CN109162437B - Integral steel platform for multi-cylinder steel plate shear wall and construction method thereof - Google Patents
Integral steel platform for multi-cylinder steel plate shear wall and construction method thereof Download PDFInfo
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- CN109162437B CN109162437B CN201811182825.4A CN201811182825A CN109162437B CN 109162437 B CN109162437 B CN 109162437B CN 201811182825 A CN201811182825 A CN 201811182825A CN 109162437 B CN109162437 B CN 109162437B
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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
- E04G3/00—Scaffolds essentially supported by building constructions, e.g. adjustable in height
- E04G3/28—Mobile scaffolds; Scaffolds with mobile platforms
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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
- E04G21/00—Preparing, conveying, or working-up building materials or building elements in situ; Other devices or measures for constructional work
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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
- E04G3/00—Scaffolds essentially supported by building constructions, e.g. adjustable in height
- E04G3/28—Mobile scaffolds; Scaffolds with mobile platforms
- E04G2003/286—Mobile scaffolds; Scaffolds with mobile platforms mobile vertically
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- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
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- Y02E—REDUCTION OF GREENHOUSE GAS [GHG] EMISSIONS, RELATED TO ENERGY GENERATION, TRANSMISSION OR DISTRIBUTION
- Y02E10/00—Energy generation through renewable energy sources
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Abstract
The invention discloses an integral steel platform for a multi-cylinder steel plate shear wall and a construction method thereof, belongs to the technical field of constructional engineering, and solves the problem that the existing integral steel platform for the multi-cylinder steel plate shear wall is provided with a climbing steel column system at the top of a steel platform system, so that the lifting difficulty of a general steel structure embedded in a core cylinder shear wall is increased. The steel column cylinder frame for the multi-cylinder steel plate shear wall alternately supports the steel platform, connecting beams between the steel platform units are arranged at the corners of the steel platform units, and under the condition of meeting stress requirements, the distance between the connecting beams is increased as much as possible, so that smooth positioning and installation of a large amount of steel structures are realized under the condition of not detaching or detaching the connecting beams less. The deepening technology of the optimized steel structure is adopted, the number of horizontal welding seams of the steel structure is reduced as much as possible, and the large-section steel structures such as structural steel columns and the like are processed in a mode of 'two layers and one crane', and the small-section steel structures such as shear steel plates and the like are processed in a mode of 'one layer and one crane'.
Description
Technical Field
The invention belongs to the technical field of constructional engineering, and particularly relates to an integral steel platform for a multi-cylinder steel plate shear wall and a construction method thereof.
Background
Along with the development of economy and society, along with the continuous progress of building technology, development of super high-rise buildings has become a necessary trend, and the integral climbing hydraulic steel platform is an integral formwork system for super high-altitude construction, and becomes the current best construction equipment due to the characteristics of safe construction and high efficiency. However, with the increase of the structure height and the increasing complexity of the structure body type, in order to ensure that the structure meets the anti-seismic performance, a great amount of stiff columns, super-thick steel plates and beam-connecting steel bones are required to be embedded in a super-high-rise core tube, and extremely high requirements are put on construction. Generally, a shear steel plate is added to the core barrel frame structure before the core barrel concrete is poured. However, when the shear steel plate is hoisted, the top of the core tube frame steel structure is hoisted downwards through a tower crane, and the traditional integral die carrier construction shear steel plate layer is low in construction efficiency and poor in safety.
Meanwhile, the functional forms of the prior super high-rise building are extremely various, so that the core tube of the super high-rise building is increasingly complex to arrange, the arrangement of the integral steel platform formwork system is difficult, especially the construction of Gong Geliang more and small area of the core tube is difficult, the traditional jacking type steel platform system is difficult to meet engineering requirements, and the steel column tube frame alternately supporting type hydraulic climbing integral steel platform formwork equipment has great advantages in climbing, deformation and the like in the construction process.
The steel column casing frame alternately supported hydraulic climbing integral steel platform formwork device (hereinafter referred to as a steel column casing frame alternately supported steel platform or a steel platform) is used as novel construction equipment and is widely used in core tube construction of high-rise and super high-rise buildings. The equipment mainly comprises: steel platform system, scaffold system, section of thick bamboo frame braced system, steel column climbing system and template system. The equipment realizes the efficient construction of the core barrel wall through the alternate supporting function of the barrel frame supporting and climbing steel column and steel beam climbing system, and can meet the structural seismic performance.
Therefore, the method for hoisting the steel structure is simple, the connecting beam is not required to be dismantled, the steel column cylinder frame alternately supports the steel platform die carrier and the shearing steel plate layer construction method thereof safely and efficiently, the split combination operation of the steel platform die carrier in high altitude is avoided, the shearing steel plate layer split construction process method is changed, the construction requirement is met, and the technical problem to be solved by the person in the field is needed.
Disclosure of Invention
The method aims at solving the problem that the lifting difficulty of a general steel structure embedded in a core tube shear wall is increased because a climbing steel column system is arranged at the top of a steel platform system of an integral steel platform for the multi-tube steel plate shear wall at present. The invention provides an integral steel platform for a multi-cylinder steel plate shear wall and a construction method thereof.
In order to solve the technical problems, the invention provides the following technical scheme:
the utility model provides an integral steel platform for multi-tube steel sheet shear wall, includes steel platform system, template system, scaffold frame system, braced system and steel column climbing system, and the core tube is the palace lattice structure that a plurality of core tube frame formed, and core tube shear wall is equipped with the preformed hole along the direction of height interval, steel platform system extends along core tube shear wall cross section, steel platform system links into an integral body with a plurality of steel platform unit through linking the roof beam, and every steel platform unit corresponds to setting up in supporting core tube frame top, the template system passes through the split bolt and fixes in core tube shear wall both sides after connecting, scaffold frame system fixed connection is in the lower part of steel platform system, braced system fixed setting is in steel platform system below, the core tube shear wall buries in have structure steel column, shear steel sheet and even roof beam steel skeleton, even the roof beam distributes in the bight of steel platform unit to the convenience the structure steel column uses two-layer height to carry out hoist and mount as the unit.
Compared with the prior art, the invention has the following beneficial technical effects:
(1) According to the integral steel platform for the multi-barrel steel plate shear wall, the connecting beams are distributed at the corners of the steel platform units through optimizing the arrangement scheme of the connecting beams of the existing steel platform, and the distance between the connecting beams is increased as much as possible under the condition of ensuring the bearing capacity of the steel platform, so that smooth positioning and installation of a large number of steel structural members are realized under the condition that the connecting beams are not detached or are detached as little as possible.
(2) The integral steel platform for the multi-barrel steel plate shear wall adopts a deepening technology for optimizing the steel structure, reduces the number of horizontal welding seams of the steel structure as much as possible, and processes large-section steel structures such as structural steel columns and the like according to a mode of 'two layers and one crane', and small-section steel structures such as shear steel plates and the like according to a mode of 'one layer and one crane', so that the construction speed is increased.
(3) The construction method of the integral steel platform for the multi-cylinder steel plate shear wall is convenient to construct, high in mechanization degree and good in popularization value.
Further, in the climbing state of the steel platform, the climbing steel column is supported at the top end of the core tube shear wall and is used as a support and a track of the steel platform, so that the normal climbing of the steel platform is realized. And 2-4 connecting beams are distributed at the corners of each steel platform unit, and the connecting beams are vertically erected above the upright posts of the steel platform system. Considering the structural form of the steel platform system, 2 connecting beams can be arranged at the corners of the steel platform in the end part or in the area with low stress requirements, and 3 or 4 connecting beams can be arranged at the corners of the steel platform in the middle part of the steel platform system or in the area with high stress requirements. Each connecting beam is fixedly connected with the top beam of the corresponding steel platform system in the north-south direction or the east-west direction. Connecting beams are arranged at the corners of the steel platform units, so that large-section hidden columns such as structural steel columns embedded in the core tube shear wall can be hoisted through two layers of one crane, the number of horizontal welding seams of the steel structure is reduced, the welding workload is reduced, and the construction speed is increased.
Further, according to the thickness of the core tube shear wall body, the climbing steel column is arranged in three modes of a wall body thickness maximum area, a wall body thicker area and a wall body thinner area:
the first type is a region which is free of shear steel plates or provided with shear steel plates and has the maximum thickness of the wall body of the core tube shear wall, and the climbing steel column is directly tightly supported at the top end of the core tube shear wall;
in the second area with the shear steel plate and thicker wall body of the core tube, a section steel supporting leg is added on one side of the shear steel plate, the section steel supporting leg and the shear steel plate are connected into a whole through a jacking, and the climbing steel column is tightly supported at the top end of the shear wall of the core tube;
and thirdly, a section steel supporting leg is added at two sides of the shear steel plate in a thinner wall area, the section steel supporting legs are connected into a whole through a supporting rod, and the climbing steel column is tightly supported on the supporting rod above the shear steel plate so as to avoid the shear steel plate.
Further, in order to provide stable support for the climbing of the steel platform, the profile steel support legs are welded with the bottoms of the top supports, and the climbing steel columns are fixed to the upper portions of the top supports through bolts.
Further, the connecting beam is integrally installed with a top beam of the steel platform system or is fixedly connected with the top beam after the top beam is installed, the connecting beam Liang Weisuo is a beam between the steel platform units, and the top beam is a beam of each steel platform unit. That is, when the steel platform system is installed, part of the connecting beams and the top beam are of an integrated structure, the steel platform system is installed at the same time, the construction is carried out after part of the connecting beams, the top beam is installed first, and then the connecting beams are fixedly connected to the top beam, so that the whole bearing capacity of the steel platform is ensured to meet the design requirement.
Further, the connecting beam arrangement principle is as follows: under the condition of ensuring the bearing capacity of the steel platform system, the space between the connecting beams is increased as much as possible by referring to the structural plane layout between the core tube frames; the structural steel column should be avoided; the number of vertical segments of the steel structure is reduced as much as possible. The two layers of one crane can be realized by optimizing the beam connecting position of the steel platform, and the number of horizontal welding seams of the structural steel column is reduced, so that the welding workload is reduced. Of course, the connecting beam arrangement should be combined with the steel structure sections and the in-place sequence, so that the length of the vertical sections of the steel structure is reduced as much as possible, the number of vertical welding seams is reduced, and the construction speed is increased. By optimizing the arrangement form of the steel platform connecting beams for the construction of the core tube steel plate shear wall, smooth positioning and installation of a general steel structure under the condition of not dismantling or dismantling the connecting beams as little as possible are ensured to the maximum extent, the number of horizontal and vertical welding seams of the steel structure is greatly reduced, the waste of manpower and materials is reduced, the construction speed of the core tube steel structure is accelerated, the construction efficiency is improved, and the cost is saved.
The invention also provides a construction method of the integral steel platform for the multi-cylinder steel plate shear wall, which comprises the following steps:
step one: the integral steel platform for the multi-cylinder steel plate shear wall is installed, and when a steel platform system is arranged, connecting beams are distributed at the corners of the steel platform units, the distance between the connecting beams is increased as much as possible, and preparation is made for hoisting structural steel columns in a 'two-layer one-hoisting' mode;
step two: after the integral steel platform for the multi-barrel steel plate shear wall is installed, the integral steel platform is positioned at the top of the (n-1) th frame core barrel shear wall with the construction of the concrete structure, the structural steel column is hoisted, and the template system is fixed on the core barrel shear wall body through a template fixing piece;
step three: the integral steel platform for the multi-cylinder steel plate shear wall climbs one layer height;
step four: binding steel bars of a structural steel column in the nth frame core tube shear wall, and hoisting a shear steel plate and a connecting beam steel rib in the nth frame core tube shear wall;
step five: respectively binding a shear steel plate in an nth frame core tube shear wall and steel bars of a connecting beam steel rib, positioning a template, fastening a template fixing piece, and performing concrete pouring and concrete curing by using a concrete spreader arranged at the top of a steel platform system;
step six: the integral steel platform for the multi-cylinder steel plate shear wall climbs one layer height;
step seven: binding steel bars of structural steel columns in the (n+1) th frame core tube shear wall, and hoisting shear steel plates and connecting beam steel bones in the (n+1) th frame core tube shear wall;
step eight: respectively binding a shear steel plate in the (n+1) th frame core tube shear wall and steel bars of a connecting beam steel rib, positioning a template, fastening a template fixing piece, and performing concrete pouring and concrete curing by using a concrete spreader arranged at the top of a steel platform system;
step nine: and repeating the third step to the eighth step until the construction of all the core tube shear walls is completed, wherein n is a natural number greater than 5.
Further, the steel structure is segmented by combining the connecting beam positions, so that horizontal welding seams of the steel structure are reduced as much as possible, and the steel structure segment segmentation principle is as follows: firstly, the hoisting of the structural steel column is not influenced by a connecting beam, and the structural steel column is not touched when the steel platform climbs; secondly, hoisting the shear steel plate after the steel platform is lifted, and removing the connecting beam is not needed during hoisting; thirdly, hoisting the beam connecting steel bones after the structural steel columns and the shear steel plates are hoisted. The number of welding seams and the hoisting times of the steel structure can be reduced to the greatest extent by optimizing the sectional hoisting mode of the core tube steel structure, normal climbing of a steel platform system is not influenced, safety of the steel platform system is guaranteed, construction speed of the steel structure is greatly increased, and construction period is effectively saved.
Drawings
FIG. 1 is a plan view of an integral steel platform for a multi-tube steel plate shear wall in accordance with an embodiment of the present invention;
FIGS. 2 to 8 are flowcharts of steps two to eight in the construction method in the case of A-A cross section in FIG. 1;
FIG. 9 is a schematic view of installation of climbing steel columns in the region of maximum wall thickness of a core tube shear wall;
FIG. 10 is a schematic view of installation of climbing steel columns in areas of greater core tube shear wall thickness;
FIG. 11 is a schematic view of climbing steel column installation in a region of a core tube shear wall of reduced thickness.
In the figure:
11-connecting beams and 12-upright posts; 20-template systems, 30-core tube shear walls, 31-structural steel columns, 32-shear steel plates and 33-beam-connected steel bones; 41-climbing steel columns, 42-profile steel supporting legs and 43-supporting; 51-reinforcing bars of structural steel columns.
Detailed Description
The invention provides an integral steel platform for a multi-cylinder steel plate shear wall and a construction method thereof, and the integral steel platform is further described in detail below with reference to the accompanying drawings and specific embodiments. Advantages and features of the invention will become more apparent from the following description and from the claims. It should be noted that the drawings are in a very simplified form and are all to a non-precise scale, merely for convenience and clarity in aiding in the description of embodiments of the invention. For convenience of description, the "upper" and "lower" described below are consistent with the upper and lower directions of the drawings, but this should not be construed as a limitation of the technical scheme of the present invention.
Example 1
In this embodiment, taking an item as an example, the composition of the integral steel platform for the multi-cylinder steel plate shear wall according to the present invention will be described in detail with reference to fig. 1 to 11. In the project, the core tube is provided with 18 palace lattices, and the area of each palace lattice is small, so that a tube frame supporting type steel platform is difficult to arrange, and a steel column tube frame alternating supporting type hydraulic climbing integral steel platform is adopted. But a large number of steel structures are embedded in the core tube shear wall of the project, and extremely high design requirements are put on a steel platform. In the project implementation process, the structural construction speed is accelerated by adopting measures such as optimizing steel structure segments, strictly controlling the hoisting sequence, increasing the distance between the steel platform and the connecting beam, designing climbing steel column shelving devices, optimizing construction steps and the like, the speed can be increased by about 40% compared with the traditional process, and the speed can be increased by 7 days/layer on the steel plate shear wall structure layer.
The integral steel platform for the multi-cylinder steel plate shear wall comprises a steel platform system (not shown), a template system 20, a scaffold system (not shown), a support system (not shown) and a steel column climbing system (not shown), wherein a core cylinder is of a grid structure formed by a plurality of core cylinder frames, preformed holes (not shown) are formed in the core cylinder shear wall 30 at intervals along the height direction, the steel platform system extends along the cross section of the core cylinder shear wall 30, the steel platform system connects a plurality of steel platform units (not shown) into a whole through connecting beams 11, each steel platform unit is correspondingly arranged above the corresponding core cylinder frame, the template system 20 is fixedly arranged on two sides of the core cylinder shear wall 30 after being connected through split bolts, the scaffold system is fixedly connected to the lower part of the steel platform system, the support system is fixedly arranged below the steel platform system, structural steel columns 31, shear steel plates 32 and connecting beams 33 are buried in the core cylinder shear wall 30, the connecting beams 11 are distributed at corners of the steel platform units, and hoisting is convenient for the structural steel columns to take two-layer heights as units.
Specifically, through deep design, auditing processing and optimizing a hoisting scheme on a pre-buried steel structure in the core tube shear wall 30, the development and the development of core tube structure construction and die carrier equipment are integrated, and the running water construction can be greatly realized. The construction is carried out in a pipelining mode by dividing two climbing beats: in the first climbing beat, after the steel platform climbs in place, the shear steel plate 32 and the connecting beam steel rib 33 are constructed in a one-layer one-crane manner, and are bound with the steel bars 51 of the structural steel columns in the two-layer one-crane region to form a running water construction; at the second climbing beat, the shear steel plate 32 and the connecting beam steel rib 33 are hoisted in a one-layer one-hoisting construction mode, at this time, the steel bars 51 of the structural steel columns in the two-layer one-hoisting area are bound to form running water, and the steel bars of the shear steel plate 32 and the connecting beam steel rib 33 in the one-layer one-hoisting area are bound to form running water, and the construction of the structural steel columns 31 in the two-layer one-hoisting area can be formed. Therefore, the welding of the steel structure and the binding labor force of the steel bars can be greatly reduced, and the construction speed is greatly improved.
Further, in the climbing state of the steel platform, the climbing steel column 41 is supported at the top end of the core tube shear wall 30 and serves as a support and a track of the steel platform, so that the normal climbing of the steel platform is realized. 2-4 connecting beams 11 are distributed at the corner of each steel platform unit, and the connecting beams 11 are vertically erected at the top ends of the upright posts 12 of the steel platform system. Considering the structural form of the steel platform system, 2 connecting beams 11 can be arranged at the corners of the steel platform in the end part or in the area with low stress requirements, and 3 or 4 connecting beams 11 can be arranged at the corners of the steel platform in the middle part of the steel platform system or in the area with high stress requirements. Each tie beam 11 is fixedly connected to a top beam (not shown) of a corresponding north-south or east-west steel platform system. Connecting beams 11 are arranged at the corners of the steel platform units, so that large-section hidden columns such as structural steel columns 31 embedded in the core tube shear wall 30 can be hoisted by two layers and one crane. Therefore, the number of horizontal welding seams of the steel structure is reduced, the welding workload is reduced, and the construction speed is improved. Of course, the number of the connecting beams 11 can be additionally increased according to the stress requirement or design reason, and can be adjusted according to practical situations, and the method is not limited.
More preferably, in this embodiment, the climbing steel columns 41 are arranged in three forms, namely, a region with the maximum wall thickness, a region with a thicker wall thickness and a region with a thinner wall thickness, according to the thickness of the core tube shear wall:
the first type is that the climbing steel column 41 is directly tightly supported at the top end of the core tube shear wall 30 in the area of no shear steel plate 32 or the area of the shear steel plate 32 with the maximum thickness of the core tube shear wall body;
in the second area with the shear steel plate 32 and thicker wall body of the core tube, a section steel supporting leg 42 is added on one side of the shear steel plate 32, the section steel supporting leg 42 and the shear steel plate 32 are connected into a whole through a supporting leg 43, and a climbing steel column 41 is tightly supported at the top end of the shear wall 30 of the core tube;
and in the third type, a shear steel plate 32 is arranged in a thinner wall area, steel support legs 42 are added on two sides of the shear steel plate 32, the steel support legs 42 are connected into a whole through a support 43, and climbing steel columns 41 are tightly supported on the support 43 above the shear steel plate 32, so that the position of the shear steel plate 32 is avoided.
More preferably in this embodiment, in order to provide stable support for the climbing of the steel platform, the profile steel leg 42 is welded to the bottom of the top support 43, and the climbing steel column 41 is bolted to the top of the top support 43.
More preferably in this embodiment, the connecting beam 11 is integrally installed with the top beam of the steel platform system or forms a fixed connection with the top beam after the top beam is installed, the connecting beam 11 being a beam between the steel platform units, the top beam being a beam of each steel platform unit. That is, when the steel platform system is installed, part of the connecting beams 11 and the top beams are in an integrated structure, and are installed at the same time, and after the part of the connecting beams 11 are constructed, the top beams are installed first and then fixedly connected to the top beams, so that the whole bearing capacity of the steel platform is ensured to meet the design requirement.
More preferably, in this embodiment, the connecting beam 11 is arranged as follows: under the condition of ensuring the bearing capacity of the steel platform system, the space between the connecting beams 11 is increased as much as possible by referring to the structural plane layout between the core tube frames; the large-section steel structure such as the structural steel column 31 should be avoided; the number of vertical segments of the steel structure is reduced as much as possible. By optimizing the positions of the steel platform connecting beams 11, two layers of one crane can be realized, and the number of horizontal welding seams of the structural steel columns 31 is reduced, so that the welding workload is reduced. Of course, the arrangement of the connecting beams 11 should be combined with the steel structure sections and the in-place sequence, so that the length of the vertical sections of the steel structure is reduced as much as possible, the number of vertical welding seams is reduced, and the construction speed is increased. By optimizing the arrangement form of the steel platform connecting beams 11 for the construction of the core tube steel plate shear wall, smooth positioning and installation of a large amount of steel structures under the condition of not disassembling or disassembling the connecting beams as little as possible are ensured to the greatest extent, the number of horizontal and vertical welding seams of the steel structures is greatly reduced, the waste of manpower and materials is reduced, the construction speed of the core tube steel structures is accelerated, the construction efficiency is improved, and the cost is saved. Example two
The invention also provides a construction method of the integral steel platform for the multi-cylinder steel plate shear wall, which comprises the following steps:
step one: the integral steel platform for the multi-barrel steel plate shear wall is installed, when a steel platform system is arranged, the connecting beams 11 are distributed at the corners of the steel platform units, the distance between the connecting beams 11 is increased as much as possible, and preparation is made for hoisting the structural steel columns 31 in a mode of adopting two layers and one crane in the follow-up mode;
step two: after the integral steel platform for the multi-tube steel plate shear wall is installed, the integral steel platform is positioned at the top of the (n-1) th frame core tube shear wall with the construction of the concrete structure, the structural steel column 31 is hoisted, and the template system 20 is fixed on the wall body of the core tube shear wall 30 through a template fixing piece (not shown);
step three: the integral steel platform for the multi-cylinder steel plate shear wall climbs one layer height;
step four: binding steel bars 51 of a structural steel column in the nth frame core barrel shear wall, and hoisting a shear steel plate 32 and a connecting beam steel rib 33 in the nth frame core barrel shear wall;
step five: respectively binding steel bars of a shear steel plate 32 and a connecting beam steel rib 33 in the nth frame core tube shear wall, positioning a template, fastening a template fixing piece, and performing concrete pouring and concrete curing by using a concrete spreader arranged at the top of the steel platform system;
step six: the integral steel platform for the multi-cylinder steel plate shear wall climbs one layer height;
step seven: binding steel bars 51 of a structural steel column in the (n+1) th frame core tube shear wall, and hoisting a shear steel plate 32 and a connecting beam steel rib 33 in the (n+1) th frame core tube shear wall;
step eight: binding steel bars of a shear steel plate 32 and a connecting beam steel rib 33 in the (n+1) th frame core tube shear wall respectively, positioning a template, fastening a template fixing piece, performing concrete pouring and performing concrete curing by using a concrete spreader arranged at the top of a steel platform system;
step nine: and repeating the third step to the eighth step until the construction of all the core tube shear walls is completed, wherein n is a natural number greater than 5.
And combining the positions of the connecting beams 11, dividing the steel structure into sections, and reducing horizontal welding seams of the steel structure as much as possible, wherein the steel structure section dividing principle is as follows: firstly, the hoisting of the structural steel column 31 is not influenced by the connecting beam 11, and the structural steel column 31 is not touched when the steel platform climbs; secondly, hoisting the shear steel plate 32 after the steel platform is lifted, and removing the connecting beam 11 is not needed during hoisting; thirdly, hoisting the beam connecting steel ribs 33 after the structural steel columns 31 and the shear steel plates 32 are hoisted. The number of welding seams and the hoisting times of the steel structure can be reduced to the greatest extent by optimizing the sectional hoisting mode of the core tube steel structure, normal climbing of a steel platform system is not influenced, safety of the steel platform system is guaranteed, construction speed of the steel structure is greatly increased, and construction period is effectively saved.
In summary, according to the integral steel platform for the multi-cylinder steel plate shear wall and the construction method, the connecting beams are distributed at the corners of the steel platform units by optimizing the connecting beam arrangement scheme of the existing steel platform, and the connecting beam spacing is increased as much as possible under the condition of ensuring the bearing capacity of the steel platform, so that smooth positioning and installation of a large amount of steel structural members are realized under the condition that the connecting beams are not disassembled or are not disassembled as much as possible. Moreover, by adopting a deepening technology for optimizing the steel structure, the number of horizontal welding seams of the steel structure is reduced as much as possible, and the large-section steel structures such as structural steel columns and the like are processed in a mode of two layers and one crane, and the small-section steel structures such as shear steel plates and the like are processed in a mode of one layer and one crane, so that the construction speed is increased. In addition, the construction method of the integral steel platform for the multi-cylinder steel plate shear wall is convenient to construct, high in mechanization degree and good in popularization value.
The above description is only illustrative of the preferred embodiments of the present invention and is not intended to limit the scope of the present invention, and any alterations and modifications made by those skilled in the art based on the above disclosure shall fall within the scope of the appended claims.
Claims (6)
1. The integral steel platform for the multi-tube steel plate shear wall comprises a steel platform system, a template system, a scaffold system, a support system and a steel column climbing system, wherein a core tube is of a grid structure formed by a plurality of core tube frames, reserved holes are formed in the core tube shear wall at intervals along the height direction, the steel platform system extends along the cross section of the core tube shear wall, the steel platform system connects a plurality of steel platform units into a whole through connecting beams, each steel platform unit is correspondingly arranged above the matched core tube frame, the template system is fixedly arranged on two sides of the core tube shear wall after being connected through split bolts, the scaffold system is fixedly connected to the lower part of the steel platform system, and the support system is fixedly arranged below the steel platform system; 2-4 connecting beams are distributed at the corner of each steel platform unit, and the connecting beams are vertically erected above the upright posts of the steel platform system;
according to the thickness of the core tube shear wall body, climbing steel columns are arranged in three modes of a wall body thickness maximum area, a wall body thickness thicker area and a wall body thickness thinner area:
the first type is a region which is free of shear steel plates or provided with shear steel plates and has the maximum thickness of the wall body of the core tube shear wall, and the climbing steel column is directly tightly supported at the top end of the core tube shear wall;
in the second area with the shear steel plate and thicker wall body of the core tube, a section steel supporting leg is added on one side of the shear steel plate, the section steel supporting leg and the shear steel plate are connected into a whole through a jacking, and the climbing steel column is tightly supported at the top end of the shear wall of the core tube;
and thirdly, a section steel supporting leg is added at two sides of the shear steel plate in a thinner wall area, the section steel supporting legs are connected into a whole through a supporting rod, and the climbing steel column is tightly supported on the supporting rod above the shear steel plate so as to avoid the shear steel plate.
2. The integral steel platform for a multi-tube steel plate shear wall of claim 1, wherein the section steel leg is welded to the bottom of the top brace, and the climbing steel column is bolted to the top of the top brace.
3. The integral steel platform for a multi-barrel steel plate shear wall of claim 1, wherein the tie beams are integrally mounted with or form a fixed connection with the top beams of the steel platform system after the top beams are mounted, the beams between the tie Liang Weisuo steel platform units, the top beams being the beams of each of the steel platform units.
4. The integral steel platform for a multi-tube steel plate shear wall of claim 1, wherein the tie beam arrangement principle is as follows: under the condition of ensuring the bearing capacity of the steel platform system, the space between the connecting beams is increased as much as possible by referring to the structural plane layout between the core tube frames; the structural steel column should be avoided; the number of vertical segments of the steel structure is reduced as much as possible.
5. A method of constructing a monolithic steel platform for a multi-vessel steel shear wall as claimed in any one of claims 1 to 4, comprising the steps of:
step one: the integral steel platform for the multi-cylinder steel plate shear wall is installed, and when a steel platform system is arranged, connecting beams are distributed at the corners of the steel platform units, the distance between the connecting beams is increased as much as possible, and preparation is made for hoisting structural steel columns in a 'two-layer one-hoisting' mode;
step two: after the integral steel platform for the multi-barrel steel plate shear wall is installed, the integral steel platform is positioned at the top of the (n-1) th frame core barrel shear wall with the construction of the concrete structure, the structural steel column is hoisted, and the template system is fixed on the core barrel shear wall body through a template fixing piece;
step three: the integral steel platform for the multi-cylinder steel plate shear wall climbs one layer height;
step four: binding steel bars of a structural steel column in the nth frame core tube shear wall, and hoisting a shear steel plate and a connecting beam steel rib in the nth frame core tube shear wall;
step five: respectively binding a shear steel plate in an nth frame core tube shear wall and steel bars of a connecting beam steel rib, positioning a template, fastening a template fixing piece, and performing concrete pouring and concrete curing by using a concrete spreader arranged at the top of a steel platform system;
step six: the integral steel platform for the multi-cylinder steel plate shear wall climbs one layer height;
step seven: binding steel bars of structural steel columns in the (n+1) th frame core tube shear wall, and hoisting shear steel plates and connecting beam steel bones in the (n+1) th frame core tube shear wall;
step eight: respectively binding a shear steel plate in the (n+1) th frame core tube shear wall and steel bars of a connecting beam steel rib, positioning a template, fastening a template fixing piece, and performing concrete pouring and concrete curing by using a concrete spreader arranged at the top of a steel platform system;
step nine: and repeating the third step to the eighth step until the construction of all the core tube shear walls is completed, wherein n is a natural number greater than 5.
6. The construction method according to claim 5, wherein the steel structure is segmented in combination with the beam connecting position, horizontal welding seams of the steel structure are reduced as much as possible, and the steel structure segment segmentation principle is as follows: firstly, the hoisting of the structural steel column is not influenced by a connecting beam, and the structural steel column is not touched when the steel platform climbs; secondly, hoisting the shear steel plate after the steel platform is lifted, and removing the connecting beam is not needed during hoisting; thirdly, hoisting the beam connecting steel bones after the structural steel columns and the shear steel plates are hoisted.
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| CN112878654A (en) * | 2019-11-29 | 2021-06-01 | 中冶(上海)钢结构科技有限公司 | Building method of corridor type safe operation platform for installing core tube steel rib column |
| CN115306152B (en) * | 2022-10-12 | 2022-12-16 | 上海建工一建集团有限公司 | Large-inclination-angle inclined wall folding and separating jacking type steel platform construction device and method |
| CN116816063B (en) * | 2023-08-30 | 2024-01-16 | 上海建工一建集团有限公司 | Combined type integral climbing steel platform equipment capable of sliding in split manner and use method |
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