CN113107092B - Overhung conversion construction method for super high-rise steel structure - Google Patents
Overhung conversion construction method for super high-rise steel structure Download PDFInfo
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- CN113107092B CN113107092B CN202110330209.4A CN202110330209A CN113107092B CN 113107092 B CN113107092 B CN 113107092B CN 202110330209 A CN202110330209 A CN 202110330209A CN 113107092 B CN113107092 B CN 113107092B
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
- E04B1/34—Extraordinary structures, e.g. with suspended or cantilever parts supported by masts or tower-like structures enclosing elevators or stairs; Features relating to the elastic stability
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
- E04B1/35—Extraordinary methods of construction, e.g. lift-slab, jack-block
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04G—SCAFFOLDING; FORMS; SHUTTERING; BUILDING IMPLEMENTS OR AIDS, OR THEIR USE; HANDLING BUILDING MATERIALS ON THE SITE; REPAIRING, BREAKING-UP OR OTHER WORK ON EXISTING BUILDINGS
- E04G25/00—Shores or struts; Chocks
- E04G25/02—Shores or struts; Chocks non-telescopic
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Abstract
The invention belongs to the technical field of construction of super high-rise steel structure buildings, and particularly relates to a construction method for cantilever conversion of a super high-rise steel structure; in order to solve the problems of heavy components, high requirements on component installation precision, high-altitude hoisting in the installation process, more cross operation and tight construction period of the overhanging conversion part, an overhanging conversion system is divided into a conversion inclined column, an inner box-shaped beam and an outer box-shaped beam, a temporary support is arranged below the conversion inclined column, the outer box-shaped beam and the inner box-shaped beam are hoisted into designated positions and are temporarily fixed after primary correction, after the integral hoisting of the overhanging conversion system is finished, the repeated measurement and the secondary correction are carried out, and after the correction is finished, the spliced part is welded. According to the overhanging conversion construction method for the super high-rise steel structure, an overhanging conversion system is divided into the conversion inclined column and the box-type beams on the inner side and the outer side, so that the mechanical cost and the transportation cost are reduced, and the construction difficulty is reduced.
Description
Technical Field
The invention belongs to the technical field of super high-rise steel structure building construction, and particularly relates to a super high-rise steel structure overhanging conversion construction method.
Background
A conversion layer can be arranged in the middle layer of a large-scale super high-rise steel structure building to meet the use function requirements of different buildings, the structural form is a steel frame and a central support, the position of a steel column can be converted through the conversion layer, and the position of the steel column above the conversion layer and below the conversion layer is changed. The building layout and structural design above the conversion floor will change relative to below the conversion floor. Vertical bearing structure can change its original position, for the overall stability and the anti-seismic performance of guaranteeing housing construction, and the conversion site construction design of encorbelmenting is deepened and designed out.
The construction of the previous overhanging conversion part has the following difficulties:
after the 1# tower crane hoists the conversion batter post to the installation position, because the conversion batter post is the slant installation, and does not have fixed fulcrum, therefore the tower crane can not unhook, before all component welding are accomplished, will be in the hoist and mount state all the time, extravagant tower crane resource influences the project whole time limit for a project.
When the 1# tower crane changed the batter post state in hoist and mount, with inboard, the outside box girder steel of 2# tower crane installation, two tower cranes easily take place the collision, have very big potential safety hazard.
The rear mounting component collides with the first mounting component in the mounting process to influence the positioning precision of the first mounting component, so that repeated correction is needed after the complete mounting of the conversion inclined column and the inner and outer side box-type steel beams, and after the correction is completed, the connecting welding line is welded after the temporary high-strength bolts are completely fastened. Therefore, the construction efficiency is extremely low, and the whole construction period of the whole project is influenced.
Disclosure of Invention
The invention aims to solve the problems of heavy weight of a component at an overhanging conversion part, high requirement on component installation precision, high-altitude hoisting in the installation process, more cross operation and tight construction period.
The invention adopts the following technical scheme that an overhanging conversion construction method for a super high-rise steel structure divides an overhanging conversion system into a conversion inclined post, an inner box-shaped beam and an outer box-shaped beam, a temporary support is arranged below the conversion inclined post, the outer box-shaped beam and the inner box-shaped beam are hung into designated positions and are temporarily fixed after primary correction, after the integral hoisting of the overhanging conversion system is finished, the secondary measurement and the secondary correction are carried out, and after the correction is finished, the spliced part is welded.
Further, the method specifically comprises the following steps:
s1: a temporary support is fixed under the bracket connected with the transformation batter post and the inner box girder;
s2: hoisting the conversion inclined column into a specified position, bolting a column leg of the conversion inclined column to a 45-degree inclined bracket, and lapping the bracket of the conversion inclined column on a temporary support;
s3: hoisting the outer box-shaped beam into a designated position, wherein the outer box-shaped beam is connected with the conversion inclined column in a manner of yard plate welding, and the outer box-shaped beam is connected with the upper section steel column in a manner of bolting;
s4: hoisting the inner box-shaped beam into a designated position, wherein the inner box-shaped beam is connected with the conversion inclined column in a manner of code plate welding, and is connected with the upper section steel column in a manner of bolting;
s5: after the integral hoisting of the cantilever conversion system is completed, retesting, correcting again by combining the jack and the total station, adding a welding code plate again and performing initial screwing of bolts;
s6: and welding, namely welding the conversion inclined column with the 45-degree inclined bracket, the conversion inclined column with the outer box-shaped beam and the conversion inclined column with the joint of the inner box-shaped beam.
Furthermore, at least two code plates are welded and fixed on the upper surface of the bracket of the conversion inclined column and the upper surface of the outer box-shaped beam; welding and fixing the upper surface of the bracket of the conversion inclined column and the upper surface of the inner box-shaped beam by using at least two code plates; the stacking plate is a rectangular steel plate, the middle part of one long edge of the stacking plate is provided with a semicircular notch, the notch stretches across a joint between a bracket of the conversion inclined column and the inner box-shaped beam or the outer box-shaped beam, and the stacking plate is provided with a circular lifting hole; the inner box-type beam or the outer box-type beam is pre-welded with a code plate before being lifted, after the inner box-type beam or the outer box-type beam is lifted into a designated position, the code plate is temporarily lapped on a bracket of the conversion inclined column, the inner box-type beam or the outer box-type beam is firstly bolted with the upper section of steel column, and then the code plate is welded with the conversion inclined column.
Furthermore, upper perforated connecting plates are welded on the left side and the right side of each column leg of the conversion inclined column, lower perforated connecting plates are welded at corresponding positions of the 45-degree inclined corbels, and the upper perforated connecting plates and the lower perforated connecting plates are connected through front perforated clamping plates and rear perforated clamping plates and are fastened through bolts; the top surface of the end part of the column leg of the conversion inclined column is welded with a stacking plate, and the other half of the stacking plate is welded on a 45-degree inclined bracket.
Furthermore, in the welding operation, the column legs of the conversion inclined columns are welded firstly, and then the inner side box-shaped beam and the outer side box-shaped beam are welded with the bracket of the conversion inclined columns; the welding sequence of the same welding position is two-side seam welding, bottom surface seam welding and top surface seam welding in sequence.
Furthermore, front bolt holes are formed in the left web plate and the right web plate of the outer box-shaped beam, rear bolt holes are formed in the positions corresponding to the upper section steel columns, and the outer box-shaped beam is connected with the upper section steel columns through mesh connecting plates after being in butt joint with the upper section steel columns and is fastened through bolts; front bolt holes are formed in the left web plate and the right web plate of the inner box girder, rear bolt holes are formed in the positions, corresponding to the upper steel section columns, of the inner box girder, the inner box girder and the upper steel section columns are connected through mesh connecting plates after being in butt joint, and bolts penetrate through the inner box girder and the upper steel section columns to be fastened.
Further, interim support includes steel platform, support element down, and the vertical range upon range of post of support element, support element pile steel platform top surface under, and support element's top surface has been put up and has been put up steel platform, and the top surface of going up steel platform has been placed and has been held in the palm.
Furthermore, the supporting unit comprises vertical rods and web members, the vertical rods are arranged at the vertexes of a virtual polygon, the web members are obliquely arranged between the adjacent vertical rods to connect the vertical rods into a frame, and large flange end covers are welded at the upper end and the lower end of each vertical rod.
Further, CO is selected in the welding operation 2 Flux-cored wire gas shielded welding process.
Compared with the prior art, the invention has the advantages that:
according to the overhanging conversion construction method for the super high-rise steel structure, an overhanging conversion system is divided into the conversion inclined column and the box-type beams on the inner side and the outer side, so that the mechanical cost and the transportation cost are reduced, and the construction difficulty is reduced. After the positioning correction of the transformation batter post and the outer box girder is completed, the bracket plates are temporarily fixed to form a triangular stabilizing system, so that the safe and controllable overhanging construction is realized. The design quick detach supports the system temporarily, and this system structure is simple, and the ann tears the convenience open, has not only guaranteed the location of conversion batter post, and when the hoist and mount of inboard box girder were carried out to the while, a tower crane just can carry out the hoist and mount operation, has improved the operating efficiency of tower crane, realizes more the number of hanging. The selection of carbon dioxide gas shielded welding can ensure the welding quality of the high-material thick plate compared with the arc welding.
Drawings
Fig. 1 is a schematic view of temporary support hoisting.
Fig. 2 is a schematic diagram of the hoisting of the outer box girder.
Fig. 3 is a schematic view of hoisting an inner box beam.
Fig. 4 is a schematic view of the installation of the conversion batter post.
Fig. 5 is a schematic view of the installation of the inner box girder.
FIG. 6 is a schematic view of the connection between the conversion batter post and the 45 degree oblique corbel.
Fig. 7 is a schematic structural view of the supporting unit.
Fig. 8 is a schematic structural view of the vertical rod.
Fig. 9 is a schematic structural view of the temporary support.
Fig. 10 is a schematic top view of the temporary support.
Fig. 11 is a schematic structural view of the code plate.
Fig. 12 is a schematic view of a welding sequence.
In the figure: 1-a support unit; 1.1-vertical rod; 1.2-web member; 1.3-large flange end cap; 1.4-a connector; 1.5-small flange end cover; 2-a steel platform is arranged; 3, feeding a steel platform; 4-jacking; 5-converting the inclined column; 6-outer box beam; 7-inner box beam; oblique corbels of 8-45 degrees; 9-upper section steel column; 10-yard plate; 10.1-notch; 10.2-lifting hole; 11-connecting plates with holes; 12-connecting plate with lower holes; 13-splint with holes; 14-mesh connection plate.
Detailed Description
In order to more clearly understand the technical features, objects, and effects of the present invention, embodiments of the present invention will now be described with reference to the accompanying drawings. The drawings are only for the purpose of illustrating the technology of the invention and are not to be construed as representing actual proportions or actual shapes of products, wherein like reference numerals indicate identical or functionally similar elements.
In this context, "parallel", "perpendicular", and the like are not strictly mathematical and/or geometric limitations, but may also include tolerances as would be understood by one skilled in the art and allowed for in the manufacture or use of the product. In addition, "perpendicular" includes not only mutually perpendicular in which two objects are directly connected in space but also mutually perpendicular in which two objects are not connected in space.
As shown in fig. 1-6; a cantilever conversion construction method for a super high-rise steel structure comprises the steps of dividing a cantilever conversion system into a conversion inclined column 5, an inner box-shaped beam and an outer box-shaped beam, arranging a temporary support below the conversion inclined column 5, hoisting the conversion inclined column 5, the outer box-shaped beam 6 and the inner box-shaped beam 7 into designated positions, temporarily fixing after primary correction, re-testing and re-correcting after the integral hoisting of the cantilever conversion system is completed, and welding and splicing after correction is completed.
The method comprises the following specific steps:
s1: a temporary support is fixed under the bracket connected with the transformation batter post 5 and the inner box-shaped beam 7;
s2: hoisting the conversion inclined column 5 into a specified position, bolting a column leg of the conversion inclined column 5 on a 45-degree inclined bracket 8, and lapping the bracket of the conversion inclined column 5 on a temporary support;
s3: the outer box-shaped beam 6 is hung in a designated position, the outer box-shaped beam 6 is connected with the conversion inclined column 5 in a mode of welding the code plate 10, and the outer box-shaped beam is connected with the upper section steel column 9 in a mode of bolting;
s4: hoisting the inner box-shaped beam 7 into a designated position, wherein the inner box-shaped beam 7 is connected with the conversion inclined column 5 in a manner of welding the code plate 10, and is connected with the upper section steel column 9 in a manner of bolting;
s5: after the integral hoisting of the cantilever conversion system is completed, retesting, combining a jack and a total station instrument for correction again, adding a welding code plate again and performing initial screwing of bolts; the cantilever conversion structure is high in installation requirement precision, and high-altitude operation is adopted, so that construction difficulty is high, the whole process is corrected while hoisting, the whole process is retested after hoisting is finished, and if the whole process is not qualified, the whole process is corrected again by combining a jack and a total station;
s6: and (3) welding, namely welding the conversion inclined column 5 with a 45-degree inclined bracket 8, welding the conversion inclined column 5 with the outer box-shaped beam 6 and welding the conversion inclined column 5 with the joint of the inner box-shaped beam 7.
Wherein, the construction preparation before the construction includes: (1) After the cantilever member is conveyed to a construction site, checking and accepting; (2) confirming that the last construction procedure is accepted; (3) And (3) trial hoisting is carried out before the transformation inclined column 5 is hoisted, a signal worker commands a tower crane to hoist, a steel wire rope is tightened, and the transformation inclined column is kept standing for 10-20 minutes after being 500-1000 mm away from the ground.
The upper surface of the bracket of the conversion inclined column 5 and the upper surface of the outer box-shaped beam 6 are welded and fixed by at least two code plates 10; the upper surface of the bracket of the transformation batter post 5 and the upper surface of the inner box-shaped beam 7 are welded and fixed by at least two code plates 10;
as shown in fig. 11; the yard plate 10 is a rectangular steel plate (the yard plate is made of Q355B and has the specification of PL14 x 120), the middle part of one long side of the yard plate 10 is provided with a semicircular notch 10.1, the notch 10.1 spans a seam between a bracket of the conversion batter post 5 and the inner box-shaped beam 7 or the outer box-shaped beam 6, and the yard plate 10 is provided with a circular lifting hole 10.2; the inner box-type beam 7 or the outer box-type beam 6 is pre-welded with the code plate 10 before being lifted, after the inner box-type beam 7 or the outer box-type beam 6 is lifted into a designated position, the code plate 10 is temporarily lapped on a bracket of the conversion batter post 5, the inner box-type beam 7 or the outer box-type beam 6 is firstly bolted with the upper section steel column 9, and then the code plate 10 is welded with the conversion batter post 5.
The left side and the right side of the column leg of the conversion inclined column 5 are welded with upper perforated connecting plates 11, the corresponding positions of the 45-degree inclined corbels 8 are welded with lower perforated connecting plates 12, and the upper perforated connecting plates and the lower perforated connecting plates are connected through front perforated clamping plates 13 and rear perforated clamping plates 13 and are fastened by penetrating bolts; the top surface of the end part of the column leg of the conversion inclined column 5 is welded with a code plate 10, and the other half of the code plate 10 is welded on a 45-degree inclined bracket 8.
Because the large-scale super high-rise steel structure is influenced by the uneven settlement of the outer frame and the core cylinder area, and an overhanging conversion structure is designed at the same time, a delay node is arranged, and hinged stress is adopted between the inner box girder and the outer box girder and the upper section steel column; the column leg of the conversion inclined column is hinged with the 45-degree inclined bracket to bear force, and after the structure is mounted on a roof and the load is loaded, the column leg of the conversion inclined column is fully welded with the 45-degree inclined bracket. In the welding operation, the column legs of the conversion inclined column 5 are welded firstly, and then the inner side box-shaped beam and the outer side box-shaped beam are welded with the bracket of the conversion inclined column 5; the welding sequence of the same welding position is two-side seam welding, bottom surface seam welding and top surface seam welding in sequence; i.e., in the welding sequence a-B-C as shown in fig. 12.
A CO2 flux-cored wire gas shielded welding process is selected in welding operation, before welding, an index on a gas pressure gauge is checked, and then a gas flowmeter is checked and gas flow is adjusted. The CO2 flux-cored wire is selected for gas shielded welding, firstly, the deposition speed is high, secondly, gas and slag combined protection is realized, the electric arc is stable, splashing is less, slag removal is easy, and the welding bead is attractive in forming.
Front bolt holes are formed in the left web plate and the right web plate of the outer box-shaped beam 6, rear bolt holes are formed in the positions corresponding to the upper steel section columns 9, and the outer box-shaped beam 6 is connected with the upper steel section columns 9 in a butt joint mode through mesh connecting plates 14 and is fastened through bolts; front bolt holes are formed in the left web plate and the right web plate of the inner box-shaped beam 7, rear bolt holes are formed in the positions corresponding to the upper steel columns 9, and the inner box-shaped beam 7 is connected with the upper steel columns 9 in a butt joint mode through mesh connecting plates 14 and penetrates through bolts for fastening.
As shown in fig. 7 and 9, the temporary support comprises a lower steel platform 2 and a supporting unit 1, the supporting unit 1 is vertically stacked into a column, the supporting unit 1 is stacked on the top surface of the lower steel platform 2, an upper steel platform 3 is arranged on the top surface of the supporting unit 1, and a jacking 4 is arranged on the top surface of the upper steel platform 3. The supporting unit 1 comprises vertical rods 1.1 and web members 1.2, the vertical rods 1.1 are arranged at the vertex of a virtual polygon, the web members 1.2 are obliquely arranged between the adjacent vertical rods 1.1 to connect the vertical rods 1.1 into a frame, the upper end and the lower end of each vertical rod 1.1 are welded with large flange end covers 1.3, and rib plates are welded between the large flange end covers 1.3 and the outer walls of the vertical rods.
As shown in fig. 8; the welding has connector 1.4 on the pole body of pole setting 1.1, connector 1.4 includes two of following the pole setting axial setting, two adjacent pole setting 1.1 of directional both sides respectively of connector 1.4, every connector 1.4 of being listed as includes two sets ofly, also can be according to pole setting 1.1's length stack, the crisscross setting of connector group in two lists, two connectors 1.4 in every connector group are downward, one is upwards, connector 1.4's end welding has small flange end cover 1.5, the both ends welding of web member 1.2 has supporting small flange end cover 1.5, web member 1.2 is connected with the connector 1.4 that both ends correspond through the bolt. The supporting units 1 on the same column are connected through bolts penetrating through butt-jointed large flange end covers 1.3, and web members 1.2 are connected on corresponding connectors 1.4 between the upper and lower supporting units 1.
As shown in fig. 10; the upper steel platform and the lower steel platform are field-shaped frames formed by welding I-shaped steel. The jacking 4 is a round steel pipe section, the length of the jacking 4 is cut off on site according to the distance from the upper steel platform 3 to the bottom surface of the conversion inclined column 5, and the jacking 4 is vertically placed at the center of the upper steel platform 3.
Construction case
Taking a region D plot project (second stage) built by the applicant as an example, a 6# floor is 36 floors on the ground at an ultra-high layer, 2 floors on the ground (two layers of skirts are arranged at the bottom, and twenty three layers of local retraction) are structurally formed into a steel frame-center support. Building height 159.10m, building footprint: 5363, 2860.48 square meter, total building area: 76262.27 square meter. The engineering seismic fortification category is class C, the seismic fortification intensity is 8 degrees, the structural safety level is two levels, and the overhanging structural safety level is one level. The 23 layers of west-side folding structures are frame pillars, 3 switching inclined pillars, 7 box-shaped beams, and are made of Q390B-Z15, and the maximum cross sections are 800X 600X 40 (switching inclined pillars) and 1100X 800X 600X 36X 40 (box-shaped beams).
In the face of the conditions of heavy weight, high installation precision, high altitude hoisting, more cross operation and tight construction period of a steel column, the applicant combines the construction site and mechanical equipment conditions in a unit, and adopts a temporary quick-release support system to combine the construction method to carry out sectional hoisting, so that the construction target is efficiently and safely completed. The effect is good in construction practice.
It should be understood that although the present description has been described in terms of various embodiments, not every embodiment includes only a single embodiment, and such description is for clarity purposes only, and those skilled in the art will recognize that the embodiments described herein may be combined as suitable to form other embodiments, as will be appreciated by those skilled in the art.
The above-listed detailed description is only a specific description of a possible embodiment of the present invention, and they are not intended to limit the scope of the present invention, and equivalent embodiments or modifications made without departing from the technical spirit of the present invention should be included in the scope of the present invention.
Claims (8)
1. A super high-rise steel structure overhanging conversion construction method is characterized in that: dividing the cantilever conversion system into a conversion inclined column (5), an inner box-shaped beam and an outer box-shaped beam, arranging a temporary support below the conversion inclined column (5), hoisting the conversion inclined column (5), the outer box-shaped beam (6) and the inner box-shaped beam (7) into specified positions, temporarily fixing after primary correction, re-measuring and re-correcting after the integral hoisting of the cantilever conversion system is finished, and welding a splicing part after correction is finished;
the method comprises the following specific steps:
s1: a temporary support is fixed under the bracket connected with the inner side box-shaped beam (7) through the conversion inclined column (5);
s2: hoisting the conversion inclined column (5) into a specified position, bolting a column leg of the conversion inclined column (5) on a 45-degree inclined bracket (8), and lapping the bracket of the conversion inclined column (5) on a temporary support;
s3: hoisting the outer box-shaped beam (6) into a specified position, wherein the outer box-shaped beam (6) is connected with the conversion inclined column (5) in a manner of welding a code plate (10), and is connected with the upper section steel column (9) in a manner of bolting;
s4: hoisting the inner box-shaped beam (7) into a designated position, wherein the inner box-shaped beam (7) is connected with the conversion inclined column (5) in a manner of welding a code plate (10), and is connected with the upper section steel column (9) in a manner of bolting;
s5: after the integral hoisting of the cantilever conversion system is completed, retesting, combining a jack and a total station instrument for correction again, adding a welding code plate again and performing initial screwing of bolts;
s6: and (3) welding, namely welding the conversion inclined column (5) with the 45-degree inclined bracket (8), welding the conversion inclined column (5) with the outer side box-shaped beam (6) and welding the conversion inclined column (5) with the joint of the inner side box-shaped beam (7).
2. The overhanging conversion construction method of the super high-rise steel structure according to claim 1, characterized in that: the upper surface of the bracket of the conversion inclined column (5) and the upper surface of the outer box-shaped beam (6) are welded and fixed by at least two stacking plates (10); the upper surface of the bracket of the conversion inclined column (5) and the upper surface of the inner box-shaped beam (7) are welded and fixed by at least two code plates (10); the stacking plate (10) is a rectangular steel plate, a semicircular notch (10.1) is formed in the middle of one long side of the stacking plate (10), the notch (10.1) stretches across a seam between a bracket of the conversion inclined column (5) and the inner side box-shaped beam (7) or the outer side box-shaped beam (6), and a circular lifting hole (10.2) is formed in the stacking plate (10); a code plate (10) is welded in advance before the inner box-shaped beam (7) or the outer box-shaped beam (6) is lifted, after the inner box-shaped beam or the outer box-shaped beam is lifted into a specified position, the code plate (10) is temporarily lapped on a bracket of the conversion batter post (5), the inner box-shaped beam (7) or the outer box-shaped beam (6) is firstly bolted with the upper section steel column (9), and then the code plate (10) is welded with the conversion batter post (5).
3. The overhanging conversion construction method for the super high-rise steel structure as claimed in claim 2, wherein: the left side and the right side of a column leg of the conversion inclined column (5) are welded with upper perforated connecting plates (11), the corresponding positions of 45-degree inclined corbels (8) are welded with lower perforated connecting plates (12), and the upper perforated connecting plates and the lower perforated connecting plates are connected through front perforated clamping plates (13) and rear perforated clamping plates (13) and are fastened through bolts; the top surface of the end part of the column leg of the conversion inclined column (5) is welded with a code plate (10), and the other half of the code plate (10) is welded on a 45-degree inclined bracket (8).
4. The overhanging conversion construction method for the super high-rise steel structure according to claim 3, characterized in that: in the welding operation, the column legs of the conversion inclined columns (5) are welded firstly, and then the inner side box-shaped beam and the outer side box-shaped beam are welded with the bracket of the conversion inclined columns (5); the welding sequence of the same welding position is seam welding at two sides, bottom surface and top surface in turn.
5. The overhanging conversion construction method for the super high-rise steel structure as claimed in claim 4, wherein: front bolt holes are formed in the left web plate and the right web plate of the outer box-shaped beam (6), rear bolt holes are formed in the positions corresponding to the upper steel section columns (9), and the outer box-shaped beam (6) is connected with the upper steel section columns (9) through mesh connecting plates (14) after being butted and is fastened through bolts; front bolt holes are formed in the left web plate and the right web plate of the inner box-shaped beam (7), rear bolt holes are formed in the positions, corresponding to the upper steel section columns (9), of the inner box-shaped beam (7), the inner box-shaped beam and the upper steel section columns (9) are connected through mesh connecting plates (14) after being in butt joint, and bolts penetrate through the mesh connecting plates to be fastened.
6. The overhung conversion construction method for super-high-rise steel structures according to claim 1 or 5, characterized in that: the temporary support comprises a lower steel platform (2) and a supporting unit (1), the supporting unit (1) is vertically stacked into a column, the supporting unit (1) is stacked on the top surface of the lower steel platform (2), an upper steel platform (3) is overlapped on the top surface of the supporting unit (1), and a top support (4) is placed on the top surface of the upper steel platform (3).
7. The overhanging conversion construction method of the super high-rise steel structure according to claim 6, characterized in that: support element (1) includes pole setting (1.1) and web member (1.2), and pole setting (1.1) are arranged in a virtual polygonal summit department, and web member (1.2) slant setting links into the frame with many pole settings (1.1) between adjacent pole setting (1.1), and the welding of the upper and lower both ends of pole setting (1.1) has big flange end cover (1.3).
8. The overhanging conversion construction method of the super high-rise steel structure according to any one of claims 1 to 5, characterized in that: and a CO2 flux-cored wire gas shielded welding process is selected in the welding operation.
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| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
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