CN103510736A - Method for lifting whole steel structure to top of concrete cabin through slip form and low-altitude modular assembly - Google Patents
Method for lifting whole steel structure to top of concrete cabin through slip form and low-altitude modular assembly Download PDFInfo
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- CN103510736A CN103510736A CN201310502978.3A CN201310502978A CN103510736A CN 103510736 A CN103510736 A CN 103510736A CN 201310502978 A CN201310502978 A CN 201310502978A CN 103510736 A CN103510736 A CN 103510736A
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Abstract
The invention discloses a method for lifting whole steel structure to the top of a concrete cabin through a slip form and low-altitude modular assembly. The method comprises the steps of assembling oblique beam units, assembling steel ring beams, assembling a slip form device, erecting a support ring beam scaffold platform, hoisting the steel ring beams, mounting the oblique steel beams, mounting a structure on a cabin top ring beam, hoisting the slip form system, and the like. As module units are assembled on the ground at the same time, the construction working area is increased, the assembling period is shortened, and the constriction duration is effectively shortened. Temperature and wind load influences when the unassembled large steel structure is assembled and measured at high altitude are reduced, the assembling precision is improved, and the engineering quality is ensured. As a great quantity of scaffolds are reduced duo to low-altitude assembling, and only a small quantity of simple scaffolds are needed to be erected, the mounting requirements can be met; meanwhile difficulty in high-altitude working, assembling and hoisting are reduced, and the security risk is effectively lowered.
Description
Technical field
The present invention relates to the whole sliding formwork method for improving of steel work low latitude, a kind of concrete silo top modularization assembling.
Background technology
In industrial construction, storage vault is the above large diameter monomer concrete silo structure of 50m, storehouse is large-scale steel structure at most, its construction technology difficult point has: weight is large, mounting process is complicated, amount of high-altitude operation is large and construction is greatly dangerous, long in time limit, potential safety hazard is large and be difficult to meet modern construction of cement project requirement.
Summary of the invention
The object of the present invention is to provide a kind of easy construction effectively to shorten the construction period, reduced the whole sliding formwork method for improving of steel work low latitude, concrete silo top modularization assembling of security risk.
Technical solution of the present invention is:
The whole sliding formwork method for improving of steel work low latitude, top modularization assembling, is characterized in that: comprise the following steps:
(1) assembling cant beam unit
(1) installation of junction plate and purlin gripper shoe: steel I-beam is welded to connect plate according to drawing requirement, arranges respectively in steel I-beam two coxostermum same positions, and i iron is divided into 3 equal portions; Purlin gripper shoe is uprightly welded on i iron upper flange, and every gripper shoe middle and lower part arranges triangular shape and supports; Purlin gripper shoe on average arranges by drawing;
(2) welding of diagonal brace steel pipe and purlin
On beam according to the pitch arrangement junction plate of drawing, horizontal steel tube between junction plate supports and carries out spot welding, interface adopts plug-in type steel plate banjo fixing butt jointing, after horizontal steel tube supporting welding completes, tiltedly steel pipe support carries out spot welding, after steel pipe support has all been constructed, before welding unit cant beam part purlin, purlin gripper shoe is carried out to levelling and examination, purlin between welding H-bar beam and purlin gripper shoe, at cant beam whole unit, fix, after checking and accepting and checking with layout design, adopt CO2 protection weldering docking port position to carry out large-area welding; Other unit cant beams are assembly welding on horizontal assembly platform moulding bed;
(2) assembling steel perimeter beam
The steel perimeter beam of diameter 12m is divided into 3 parts and makes, in manufacturing process, radian is finely tuned, after meeting the demands, winch to respectively ring beam assembly platform and carry out assembly welding; During assembling, need emit center of circle central point according to drawing requirement, ring beam is tried to assembling according to the position of central point, confirm that errorless rear spot welding connects; At the welding center of circle, ring beam center plate, with angle steel, support with ring beam and fix, the center of circle is set, so that the location in the center of circle after lifting; 3 parts of Curved beams are welded into the steel perimeter beam of integral diameter 12m, steel perimeter beam is inner with 16 angle steel, each 8 of upper surface and soffits, and dislocation etc. minute arrange, and are welded and fixed respectively with ring beam, prevent ring beam stress deformation in hoisting process;
(3) sliding form apparatus assembling
By working load, calculate, determine specification and the quantity of cant beam bearing place jack, support bar, radiation pull bar and hoisting frame; At the hoisting frame place of cant beam bearing both sides, increase a jack, cramp bar adopts 5 steel pipes of φ 48 * 3., adopts channel-section steel and encloses purlin welding, in order to fixedly sliding form apparatus and climbing shuttering; On sliding mould lifting frame, weld subsequently oblique girder steel bearing, bearing pushes up to distance≤concrete ring beam height on slip-form template top; With I 28 i iron two ends and hoisting frame, be welded and fixed, on I 28 i iron, weld two I 20 i iron, tiltedly additional 20mm steel plate and I 20 i iron firm welding under girder steel base;
(4) supporting ring beam scaffolding platform sets up
Before setting up bracing frame, Xian ground emits the center of circle basis of reference point that bracing frame is set up the position line and ring beam installation site, to guarantee the accurate of ring beam Support Position; In the middle of silos, be under platform, set up the Combined shelf body of setting up full hall support body in double of octagon, steel perimeter beam is located on double the little cross bar of top layer, and double is main stress part, middle full hall support body works as operating platform and double inner support double the effect of reinforcing; Bridging is completely taken in double support body outside; Double the little cross bar spacing of top layer is not more than 300mm, and is evenly arranged, and the little cross bar host node of top layer place separately adds an anti-skid fastener; Support and operation scaffold building is complete and after passed examination, at support body center, center of circle fixing steel plate is set, the center of circle determine errorless after, can utilize this centre point in ring beam installation site, to emit location camber line with 10m invar tape, put well and examine a location-plate of errorless ring beam localization camber line outside weldering, prevent from lifting and when ring beam puts in place, skid off reference line;
(5) lifting of steel perimeter beam
(1) steel perimeter beam is installed at first, and then oblique girder steel and other girder are installed, and guarantees the stability of supporting frame;
(2) steel perimeter beam lifting: before carrying out steel perimeter beam formula lifting in place, first try to hang; Apart from supporting frame 300mm place, with cucurbit and crow bar, coordinate, adjust location; When steel perimeter beam winches to center, storehouse, its axis and absolute altitude are proofreaied and correct repeatedly, guarantee that the Yu Ku center, center of ring beam can overlap completely, whole ring beam is on same horizontal plane;
(6) oblique steel girder erection
Tiltedly before steel beam lifting, the orientation axis of building, basic axis are checked and proofreaied and correct, wherein orientation axis adopts total powerstation and laser plummet apparatus repetition measurement; All cant beams all lift to guarantee the resistance to overturning of support scaffolding and steel platform by l80 ° of symmetry, mutually vertical between four cant beam adjacent beams of first installing, sling length is controlled by the installation gradient of oblique girder steel, when cant beam is lifted to design attitude, first make low one temporary fixed with sliding form apparatus, then slowly off the hook; After the whole rigging outs of cant beam unit piece, while making according to unit piece, the assembly welding of bearing diagonal and purlin order has been welded bearing diagonal and purlin between two unit pieces; Before installing, to purlin, supporting detects and flattens, and purlin is checked to its planeness by root, between the purlin of installation within the scope of be controlled at ± 5 ㎜ of the discrepancy in elevation;
(7) installation of the upper structure of Cang Dinghuanliang
The surface marking steel plate of the upper structure of Cang Dinghuanliang carries out cutting by steel perimeter beam size, and according to the location of structure and erection sequence, at horizontal assembly platform moulding bed, by after checkered steel plate assembling splicing, integral body winches on ring beam, by axial location, is welded and fixed; After fixing, press drawing unwrapping wire positioning vertical column position on checkered steel plate; The steel column of structure, girder steel at installation on ground, welded after, lift, in lifting, establish cable wind rope tension, to avoid that support shelves is produced to excessive horizontal thrust; Observation levelling column in transit two sides for steel column is installed, and is welded column pin;
(8) sliding mode system promotes
After just sliding, placement layer by layer, layering is sliding; Normal when sliding, in twice time interval between sliding, with concrete strength, reach 0.2～0.4Mpa or penetration resistance 0.3.～1.05KN/cm
2time determine; Building of each LIFT is highly 200mm; The principle that layering is handed over circle, changed direction is followed in concreting, and layering hands over circle by every 20cm layering closure, to build, and prevents that depanning concrete strength difference is large, and frictional resistance difference is large, causes platform level not rise.Changing direction is that each sandwich concrete should be built by converting circulation clockwise, counterclockwise, in order to avoid template is twisted by unidirectional power for a long time; In sliding work progress, on platform preloading evenly, disperse, operating platform keeps level, the relative relief of jack is not more than 40mm, the difference that rises of adjacent two jack is not more than 20mm, and the very heavy jacking in structure steel fabrication position is poor must not surpass 1/400 of 20mm and two bearing distances; In template, start slidingly frontly with level gauge, the elevation of whole platform and jack to be measured to smoothing, on cramp bar, by every 200mm line, levelling, with stop, by the horizon on cramp bar, control whole platform level and rise; The every sliding correction that is once offset, reverses of slding form operation, every lifting 1.0m re-starts a levelling and rectify perpendicular; Platform is rectified a deviation and is adopted platform inclination method to entangle, and improves the sliding platform inclination that makes of skew one side jack and is corrected, normally sliding after correction of deviation.
The present invention adopts modular unit to assemble on ground simultaneously, has expanded construction operation area, has shortened assembling cycle, has effectively shortened the construction period.Reduced when large scale steel structure high altitude assembling in bulk is measured and be subject to temperature, Wind effects, improved assembly precision, guaranteed workmanship.Because low latitude assembling has reduced a large amount of scaffolds, only need take a small amount of simple and easy scaffold, can meet installation requirement.Reduce a large amount of work high above the ground and assembling hoisting difficulty simultaneously, effectively reduced security risk.
Below in conjunction with embodiment, the invention will be further described.
The specific embodiment
The whole sliding formwork method for improving of steel work low latitude, top modularization assembling, comprises the following steps:
(1) assembling cant beam unit
(1) installation of junction plate and purlin gripper shoe: steel I-beam is welded to connect plate according to drawing requirement, arranges respectively in steel I-beam two coxostermum same positions, and i iron is divided into 3 equal portions; Purlin gripper shoe is uprightly welded on i iron upper flange, and every gripper shoe middle and lower part arranges triangular shape and supports; Purlin gripper shoe on average arranges by drawing;
(2) welding of diagonal brace steel pipe and purlin
On beam according to the pitch arrangement junction plate of drawing, horizontal steel tube between junction plate supports and carries out spot welding, interface adopts plug-in type steel plate banjo fixing butt jointing, after horizontal steel tube supporting welding completes, tiltedly steel pipe support carries out spot welding, after steel pipe support has all been constructed, before welding unit cant beam part purlin, purlin gripper shoe is carried out to levelling and examination, purlin between welding H-bar beam and purlin gripper shoe, at cant beam whole unit, fix, after checking and accepting and checking with layout design, adopt CO2 protection weldering docking port position to carry out large-area welding; Other unit cant beams are assembly welding on horizontal assembly platform moulding bed;
(2) assembling steel perimeter beam
The steel perimeter beam of diameter 12m is divided into 3 parts and makes, in manufacturing process, radian is finely tuned, after meeting the demands, winch to respectively ring beam assembly platform and carry out assembly welding; During assembling, need emit center of circle central point according to drawing requirement, ring beam is tried to assembling according to the position of central point, confirm that errorless rear spot welding connects; At the welding center of circle, ring beam center plate, with angle steel, support with ring beam and fix, the center of circle is set, so that the location in the center of circle after lifting; 3 parts of Curved beams are welded into the steel perimeter beam of integral diameter 12m, steel perimeter beam is inner with 16 angle steel, each 8 of upper surface and soffits, and dislocation etc. minute arrange, and are welded and fixed respectively with ring beam, prevent ring beam stress deformation in hoisting process;
(3) sliding form apparatus assembling
By working load, calculate, determine specification and the quantity of cant beam bearing place jack, support bar, radiation pull bar and hoisting frame; At the hoisting frame place of cant beam bearing both sides, increase a jack, cramp bar adopts 5 steel pipes of φ 48 * 3., adopts channel-section steel and encloses purlin welding, in order to fixedly sliding form apparatus and climbing shuttering; On sliding mould lifting frame, weld subsequently oblique girder steel bearing, bearing pushes up to distance≤concrete ring beam height on slip-form template top; With I 28 i iron two ends and hoisting frame, be welded and fixed, on I 28 i iron, weld two I 20 i iron, tiltedly additional 20mm steel plate and I 20 i iron firm welding under girder steel base;
(4) supporting ring beam scaffolding platform sets up
Before setting up bracing frame, Xian ground emits the center of circle basis of reference point that bracing frame is set up the position line and ring beam installation site, to guarantee the accurate of ring beam Support Position; In the middle of silos, be under platform, set up the Combined shelf body of setting up full hall support body in double of octagon, steel perimeter beam is located on double the little cross bar of top layer, and double is main stress part, middle full hall support body works as operating platform and double inner support double the effect of reinforcing; Bridging is completely taken in double support body outside; Double the little cross bar spacing of top layer is not more than 300mm, and is evenly arranged, and the little cross bar host node of top layer place separately adds an anti-skid fastener; Support and operation scaffold building is complete and after passed examination, at support body center, center of circle fixing steel plate is set, the center of circle determine errorless after, can utilize this centre point in ring beam installation site, to emit location camber line with 10m invar tape, put well and examine a location-plate of errorless ring beam localization camber line outside weldering, prevent from lifting and when ring beam puts in place, skid off reference line;
(5) lifting of steel perimeter beam
(1) steel perimeter beam is installed at first, and then oblique girder steel and other girder are installed, and guarantees the stability of supporting frame;
(2) steel perimeter beam lifting: before carrying out steel perimeter beam formula lifting in place, first try to hang; Apart from supporting frame 300mm place, with cucurbit and crow bar, coordinate, adjust location; When steel perimeter beam winches to center, storehouse, its axis and absolute altitude are proofreaied and correct repeatedly, guarantee that the Yu Ku center, center of ring beam can overlap completely, whole ring beam is on same horizontal plane;
(6) oblique steel girder erection
Tiltedly before steel beam lifting, the orientation axis of building, basic axis are checked and proofreaied and correct, wherein orientation axis adopts total powerstation and laser plummet apparatus repetition measurement; All cant beams all lift to guarantee the resistance to overturning of support scaffolding and steel platform by l80 ° of symmetry, mutually vertical between four cant beam adjacent beams of first installing, sling length is controlled by the installation gradient of oblique girder steel, when cant beam is lifted to design attitude, first make low one temporary fixed with sliding form apparatus, then slowly off the hook; After the whole rigging outs of cant beam unit piece, while making according to unit piece, the assembly welding of bearing diagonal and purlin order has been welded bearing diagonal and purlin between two unit pieces; Before installing, to purlin, supporting detects and flattens, and purlin is checked to its planeness by root, between the purlin of installation within the scope of be controlled at ± 5 ㎜ of the discrepancy in elevation;
(7) installation of the upper structure of Cang Dinghuanliang
The surface marking steel plate of the upper structure of Cang Dinghuanliang carries out cutting by steel perimeter beam size, and according to the location of structure and erection sequence, at horizontal assembly platform moulding bed, by after checkered steel plate assembling splicing, integral body winches on ring beam, by axial location, is welded and fixed; After fixing, press drawing unwrapping wire positioning vertical column position on checkered steel plate; The steel column of structure, girder steel at installation on ground, welded after, lift, in lifting, establish cable wind rope tension, to avoid that support shelves is produced to excessive horizontal thrust; Observation levelling column in transit two sides for steel column is installed, and is welded column pin;
(8) sliding mode system promotes
After just sliding, placement layer by layer, layering is sliding; Normal when sliding, in twice time interval between sliding, with concrete strength, reach 0.2～0.4Mpa or penetration resistance 0.3.～1.05KN/cm
2time determine; Building of each LIFT is highly 200mm; The principle that layering is handed over circle, changed direction is followed in concreting, and layering hands over circle by every 20cm layering closure, to build, and prevents that depanning concrete strength difference is large, and frictional resistance difference is large, causes platform level not rise.Changing direction is that each sandwich concrete should be built by converting circulation clockwise, counterclockwise, in order to avoid template is twisted by unidirectional power for a long time; In sliding work progress, on platform preloading evenly, disperse, operating platform keeps level, the relative relief of jack is not more than 40mm, the difference that rises of adjacent two jack is not more than 20mm, and the very heavy jacking in structure steel fabrication position is poor must not surpass 1/400 of 20mm and two bearing distances; In template, start slidingly frontly with level gauge, the elevation of whole platform and jack to be measured to smoothing, on cramp bar, by every 200mm line, levelling, with stop, by the horizon on cramp bar, control whole platform level and rise; The every sliding correction that is once offset, reverses of slding form operation, every lifting 1.0m re-starts a levelling and rectify perpendicular; Platform is rectified a deviation and is adopted platform inclination method to entangle, and improves the sliding platform inclination that makes of skew one side jack and is corrected, normally sliding after correction of deviation.
Claims (1)
1. the whole sliding formwork method for improving of concrete silo top steel work low latitude modularization assembling, is characterized in that: comprise the following steps:
(1) assembling cant beam unit
(1) installation of junction plate and purlin gripper shoe: steel I-beam is welded to connect plate according to drawing requirement, arranges respectively in steel I-beam two coxostermum same positions, and i iron is divided into 3 equal portions; Purlin gripper shoe is uprightly welded on i iron upper flange, and every gripper shoe middle and lower part arranges triangular shape and supports; Purlin gripper shoe on average arranges by drawing;
(2) welding of diagonal brace steel pipe and purlin
On beam according to the pitch arrangement junction plate of drawing, horizontal steel tube between junction plate supports and carries out spot welding, interface adopts plug-in type steel plate banjo fixing butt jointing, after horizontal steel tube supporting welding completes, tiltedly steel pipe support carries out spot welding, after steel pipe support has all been constructed, before welding unit cant beam part purlin, purlin gripper shoe is carried out to levelling and examination, purlin between welding H-bar beam and purlin gripper shoe, at cant beam whole unit, fix, after checking and accepting and checking with layout design, adopt CO2 protection weldering docking port position to carry out large-area welding; Other unit cant beams are assembly welding on horizontal assembly platform moulding bed;
(2) assembling steel perimeter beam
The steel perimeter beam of diameter 12m is divided into 3 parts and makes, in manufacturing process, radian is finely tuned, after meeting the demands, winch to respectively ring beam assembly platform and carry out assembly welding; During assembling, need emit center of circle central point according to drawing requirement, ring beam is tried to assembling according to the position of central point, confirm that errorless rear spot welding connects; At the welding center of circle, ring beam center plate, with angle steel, support with ring beam and fix, the center of circle is set, so that the location in the center of circle after lifting; 3 parts of Curved beams are welded into the steel perimeter beam of integral diameter 12m, steel perimeter beam is inner with 16 angle steel, each 8 of upper surface and soffits, and dislocation etc. minute arrange, and are welded and fixed respectively with ring beam, prevent ring beam stress deformation in hoisting process;
(3) sliding form apparatus assembling
By working load, calculate, determine specification and the quantity of cant beam bearing place jack, support bar, radiation pull bar and hoisting frame; At the hoisting frame place of cant beam bearing both sides, increase a jack, cramp bar adopts 5 steel pipes of φ 48 * 3., adopts channel-section steel and encloses purlin welding, in order to fixedly sliding form apparatus and climbing shuttering; On sliding mould lifting frame, weld subsequently oblique girder steel bearing, bearing pushes up to distance≤concrete ring beam height on slip-form template top; With I 28 i iron two ends and hoisting frame, be welded and fixed, on I 28 i iron, weld two I 20 i iron, tiltedly additional 20mm steel plate and I 20 i iron firm welding under girder steel base;
(4) supporting ring beam scaffolding platform sets up
Before setting up bracing frame, Xian ground emits the center of circle basis of reference point that bracing frame is set up the position line and ring beam installation site, to guarantee the accurate of ring beam Support Position; In the middle of silos, be under platform, set up the Combined shelf body of setting up full hall support body in double of octagon, steel perimeter beam is located on double the little cross bar of top layer, and double is main stress part, middle full hall support body works as operating platform and double inner support double the effect of reinforcing; Bridging is completely taken in double support body outside; Double the little cross bar spacing of top layer is not more than 300mm, and is evenly arranged, and the little cross bar host node of top layer place separately adds an anti-skid fastener; Support and operation scaffold building is complete and after passed examination, at support body center, center of circle fixing steel plate is set, the center of circle determine errorless after, can utilize this centre point in ring beam installation site, to emit location camber line with 10m invar tape, put well and examine a location-plate of errorless ring beam localization camber line outside weldering, prevent from lifting and when ring beam puts in place, skid off reference line;
(5) lifting of steel perimeter beam
(1) steel perimeter beam is installed at first, and then oblique girder steel and other girder are installed, and guarantees the stability of supporting frame;
(2) steel perimeter beam lifting: before carrying out steel perimeter beam formula lifting in place, first try to hang; Apart from supporting frame 300mm place, with cucurbit and crow bar, coordinate, adjust location; When steel perimeter beam winches to center, storehouse, its axis and absolute altitude are proofreaied and correct repeatedly, guarantee that the Yu Ku center, center of ring beam can overlap completely, whole ring beam is on same horizontal plane;
(6) oblique steel girder erection
Tiltedly before steel beam lifting, the orientation axis of building, basic axis are checked and proofreaied and correct, wherein orientation axis adopts total powerstation and laser plummet apparatus repetition measurement; All cant beams all lift to guarantee the resistance to overturning of support scaffolding and steel platform by l80 ° of symmetry, mutually vertical between four cant beam adjacent beams of first installing, sling length is controlled by the installation gradient of oblique girder steel, when cant beam is lifted to design attitude, first make low one temporary fixed with sliding form apparatus, then slowly off the hook; After the whole rigging outs of cant beam unit piece, while making according to unit piece, the assembly welding of bearing diagonal and purlin order has been welded bearing diagonal and purlin between two unit pieces; Before installing, to purlin, supporting detects and flattens, and purlin is checked to its planeness by root, between the purlin of installation within the scope of be controlled at ± 5 ㎜ of the discrepancy in elevation;
(7) installation of the upper structure of Cang Dinghuanliang
The surface marking steel plate of the upper structure of Cang Dinghuanliang carries out cutting by steel perimeter beam size, and according to the location of structure and erection sequence, at horizontal assembly platform moulding bed, by after checkered steel plate assembling splicing, integral body winches on ring beam, by axial location, is welded and fixed; After fixing, press drawing unwrapping wire positioning vertical column position on checkered steel plate; The steel column of structure, girder steel at installation on ground, welded after, lift, in lifting, establish cable wind rope tension, to avoid that support shelves is produced to excessive horizontal thrust; Observation levelling column in transit two sides for steel column is installed, and is welded column pin;
(8) sliding mode system promotes
After just sliding, placement layer by layer, layering is sliding; Normal when sliding, in twice time interval between sliding, with concrete strength, reach 0.2～0.4Mpa or penetration resistance 0.3.～1.05KN/cm
2time determine; Building of each LIFT is highly 200mm; The principle that layering is handed over circle, changed direction is followed in concreting, and layering hands over circle by every 20cm layering closure, to build, and prevents that depanning concrete strength difference is large, and frictional resistance difference is large, causes platform level not rise.Changing direction is that each sandwich concrete should be built by converting circulation clockwise, counterclockwise, in order to avoid template is twisted by unidirectional power for a long time; In sliding work progress, on platform preloading evenly, disperse, operating platform keeps level, the relative relief of jack is not more than 40mm, the difference that rises of adjacent two jack is not more than 20mm, and the very heavy jacking in structure steel fabrication position is poor must not surpass 1/400 of 20mm and two bearing distances; In template, start slidingly frontly with level gauge, the elevation of whole platform and jack to be measured to smoothing, on cramp bar, by every 200mm line, levelling, with stop, by the horizon on cramp bar, control whole platform level and rise; The every sliding correction that is once offset, reverses of slding form operation, every lifting 1.0m re-starts a levelling and rectify perpendicular; Platform is rectified a deviation and is adopted platform inclination method to entangle, and improves the sliding platform inclination that makes of skew one side jack and is corrected, normally sliding after correction of deviation.
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| CN105133885A (en) * | 2014-07-12 | 2015-12-09 | 施侃超 | Silo machine with minimal torque reaction force |
| CN105484549A (en) * | 2016-01-25 | 2016-04-13 | 五矿二十三冶建设集团第一工程有限公司 | Installation and construction method of large steel material bin |
| CN105672735A (en) * | 2016-01-25 | 2016-06-15 | 五矿二十三冶建设集团第一工程有限公司 | Jacking type mounting construction structure for large-sized steel material cabin |
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| CN114654173A (en) * | 2022-04-07 | 2022-06-24 | 山东莱钢磁浮列车轨道工程有限公司 | Side-lying assembling method for main beam of movable formwork of bridge girder erection machine |
Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US3966376A (en) * | 1972-10-13 | 1976-06-29 | Otto Heinzle | Slip form arrangement for constructing annular structures |
| CN101126279A (en) * | 2007-07-31 | 2008-02-20 | 中国建筑第七工程局 | Silo slipform construction technique |
| CN201148730Y (en) * | 2007-12-11 | 2008-11-12 | 山西焦煤集团有限责任公司 | Super large diameter cylindrical silo hydraulic slip mold construction operating platform |
| CN101435276A (en) * | 2008-12-18 | 2009-05-20 | 中建二局第三建筑工程有限公司 | Cabin top steel beam hydraulic hoisting and positioning apparatus of cylinder cabin structure building and construction method thereof |
| CN102787741A (en) * | 2012-08-23 | 2012-11-21 | 中国十九冶集团有限公司 | Large coal bunker wall construction method and ring beam portion construction method |
| CN103174302A (en) * | 2013-03-27 | 2013-06-26 | 江苏省江建集团有限公司 | Construction method for large-diameter barrel cabin top |
-
2013
- 2013-10-24 CN CN201310502978.3A patent/CN103510736A/en active Pending
Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US3966376A (en) * | 1972-10-13 | 1976-06-29 | Otto Heinzle | Slip form arrangement for constructing annular structures |
| CN101126279A (en) * | 2007-07-31 | 2008-02-20 | 中国建筑第七工程局 | Silo slipform construction technique |
| CN201148730Y (en) * | 2007-12-11 | 2008-11-12 | 山西焦煤集团有限责任公司 | Super large diameter cylindrical silo hydraulic slip mold construction operating platform |
| CN101435276A (en) * | 2008-12-18 | 2009-05-20 | 中建二局第三建筑工程有限公司 | Cabin top steel beam hydraulic hoisting and positioning apparatus of cylinder cabin structure building and construction method thereof |
| CN102787741A (en) * | 2012-08-23 | 2012-11-21 | 中国十九冶集团有限公司 | Large coal bunker wall construction method and ring beam portion construction method |
| CN103174302A (en) * | 2013-03-27 | 2013-06-26 | 江苏省江建集团有限公司 | Construction method for large-diameter barrel cabin top |
Non-Patent Citations (3)
| Title |
|---|
| 中国冶金建设协会: "《滑动模板工程技术规范》", 16 May 2005, article "滑动模板工程技术规范" * |
| 田国良等: "180t空间钢结构筒仓滑模拖带施工技术", 《施工技术》, vol. 41, no. 370, 31 August 2012 (2012-08-31) * |
| 董富强: "筒仓库顶钢结构滑模整体提升施工技术", 《工程建设与设计》, no. 10, 31 December 2007 (2007-12-31) * |
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