack strip-shaped building |
| CN112359975A (en) * | 2020-11-05 | 2021-02-12 | 中国十九冶集团有限公司 | Installation method for preventing latticed shell from laterally moving |
| CN112359975B (en) * | 2020-11-05 | 2022-04-15 | 中国十九冶集团有限公司 | Installation method for preventing latticed shell from laterally moving |
| CN112982683A (en) * | 2021-05-20 | 2021-06-18 | 中铁建工集团有限公司 | Roof steel structure construction method and system |
| CN112982683B (en) * | 2021-05-20 | 2021-08-17 | 中铁建工集团有限公司 | Roof steel structure construction method and system |
Also Published As
| Publication number | Publication date |
|---|---|
| CN104947942B (en) | 2017-03-01 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN104947942A (en) | Computer-controlled expansion accumulative lifting method for erecting super-high arch grid structure | |
| CN102345393B (en) | High-altitude bulk process of bolt ball net frame | |
| CN111395624A (en) | Construction method of single-layer latticed shell structure | |
| CN101200916A (en) | Construction method of prestressed suspension type building structure | |
| CN103352428A (en) | Suspension bridge cable bent tower beam non-support construction method | |
| CN104831939A (en) | Bolt ball welding ball mixed node large span cantilever grid structure construction method | |
| CN113123469A (en) | Method for constructing complex curved surface modeling roof grid structure | |
| CN105484502A (en) | Combination installation method for steel structure roofing purlins and support bars of industrial factory building | |
| CN110792265B (en) | Integral synchronous jacking equipment for large-span combined type overweight eccentric slope angle steel structure | |
| CN105442853A (en) | Long-span deformed steel truss and floor steel structure installation and construction method | |
| WO2021120335A1 (en) | Cumulative lifting method for large-span unequal-height bidirectional curved surface grid | |
| CN110820950A (en) | Integral synchronous jacking construction method for large-span combined type overweight eccentric slope angle steel structure | |
| CN111395623A (en) | Steel arch-shaped roof structure of nuclear power station and assembling construction method thereof | |
| CN111997191B (en) | Method for installing special-shaped steel structure and method for installing steel net frame structure | |
| CN102828616B (en) | High-formwork support system for roof | |
| CN114837483B (en) | High-low span portal steel frame building structure and construction process thereof | |
| CN210660133U (en) | Prefabricated assembly type space grid structure for tunnel support | |
| CN104060836A (en) | Lifting and installation method of high curved-surface net racks | |
| CN110656723B (en) | Rail support for sliding construction of cylindrical arch shell roof | |
| CN103993744A (en) | Raising system for large-area net frame and installing method thereof | |
| CN114525877B (en) | Stadium combined roof based on large cantilever inclined triangular truss and construction method | |
| CN106193284A (en) | Large span space falls installation method and the mounting structure of the continuous steel truss of level | |
| CN203729211U (en) | Suspension type curved bridge panel cast-in-situ formwork | |
| CN113756504B (en) | Construction method of right-angle aluminum alloy latticed shell with external corners | |
| CN104831928A (en) | Construction method for high-altitude large-span concrete connected structure formwork supporting steel platform |
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 |