CN113931313B - Construction method of super high-rise core tube horizontal structure - Google Patents

Construction method of super high-rise core tube horizontal structure Download PDF

Info

Publication number
CN113931313B
CN113931313B CN202111230934.0A CN202111230934A CN113931313B CN 113931313 B CN113931313 B CN 113931313B CN 202111230934 A CN202111230934 A CN 202111230934A CN 113931313 B CN113931313 B CN 113931313B
Authority
CN
China
Prior art keywords
core tube
main
platform
steel
template
Prior art date
Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
Active
Application number
CN202111230934.0A
Other languages
Chinese (zh)
Other versions
CN113931313A (en
Inventor
王兴俊
葛猛
左武鹏
Current Assignee (The listed assignees may be inaccurate. Google has not performed a legal analysis and makes no representation or warranty as to the accuracy of the list.)
China Civil Engineering Construction Corp
Original Assignee
China Civil Engineering Construction Corp
Priority date (The priority date is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the date listed.)
Filing date
Publication date
Application filed by China Civil Engineering Construction Corp filed Critical China Civil Engineering Construction Corp
Priority to CN202111230934.0A priority Critical patent/CN113931313B/en
Publication of CN113931313A publication Critical patent/CN113931313A/en
Application granted granted Critical
Publication of CN113931313B publication Critical patent/CN113931313B/en
Active legal-status Critical Current
Anticipated expiration legal-status Critical

Links

Classifications

    • 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
    • E04B1/3404—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 supported by masts or tower-like structures
    • 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
    • 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
    • E04G11/00—Forms, shutterings, or falsework for making walls, floors, ceilings, or roofs
    • E04G11/02—Forms, shutterings, or falsework for making walls, floors, ceilings, or roofs for rooms as a whole by which walls and floors are cast simultaneously, whole storeys, or whole buildings
    • 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
    • E04G11/00—Forms, shutterings, or falsework for making walls, floors, ceilings, or roofs
    • E04G11/06—Forms, shutterings, or falsework for making walls, floors, ceilings, or roofs for walls, e.g. curved end panels for wall shutterings; filler elements for wall shutterings; shutterings for vertical ducts
    • E04G11/20—Movable forms; Movable forms for moulding cylindrical, conical or hyperbolical structures; Templates serving as forms for positioning blocks or the like
    • 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
    • E04G11/00—Forms, shutterings, or falsework for making walls, floors, ceilings, or roofs
    • E04G11/06—Forms, shutterings, or falsework for making walls, floors, ceilings, or roofs for walls, e.g. curved end panels for wall shutterings; filler elements for wall shutterings; shutterings for vertical ducts
    • E04G11/20—Movable forms; Movable forms for moulding cylindrical, conical or hyperbolical structures; Templates serving as forms for positioning blocks or the like
    • E04G11/28—Climbing forms, i.e. forms which are not in contact with the poured concrete during lifting from layer to layer and which are anchored in the hardened concrete
    • 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
    • E04G11/00—Forms, shutterings, or falsework for making walls, floors, ceilings, or roofs
    • E04G11/36—Forms, shutterings, or falsework for making walls, floors, ceilings, or roofs for floors, ceilings, or roofs of plane or curved surfaces end formpanels for floor shutterings
    • 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
    • E04G13/00—Falsework, forms, or shutterings for particular parts of buildings, e.g. stairs, steps, cornices, balconies foundations, sills
    • E04G13/04—Falsework, forms, or shutterings for particular parts of buildings, e.g. stairs, steps, cornices, balconies foundations, sills for lintels, beams, or transoms to be encased separately; Special tying or clamping means therefor
    • 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
    • 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
    • E04G3/30—Mobile scaffolds; Scaffolds with mobile platforms suspended by flexible supporting elements, e.g. cables
    • 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
    • E04G3/30—Mobile scaffolds; Scaffolds with mobile platforms suspended by flexible supporting elements, e.g. cables
    • E04G3/32—Hoisting devices; Safety devices
    • 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
    • E04G5/00—Component parts or accessories for scaffolds
    • E04G5/04—Means for fastening, supporting, or bracing scaffolds on or against building constructions
    • E04G5/046—Means for fastening, supporting, or bracing scaffolds on or against building constructions for fastening scaffoldings on walls
    • 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
    • E04B2001/3588—Extraordinary methods of construction, e.g. lift-slab, jack-block using special lifting or handling devices, e.g. gantries, overhead conveying rails
    • 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

Abstract

The application provides a construction method of a horizontal structure of an ultra-high-rise core tube, which comprises the following steps: constructing a beam plate at a preset height of the core tube along the vertical direction of the core tube; and taking the beam plate with the built preset height as a construction platform, and constructing the beam plate above and below the construction platform simultaneously along the vertical direction of the core tube. According to the application, a layer of beam plate is firstly constructed at the preset or appointed height of the core tube, the constructed beam plate is used as a construction platform, and then construction is carried out on the upper side of the construction platform, the lower side of the construction platform and the beam plate under construction from the lowest side to the construction platform at the same time, so that the construction efficiency can be improved in a multiplied manner, and the construction period can be shortened. The application can ensure the construction safety during the concrete pouring.

Description

Construction method of super high-rise core tube horizontal structure
Technical Field
The application belongs to the technical field of building construction, and particularly relates to a construction method of a horizontal structure of an ultra-high-rise core tube.
Background
The super high-rise core tube is positioned at the center of the plane of the super high-rise building, is a central core tube formed by enclosing an elevator shaft, stairs, a ventilation shaft, a cable shaft, a public toilet and part of equipment room, and forms an outer frame inner cylinder structure with a peripheral frame, so as to form a reinforced concrete structure by concrete pouring. The structure is favorable for structural stress, has excellent shock resistance, and is a mainstream structural form widely adopted by international super high-rise buildings.
Disclosure of Invention
The application provides a construction method of a horizontal structure of an ultra-high-rise core tube, which aims to overcome the problems existing in the related art at least to a certain extent.
According to the embodiment of the application, the application provides a construction method of a horizontal structure of a super high-rise core tube, which comprises the following steps:
constructing a beam plate at a preset height of the core tube along the vertical direction of the core tube;
and taking the beam plate with the built preset height as a construction platform, and constructing the beam plate above and below the construction platform simultaneously along the vertical direction of the core tube.
In the construction method of the super high-rise core tube horizontal structure, the process of constructing the beam plate at the preset height of the core tube along the vertical direction of the core tube is as follows:
assembling a die-lowering system on the completed structural beam slab, wherein the die-lowering system comprises a hanging platform, a main platform, a connecting rod, a lifting system and a scaffold, the hanging platform is connected with the main platform through the connecting rod, the scaffold is arranged on the hanging platform, and the lifting system is used for lifting the hanging platform, the main platform, the connecting rod and the scaffold;
lifting the die body lowering system to a preset height of the core tube by utilizing a tower crane;
carrying out temporary lifting and fixing on the die body lowering system by utilizing a lifting system;
mounting bearing angle steel below the main platform, wherein the bearing angle steel is used for supporting the main platform, and the bearing angle steel and the lifting system are utilized to jointly bear the integral load of the die body lowering system;
binding steel bars at the top of the main platform and pouring concrete to complete construction of a beam slab with a preset height in the core tube.
Further, the process of assembling the die-down system on the completed structural beam slab is as follows:
assembling a hanging platform on the completed structural beam plate;
assembling a main platform on a hanging platform;
lifting the main platform to a preset height of the core tube by using a lifting system;
a connecting rod is arranged between the hanging platform and the main platform;
the scaffold is positioned between the main platform and the hanging platform, and the scaffold is arranged on the hanging platform.
Still further, hang the platform and include main girder steel, secondary girder steel, first angle steel and first template, its assembly process is:
arranging a main steel beam on the completed structural beam plate;
a secondary steel beam is fixedly arranged on the primary steel beam along the horizontal direction of the core tube, and the primary steel beam and the secondary steel beam are arranged in a crisscross manner;
the first angle steel is fixedly arranged on the main steel beam and fixedly connected with the secondary steel beam along the direction parallel to the secondary steel beam;
and paving a first template on the top surfaces of the secondary steel beam and the first angle steel, and fixedly connecting the first template with the secondary steel beam.
Still further, the main platform includes first girder, connecting piece, floor template system and beam template system, and its assembly process is:
a first girder is arranged on a first template in the hanging platform along the direction parallel to the secondary girder; welding a connecting piece on the first main beam along the vertical direction of the core tube;
assembling a floor slab template system on the connecting piece;
a beam template system is disposed on the first main beam.
Still further, floor template system includes second girder, secondary beam, second angle steel and second template, and its assembly process is:
welding a second girder on the connecting piece along the direction parallel to the first girder;
a secondary beam is arranged on a second main beam along the horizontal direction of the core tube, and the second main beam and the secondary beam are arranged in a crisscross manner;
a second angle steel is fixedly arranged on the second main beam along the direction parallel to the secondary beam and positioned at one side of the secondary beam; fixedly connecting the second angle steel with the secondary beam;
and paving a second template on the top surfaces of the secondary beam and the second angle steel, and fixedly connecting the second template with the secondary beam.
Still further, the beam template system includes transverse beam, tripod, longitudinal beam, beam bottom template, beam side template and longitudinal square pipe, and its assembly process is:
a transverse beam is arranged on the first main beam along the horizontal direction of the core tube, and the first main beam and the transverse beam are arranged in a crisscross manner;
a tripod is arranged on the transverse beam along the direction parallel to the transverse beam;
a longitudinal beam is welded above the transverse beam between two adjacent tripods, a beam bottom template is paved above the longitudinal beam, and the beam bottom template and the longitudinal beam are fixedly connected; mounting concrete beam side templates at two sides of a beam bottom template, mounting longitudinal square tubes at the outer sides of the concrete beam side templates, and fixedly connecting the concrete beam side templates with the longitudinal square tubes;
the transverse beam adopts two back-to-back channel steels, the two channel steels are connected through a pin, a tensioning screw rod is hinged on the pin, the opposite ends of the tensioning screw rod and the hinged end of the pin penetrate out along the direction perpendicular to the bevel edge of the tripod, and a fastening nut on the tripod is used for tightening the tensioning screw rod.
Still further, the hoisting system comprises a steel wire rope and a chain block, wherein the steel wire rope is used for encircling a concrete beam above the die body lowering system, the upper end of the chain block is hung on the steel wire rope, and the lower end of the chain block is connected with the first main beam.
Further, the connecting rod comprises a large rod and a small rod, one end of the small rod is inserted into the large rod, drilling holes are formed in the large rod and the small rod, and the large rod and the small rod are connected through the drilling holes and the pins.
Still further, install bearing angle steel specifically includes under the main platform:
bearing angle steel is arranged on the bottom surfaces of the first main girder, the second main girder, the secondary girder and the transverse girder;
the bearing angle steel is fixedly connected with the wall body of the core tube by utilizing bolts, so that the first main beam, the second main beam, the secondary beam and the transverse beam are fixedly connected with the wall body of the core tube, and the bearing angle steel supports the main platform.
Furthermore, the construction method of the super high-rise core tube horizontal structure further comprises the step of dismantling bearing angle steel installed on the bottom surfaces of the first main beam, the second main beam, the secondary beam and the transverse beam after the concrete beam plate reaches a form dismantling condition, and the lifting system is used for bearing the hanging platform, the main platform, the connecting rod and the scaffold independently.
Further, the construction method of the super high-rise core tube horizontal structure further comprises the steps of unscrewing fastening nuts on a tripod in a beam template system, and moving the concrete beam side template backwards to separate the concrete beam side template from the concrete beam plate; and releasing the chain block in the lifting system, and automatically separating the die lowering system from the concrete beam slab under the action of dead weight to complete die stripping.
Further, the construction method of the super high-rise core tube horizontal structure further comprises the steps of continuously loosening the chain block, lowering the die body system onto a new installed bearing angle steel, and detaching the chain block from a steel wire rope in the lifting system to finish the stress conversion of the die body system;
the steel wire rope is wound on the concrete beam above the die body lowering system, the upper end of the handle chain block is hung on the steel wire rope, the lower end of the handle chain block is connected with the first main beam in the main platform, the chain block is tensioned, the common stress of the chain block and the bearing angle steel is realized, and a new round of concrete pouring is started.
According to the above specific embodiments of the present application, at least the following advantages are achieved: according to the construction method of the super high-rise core tube horizontal structure, a layer of floor slab is firstly constructed at the preset or appointed height of the core tube, the constructed floor slab is used as a construction platform, and then construction is carried out on the upper side of the construction platform, the lower side of the construction platform and the beam slab under construction from the lowest side to the construction platform at the same time, so that the construction efficiency can be improved in a multiplied mode, and the construction period is shortened.
According to the application, the horizontal structure beam plate can be conveniently constructed at the preset or appointed height of the core tube by arranging the hanging platform, the main platform and the lifting system. According to the application, two bearing modes of bearing angle steel bearing and lifting system bearing are set, and the two bearing modes can be used for bearing independently, so that conversion of the two bearing systems can be carried out. The two bearing modes bear the weight simultaneously when the concrete is poured, so that the safety during pouring can be ensured.
It is to be understood that both the foregoing general description and the following detailed description are exemplary and explanatory only and are not restrictive of the scope of the application, as claimed.
Drawings
The accompanying drawings, which are incorporated in and constitute a part of this specification, illustrate embodiments of the application and together with the description, serve to explain the principles of the application.
Fig. 1 is a plan view of a core tube obtained by adopting a construction method of a horizontal structure of a super high-rise core tube according to an embodiment of the present application.
Fig. 2 is a section view of a hanging platform in the construction method of the horizontal structure of the super high-rise core tube according to the specific embodiment of the application.
Fig. 3 is a B-B cross-sectional view of a hanging platform in the construction method of a horizontal structure of a super high-rise core tube according to the embodiment of the present application.
Fig. 4 is a cross-sectional view of a main platform assembled on a hanging platform in the construction method of the super high-rise core tube horizontal structure according to the embodiment of the application.
Fig. 5 is a B-B cross-sectional view of a main platform assembled on a hanging platform in the construction method of a horizontal structure of a super high-rise core tube according to the embodiment of the present application.
Fig. 6 is a section view of A-A of a super high-rise core tube horizontal structure construction method according to an embodiment of the present application, in which a main platform is lifted to a preset height of a core tube by a lifting system.
Fig. 7 is a B-B sectional view of a method for constructing a horizontal structure of a super high-rise core tube according to an embodiment of the present application, in which a main platform is lifted to a predetermined height of the core tube by using a lifting system.
Fig. 8 is a section view A-A of a connecting rod installed between a hanging platform and a main platform in the construction method of the horizontal structure of the super high-rise core tube according to the embodiment of the application.
Fig. 9 is a B-B cross-sectional view of a connecting rod installed between a hanging platform and a main platform in the construction method of a horizontal structure of a super high-rise core tube according to the embodiment of the present application.
Fig. 10 is a section view A-A of a scaffold installed on a hanging platform in the construction method of the horizontal structure of the super high-rise core tube according to the embodiment of the application.
Fig. 11 is a B-B sectional view of a scaffold mounted on a hanging platform in the construction method of a horizontal structure of a super high-rise core tube according to the embodiment of the present application.
Fig. 12 is a section view of A-A of a preset height of a core tube by integrally hoisting a die-lowering system to the core tube by using a tower crane in the construction method of the horizontal structure of the super high-rise core tube according to the embodiment of the application.
Fig. 13 is a B-B sectional view of a method for constructing a horizontal structure of a super high-rise core tube according to an embodiment of the present application, in which a die-lowering system is integrally hoisted to a preset height of the core tube by using a tower crane.
Fig. 14 is a section view of A-A of a method for temporarily lifting and fixing a die body system by using a lifting system in a construction method of a horizontal structure of a super high-rise core tube according to an embodiment of the present application.
Fig. 15 is a B-B sectional view of a method for temporarily lifting and fixing a die body lowering system by using a lifting system in the construction method of a horizontal structure of a super high-rise core tube according to an embodiment of the present application.
Fig. 16 is a section view of A-A of a super high-rise core tube horizontal structure construction method according to the embodiment of the application, wherein the bearing angle steel and the lifting system are utilized to jointly bear load.
Fig. 17 is a B-B sectional view of a super high-rise core tube horizontal structure construction method according to an embodiment of the present application, where load bearing angle steel and a lifting system are used to jointly bear load.
Fig. 18 is a section view A-A of binding steel bars and pouring concrete in a beam formwork system in the construction method of the super high-rise core tube horizontal structure provided by the specific embodiment of the application.
Fig. 19 is a B-B sectional view of binding steel bars and pouring concrete in a beam formwork system in the construction method of the super high-rise core tube horizontal structure according to the embodiment of the application.
Reference numerals illustrate:
1. a core tube wall;
2. a reinforced concrete beam;
3. reinforced concrete beam plates;
4. a finished structural beam plate;
5. hanging a platform; 51. a main steel beam; 52. secondary steel beams; 53. a first angle steel; 54. a first template; 55. A bolt; 56. a connecting bolt;
6. a main platform;
61. a first main beam; 62. a connecting piece;
63. a floor formwork system; 631. a second main beam; 632. a secondary beam; 633. a second angle steel; 634. a second template;
64. a beam template system;
641. a transverse beam; 6411. a pin; 6412. tensioning the screw;
642. a tripod; 6421. a fastening nut;
643. a longitudinal beam; 644. a beam bottom template; 645. a beam side form; 646. a longitudinal square tube;
65. bearing angle steel;
7. lifting the system; 71. a wire rope; 72. chain block;
8. a connecting rod;
9. a scaffold; 91. a base; 92. a vertical rod; 93. a first cross bar; 94. a second cross bar; 95. a springboard; 96. turning plate; 97. a protective net;
10. a tower crane; 20. a hanging belt.
Detailed Description
Reference will now be made in detail to exemplary embodiments, examples of which are illustrated in the accompanying drawings. When the following description refers to the accompanying drawings, the same numbers in different drawings refer to the same or similar elements, unless otherwise indicated. The implementations described in the following exemplary examples do not represent all implementations consistent with the application. Rather, they are merely examples of apparatus and methods consistent with aspects of the application as detailed in the accompanying claims.
In general, the super high-rise building construction adopts the principles of steel structure advance, civil construction immediately followed by core tube advance, outer frame immediately followed by core tube horizontal structure last, and adopts a construction method of unequal height synchronous climbing, namely, the sequence of each sub-project is as follows: the method comprises the steps of core tube stiffness steel construction, core tube shear walls, outer steel columns, steel frame beams, floor construction and core tube horizontal structure construction. By adopting the existing construction mode, the construction of the super high-rise core tube horizontal structure is far delayed from the construction of the core tube wall, and the construction period can be seriously prolonged. In addition, the existing construction mode is adopted, the conditions of multi-working-mode simultaneous operation such as core tube wall construction, steel structure beam installation of an outer frame horizontal structure, building carrier plate installation, steel bar binding and concrete pouring can occur above the core tube horizontal structure surface, the risk of high-altitude falling objects is increased, and serious potential safety hazards can be brought to the lowest core tube horizontal structure construction.
The construction method of the super high-rise core tube horizontal structure provided by the application comprises the following steps:
s1, constructing a beam plate at a preset height of a core tube along the vertical direction of the core tube.
The preset height is set according to specific construction requirements, and at least one preset height is set. For example, for 60 storey super high rise buildings, the preset height may be set to a height of 30 storeys, with one storey beam slab being constructed at the height of 30 storeys. Of course, the preset height can also be set to be 20 layers and 40 layers, and a layer of beam slab is respectively constructed at the heights of 20 layers and 40 layers.
S2, taking the beam plate with the built preset height as a construction platform, and constructing the beam plate above and below the construction platform along the vertical direction of the core tube, so that the construction efficiency is improved in a multiplied manner.
The method for constructing the horizontal structure of the super high-rise core tube provided by the application is adopted to obtain the plane layout diagram of the core tube shown in figure 1.
For example, for 60-layer super high-rise buildings, a layer of beam plates is constructed at a preset height of 30 layers, and the beam plates can be simultaneously constructed to more than 30 layers and less than 30 layers along the vertical direction of the core tube, and meanwhile, the beam plates can be also constructed from the 1 st layer to the 30 th layer.
Compared with the existing construction mode, the construction method of the super high-rise core tube horizontal structure can construct a layer of beam plates at the preset or appointed height of the core tube, the constructed beam plates are used as construction platforms, and then construction is carried out on the upper side of the construction platforms, the lower side of the construction platforms and the first layer of the construction platforms at the same time, so that the construction efficiency can be improved in multiple times, and the construction period is shortened.
It will be appreciated that the horizontal structure of the core tube can be divided into three areas of high, medium and low along the vertical direction of the core tube and constructed simultaneously. The low area is constructed in a common formwork supporting mode, so that the cost can be saved; the middle area and the high area are constructed by adopting the die body lowering system at the same time, so that the construction rhythm can be accelerated, and the construction period can be saved; or the middle area is constructed by adopting a die-sinking system, and the high area is constructed by adopting a horizontal structure with the die-sinking system already constructed as a construction platform and adopting a common die-supporting mode.
After the horizontal structure of the core tube is constructed, the core tube can provide good hard protection for the construction of the lower part, and the safety of constructors of the lower part can be fully ensured.
In the step S1, the beam plate is constructed at a preset height in the core tube along the vertical direction of the core tube, which may be specifically implemented in the following manner:
s11, assembling a die-lowering system on the completed structural beam slab 4, wherein the die-lowering system comprises a hanging platform 5, a main platform 6, a lifting system 7, a connecting rod 8 and a scaffold 9, wherein the hanging platform 5 is connected with the main platform 6 through the connecting rod 8, the scaffold 9 is arranged on the hanging platform 5, and the lifting system 7 is used for lifting the hanging platform 5, the main platform 6, the connecting rod 8 and the scaffold 9.
Specifically, the assembly of the die body system on the completed structural beam slab 4 includes the following steps:
s111, assembling the hanging platform 5 on the completed structural beam plate 4, wherein, as shown in fig. 2 and 3, the hanging platform 5 includes a main steel beam 51, a secondary steel beam 52, a first angle steel 53 and a first template 54.
Specifically, the assembly process of the hanging platform 5 is:
a main steel girder 51 is provided on the completed structural floor slab 4.
Along the horizontal direction of the core tube, a secondary steel beam 52 is arranged on the primary steel beam 51, and the primary steel beam 51 and the secondary steel beam 52 are arranged in a crisscross manner.
The main steel beam 51 and the sub steel beam 52 are fixedly connected by bolts 55.
The first angle steel 53 is welded to the main steel beam 51 along the direction parallel to the secondary steel beam 52 at one side of the secondary steel beam 52, and the first angle steel 53 is fixedly connected to the secondary steel beam 52 by means of a connecting bolt 56.
A first form 54 is laid on top of the secondary steel beam 52 and the first angle steel 53, and the first form 54 is fixedly attached to the secondary steel beam 52 using self tapping. The assembly of the hanging platform 5 is completed.
Specifically, the first template 54 is a scaffold plate.
S112, the main platform 6 is assembled on the hanging platform 5, wherein, as shown in fig. 4 and 5, the main platform 6 includes the first main girder 61, the connection piece 62, the floor formwork system 63 and the girder formwork system 64.
Specifically, the assembly process of the main platform 6 is:
s1121, arranging a first main beam 61 on a first template 54 in the hanging platform 5 along the direction parallel to the secondary steel beam 52; and a connector 62 is welded to the first main beam 61 in the vertical direction of the core tube.
S1122, assembling the floor formwork system 63 on the connecting member 62, wherein the floor formwork system 63 comprises a second main beam 631, a secondary beam 632, a second angle steel 633 and a second formwork 634.
The floor formwork system 63 is assembled as follows:
the second girder 631 is welded on the connection piece 62 in a direction parallel to the first girder 61.
Along the horizontal direction of the core tube, a secondary beam 632 is arranged on the second main beam 631, and the second main beam 631 and the secondary beam 632 are arranged in a crisscross manner.
And a second angle steel 633 is welded on the second main beam 631 along the direction parallel to the secondary beam 632 at one side of the secondary beam 632, and the second angle steel 633 is fixedly connected with the secondary beam 632 by using a connecting bolt.
A second template 634 is laid on top of the secondary beam 632 and the second angle steel 633, and the second template 634 is fixedly connected to the secondary beam 632 by self tapping. To this end, the floor formwork system 63 is assembled.
S1123, a beam template system 64 is provided on the first main beam 61, wherein the beam template system 64 comprises a transverse beam 641, a tripod 642, a longitudinal beam 643, a beam bottom template 644, a beam side template 645 and a longitudinal square tube 646.
The assembly process of the beam template system 64 is:
along the horizontal direction of the core tube, a transverse beam 641 is arranged on the first main beam 61, and the first main beam 61 and the transverse beam 641 are arranged in a crisscross manner. One end of the transverse beam 641 extends to a position 20MM away from the wall body of the core tube, and the transverse beam 641 adopts two back-to-back channel steel, wherein the distance between the two channel steel is 30MM.
A tripod 642 is provided on the transverse beam 641 in a direction parallel to the transverse beam 641. The tripod 642 may be a right angle tripod, which can ensure the perpendicularity of the beam.
Between two adjacent tripods 642, longitudinal beams 643 are welded over transverse beams 641, beam bottom templates 644 are laid over longitudinal beams 643, and beam bottom templates 644 and longitudinal beams 643 are firmly secured together by self-tapping. Concrete beam side templates 645 are installed on both sides of the beam bottom template 644, longitudinal square tubes 646 are installed on the outer sides of the concrete beam side templates 645, and the concrete beam side templates 645 and the longitudinal square tubes 646 are firmly fixed together by self tapping.
The two channel steels of the transverse beam 641 are connected through a pin 6411, a tension screw 6412 is hinged on the pin 6411, the opposite ends of the tension screw 6412 and the hinged end of the pin 6411 penetrate out along the direction perpendicular to the inclined edge of the tripod 642, and when the tension screw 6412 is screwed by a fastening nut 6421 on the tripod 642, the tripod 642 can firmly fix the concrete beam side template 645 and the beam bottom template 644 and ensure the verticality of the concrete beam side.
To this end, the beam template system 64 is assembled.
During die sinking, the tripod 642 and the template system connected with the tripod are slightly moved backwards only by loosening the fastening nut 6421, so that the die sinking requirement can be met.
And S113, lifting the main platform 6 to a preset height of the core tube by utilizing the lifting system 7.
As shown in fig. 6 and 7, the lifting system 7 includes a steel wire rope 71 and a chain block 72, the steel wire rope 71 is wound around a concrete beam above the main platform 6, the upper end of the chain block 72 is hung on the steel wire rope 71, and the lower end thereof is connected with the first main beam 61. The main platform 6 is lifted to a preset height of the core tube by the wire rope 71 and the chain block 72.
S114, installing a connecting rod 8 between the hanging platform 5 and the main platform 6;
specifically, as shown in fig. 8 and 9, steel plates with bolt holes are welded at both ends of the connecting rod 8, and the steel plates at both ends of the connecting rod 8 are connected with the main steel beam 51 in the hanging platform 5 and the first main beam 61 in the main platform 6, respectively, by bolts.
Preferably, the connecting rod 8 is designed as a big rod and a small rod can be inserted into the big rod, the big rod and the small rod are provided with drilling holes, and the big rod and the small rod are connected through the drilling holes and the locking pins. At the place with larger floor height change, the main platform 6 can be pulled up by another set of chain block, the lock pin for connecting the big rod and the small rod is removed, the connecting rod 8 is contracted or lengthened, and the big rod and the small rod are fixed by the lock pin, so that the height of the main platform 6 relative to the hanging platform 5 is adjusted.
S115, the scaffold 9 is arranged between the hanging platform 5 and the main platform 6, and is arranged on the hanging platform 5.
As shown in fig. 10 and 11, the scaffold 9 includes a base 91, a pole 92, a first rail 93, a second rail 94, a springboard 95, a flap 96, and a protection net 97.
The scaffold 9 is installed by the following steps:
a base 91 is mounted on the first formwork 54 in the hanging platform 5, a vertical rod 92 is mounted on the base 91, a first cross rod 93 and a second cross rod 94 are vertically mounted on the vertical rod 92 along the horizontal direction of the core tube, and a gangway 95 is mounted above the first cross rod 93 near the main platform 6. A flap 96 is mounted on the edge of the first template 54 in the hanging platform 5. A vertical surface mesh protection net 97 is arranged on the outer side of the upright pole 92. The scaffold 9 is installed to facilitate construction operations by workers.
By installing the flap 96 at the edge of the first template 54 in the hanging platform 5, high-altitude falling objects can be avoided.
Considering the deviation of the perpendicularity of the core tube, the hanging platform 5 is away from the core tube wall 100MM, and after the main platform 6 is in place, the gap between the hanging platform 5 and the core tube wall 1 is covered by the turning plate 96. A fire blanket may also be laid over the flap 96 to prevent dust from falling.
After the main platform 6 is in place, the beam template system 64 is away from the core tube wall 20MM, and a gap between the beam template system 64 and the core tube wall 1 is filled with foaming agent, so that the flatness of the horizontal structure of the core tube is ensured, and concrete is prevented from entering a gap between the beam template system 64 and the core tube wall 1, so that a die dropping system is blocked and cannot be lowered. The foaming agent has low foam strength, is convenient to disassemble, is easy to scoop out in the later stage, and can ensure the attractive appearance of the bottom of the horizontal structure of the core tube.
Through setting up the promotion system 7, can reduce the quantity of scaffold 9, reduce cost reduces the risk of setting up scaffold 9 in-process high altitude weight thing.
S12, as shown in fig. 12 and 13, the tower crane 10 is utilized to integrally hoist the die body lowering system to a preset height of the core tube, and the concrete process is as follows:
and calculating the gravity center of the mode-reducing system.
The sling 20 may be mounted to the first main beam 61 according to the center of gravity of the die body lowering system.
The hanging platform 5, the main platform 6, the connecting rod 8 and the scaffold 9 are integrally hoisted to the preset height of the core tube by using the tower crane 10 and the hanging belt 20.
S13, as shown in fig. 14 and 15, the lifting system 7 is used for temporarily lifting and fixing the die body lowering system, and the concrete process is as follows:
the steel wire rope 71 is wound around the concrete beam above the die body lowering system, the upper end of the chain block 72 is hung on the steel wire rope 71, and the lower end thereof is connected with the first main beam 61. The die body system is temporarily lifted and fixed by using a steel wire rope 71 and a chain block 72.
S14, as shown in fig. 16 and 17, a bearing angle steel 65 is installed under the main platform 6, and the bearing angle steel 65 and a chain block 72 are utilized to jointly bear the integral load of the die body system, and the concrete process is as follows:
the bearing angle steel 65 is installed on the bottom surfaces of the first main beam 61, the second main beam 631, the secondary beam 632 and the transverse beam 641, and the bearing angle steel 65 is connected with the wall of the core barrel by bolts, so that the first main beam 61, the second main beam 631, the secondary beam 632 and the transverse beam 641 are fixedly connected with the wall of the core barrel, and the bearing angle steel 65 supports the die body descending system.
Simultaneously, the hand chain block 72 is utilized to lift the die body lowering system upwards, so that the bearing angle steel 65 and the hand chain block 72 jointly bear the load of the die body lowering system.
The bearing angle steels 65 are arranged on the bottom surfaces of the secondary beam 632 and the transverse beam 641, and then the bearing angle steels 65 are connected with the wall body of the core barrel by bolts, so that the distance between the secondary beam 632 and the transverse beam 641 and the core barrel can be controlled, and the contact between the secondary beam 632 and the transverse beam 641 and the core barrel wall body 1 is avoided, and the die dropping operation is influenced; meanwhile, the position of the concrete beam can be controlled, the position of the concrete beam is ensured to be accurate, and the deflection of the concrete beam caused by vibration in the construction process is avoided.
S15, binding steel bars at the top of the main platform 6 and pouring concrete to complete construction of a beam slab with a preset height in the core tube.
Specifically, as shown in fig. 18 and 19, steel bars are bound in a beam template system 64, and concrete is poured, so that the construction of a beam plate with a certain preset height in the core tube is completed. During concrete curing, the load bearing angle 65 of the next layer of the layer of beam slab may be installed.
After step S1, the method further comprises the following steps:
and S3, after the concrete beam plate reaches a form removing condition, removing bearing angle steel 65 arranged on the bottom surfaces of the first main beam 61, the second main beam 631, the secondary beam 632 and the transverse beam 641, and carrying out bearing on the hanging platform 5, the main platform 6, the connecting rod 8 and the scaffold 9 by the lifting system 7. I.e. the common bearing of the original bearing angle steel 65 and the lifting system 7 is changed into the independent bearing of the lifting system 7.
S4, unscrewing fastening nuts 6421 on a tripod 642 in the beam template system 64, and moving the concrete beam side templates 645 backwards to separate the concrete beam side templates 645 from the concrete beam plates as much as possible; and releasing the chain block 72, and automatically separating the die lowering system from the concrete beam under the action of dead weight to complete die disassembly.
S5, continuously loosening the chain block 72, lowering the die sinking system onto the new installed bearing angle steel 65 in the step S15, and detaching the chain block 72 from the steel wire rope 71 to finish the stress conversion of the die sinking system. I.e. the load alone by the lifting system 7 becomes the load alone by the load bearing angle 65.
S6, surrounding the steel wire rope 71 on a concrete beam above the die body system, hanging the upper end of the handle chain block 72 on the steel wire rope 71, connecting the lower end of the handle chain block 72 with the first main beam 61 in the main platform 6, and tensioning the handle chain block 72 to realize the common stress of the handle chain block 72 and the bearing angle steel 65. And (5) repeating the step (S15) and starting a new round of concrete pouring.
In the construction method of the super high-rise core tube horizontal structure, after the main platform 6 is in place, the top of the main platform 6 provides the working surfaces for paving steel bars, pouring concrete and the like, and the space between the main platform 6 and the hanging platform 5 provides the working surfaces for roughening, drilling holes (for bar planting) and the like at the intersection of the horizontal structure and a wall body, so that the construction rhythm is facilitated to be accelerated.
The space between the main platform 6 and the hanging platform 5 and the next floor are in the same height range, so that the space can conveniently enter from the outer frame of the next floor structure, and the construction of personnel is facilitated.
The space between the main platform 6 and the hanging platform 5 can facilitate the operators to install bearing angle steel 65 on the bottom surfaces of the first main beam 61, the second main beam 631, the secondary beam 632 and the transverse beam 641 in the die sinking system, provide a second layer of support for the main platform 6 and provide double insurance for the hanging platform 5 and the main platform 6.
In the prior art, the floor in the core tube is a composite floor, which is obtained by paving a floor support plate on a steel beam and pouring reinforced concrete on the floor support plate. In the application, the steel beam is optimized into the reinforced concrete beam 2, the floor slab in the core tube is optimized into the reinforced concrete beam slab 3, the problems of high construction cost, multiple operation works and great coordination difficulty of the existing composite floor slab can be solved, and the floor slab with low construction cost is provided.
The application adopts two bearing modes of bearing angle iron 65 bearing and lifting system 7 bearing, and both bearing modes can bear load independently, thereby being capable of converting the two bearing systems. The two bearing modes bear the weight simultaneously when the concrete is poured, so that the safety during pouring can be ensured.
It is to be understood that the same or similar parts in the above embodiments may be referred to each other, and that in some embodiments, the same or similar parts in other embodiments may be referred to.
It should be noted that in the description of the present application, the terms "first," "second," and the like are used for descriptive purposes only and are not to be construed as indicating or implying relative importance. Furthermore, in the description of the present application, unless otherwise indicated, the meaning of "plurality" means at least two.
In the description of the present specification, a description referring to terms "one embodiment," "some embodiments," "examples," "specific examples," or "some examples," etc., means that a particular feature, structure, material, or characteristic described in connection with the embodiment or example is included in at least one embodiment or example of the present application. In this specification, schematic representations of the above terms do not necessarily refer to the same embodiments or examples. Furthermore, the particular features, structures, materials, or characteristics described may be combined in any suitable manner in any one or more embodiments or examples.
While embodiments of the present application have been shown and described above, it will be understood that the above embodiments are illustrative and not to be construed as limiting the application, and that variations, modifications, alternatives and variations may be made to the above embodiments by one of ordinary skill in the art within the scope of the application.

Claims (7)

1. The construction method of the super high-rise core tube horizontal structure is characterized by comprising the following steps of:
along the vertical direction of a core tube, a beam plate is constructed at a preset height of the core tube, and the process is as follows:
assembling a die-lowering system on the completed structural beam slab, wherein the die-lowering system comprises a hanging platform, a main platform, a connecting rod, a lifting system and a scaffold, the hanging platform is connected with the main platform through the connecting rod, the scaffold is arranged on the hanging platform, and the lifting system is used for lifting the hanging platform, the main platform, the connecting rod and the scaffold;
lifting the die body lowering system to a preset height of the core tube by utilizing a tower crane;
carrying out temporary lifting and fixing on the die body lowering system by utilizing a lifting system;
mounting bearing angle steel below the main platform, wherein the bearing angle steel is used for supporting the main platform, and the bearing angle steel and the lifting system are utilized to jointly bear the integral load of the die body lowering system;
binding steel bars at the top of the main platform and pouring concrete to complete construction of a beam slab with a preset height in the core barrel;
the process of assembling the die-lowering system on the completed structural beam slab comprises the following steps:
assembling a hanging platform on the completed structural beam plate;
assembling a main platform on a hanging platform;
lifting the main platform to a preset height of the core tube by using a lifting system;
a connecting rod is arranged between the hanging platform and the main platform; the height of the main platform relative to the hanging platform is changed by adjusting the length of the connecting rod;
the scaffold is arranged between the main platform and the hanging platform, and is arranged on the hanging platform;
taking the beam plate with the built preset height as a construction platform, and constructing the beam plate above and below the construction platform simultaneously along the vertical direction of the core tube, wherein the concrete process is as follows:
the horizontal structure of the core tube is divided into a high area, a middle area and a low area along the vertical direction of the core tube and is constructed simultaneously, wherein the low area is constructed in a common formwork supporting mode; the middle area and the high area are constructed by adopting a die body lowering system at the same time; or the middle area is constructed by adopting a die-sinking system, and the high area is constructed by adopting a horizontal structure with the die-sinking system already constructed as a construction platform and adopting a common die-supporting mode;
the lifting system comprises a steel wire rope and a chain block, wherein the steel wire rope is used for encircling a concrete beam above the die body lowering system, the upper end of the chain block is hung on the steel wire rope, and the lower end of the chain block is connected with the main platform;
after the concrete beam slab reaches the form removal condition, removing the bearing angle steel, and carrying out bearing on the hanging platform, the main platform, the connecting rod and the scaffold by the lifting system independently, wherein the original bearing angle steel and the lifting system are used for bearing together to be changed into the bearing by the lifting system independently;
releasing the chain block to enable the die-lowering system to be automatically separated from the concrete beam under the action of dead weight, and completing die removal;
continuously loosening the chain block, lowering the die body system onto a new installed bearing angle steel, and detaching the chain block from the steel wire rope to finish the stress conversion of the die body system; the independent bearing of the lifting system is changed into the independent bearing of the bearing angle steel;
the steel wire rope is wound on the concrete beam above the die body lowering system, the upper end of the handle chain block is hung on the steel wire rope, the lower end of the handle chain block is connected with the main platform, the chain block is tensioned, and the joint stress of the chain block and the bearing angle steel is realized; a new round of concrete placement is started.
2. The construction method of the super high-rise core tube horizontal structure according to claim 1, wherein the hanging platform comprises a main steel beam, a secondary steel beam, a first angle steel and a first template, and the assembling process is as follows:
arranging a main steel beam on the completed structural beam plate;
a secondary steel beam is fixedly arranged on the primary steel beam along the horizontal direction of the core tube, and the primary steel beam and the secondary steel beam are arranged in a crisscross manner;
the first angle steel is fixedly arranged on the main steel beam and fixedly connected with the secondary steel beam along the direction parallel to the secondary steel beam;
and paving a first template on the top surfaces of the secondary steel beam and the first angle steel, and fixedly connecting the first template with the secondary steel beam.
3. The method for constructing the horizontal structure of the super high-rise core tube according to claim 2, wherein the main platform comprises a first main beam, a connecting piece, a floor slab template system and a beam template system, and the assembling process is as follows:
a first girder is arranged on a first template in the hanging platform along the direction parallel to the secondary girder; welding a connecting piece on the first main beam along the vertical direction of the core tube;
assembling a floor slab template system on the connecting piece;
a beam template system is disposed on the first main beam.
4. The construction method of the super high-rise core tube horizontal structure according to claim 3, wherein the floor slab template system comprises a second main beam, a secondary beam, a second angle steel and a second template, and the assembly process is as follows:
welding a second girder on the connecting piece along the direction parallel to the first girder;
a secondary beam is arranged on a second main beam along the horizontal direction of the core tube, and the second main beam and the secondary beam are arranged in a crisscross manner;
a second angle steel is fixedly arranged on the second main beam along the direction parallel to the secondary beam and positioned at one side of the secondary beam; fixedly connecting the second angle steel with the secondary beam;
and paving a second template on the top surfaces of the secondary beam and the second angle steel, and fixedly connecting the second template with the secondary beam.
5. The construction method of the super high-rise core tube horizontal structure according to claim 4, wherein the beam template system comprises a transverse beam, a tripod, a longitudinal beam, a beam bottom template, a beam side template and a longitudinal square tube, and the assembly process is as follows:
a transverse beam is arranged on the first main beam along the horizontal direction of the core tube, and the first main beam and the transverse beam are arranged in a crisscross manner;
a tripod is arranged on the transverse beam along the direction parallel to the transverse beam;
a longitudinal beam is welded above the transverse beam between two adjacent tripods, a beam bottom template is paved above the longitudinal beam, and the beam bottom template and the longitudinal beam are fixedly connected; mounting concrete beam side templates at two sides of a beam bottom template, mounting longitudinal square tubes at the outer sides of the concrete beam side templates, and fixedly connecting the concrete beam side templates with the longitudinal square tubes;
the transverse beam adopts two back-to-back channel steels, the two channel steels are connected through a pin, a tensioning screw rod is hinged on the pin, the opposite ends of the tensioning screw rod and the hinged end of the pin penetrate out along the direction perpendicular to the bevel edge of the tripod, and a fastening nut on the tripod is used for tightening the tensioning screw rod.
6. The construction method of the super high-rise core tube horizontal structure according to claim 1, wherein the connecting rod comprises a large rod and a small rod, one end of the small rod is inserted into the large rod, drilling holes are formed in the large rod and the small rod, and the large rod and the small rod are connected through the drilling holes and the pins.
7. The construction method of the super high-rise core tube horizontal structure according to claim 5, wherein the installing the bearing angle steel under the main platform specifically comprises:
bearing angle steel is arranged on the bottom surfaces of the first main girder, the second main girder, the secondary girder and the transverse girder;
the bearing angle steel is fixedly connected with the wall body of the core tube by utilizing bolts, so that the first main beam, the second main beam, the secondary beam and the transverse beam are fixedly connected with the wall body of the core tube, and the bearing angle steel supports the main platform.
CN202111230934.0A 2021-10-22 2021-10-22 Construction method of super high-rise core tube horizontal structure Active CN113931313B (en)

Priority Applications (1)

Application Number Priority Date Filing Date Title
CN202111230934.0A CN113931313B (en) 2021-10-22 2021-10-22 Construction method of super high-rise core tube horizontal structure

Applications Claiming Priority (1)

Application Number Priority Date Filing Date Title
CN202111230934.0A CN113931313B (en) 2021-10-22 2021-10-22 Construction method of super high-rise core tube horizontal structure

Publications (2)

Publication Number Publication Date
CN113931313A CN113931313A (en) 2022-01-14
CN113931313B true CN113931313B (en) 2023-11-17

Family

ID=79283653

Family Applications (1)

Application Number Title Priority Date Filing Date
CN202111230934.0A Active CN113931313B (en) 2021-10-22 2021-10-22 Construction method of super high-rise core tube horizontal structure

Country Status (1)

Country Link
CN (1) CN113931313B (en)

Families Citing this family (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN114876201B (en) * 2022-03-04 2023-05-19 中建一局集团第三建筑有限公司 Core tube building construction method
CN115233960B (en) * 2022-06-13 2023-06-02 上海建工一建集团有限公司 Integral construction platform structure and method for adding core tube wall in air
CN115288407B (en) * 2022-07-25 2023-08-22 上海建工集团股份有限公司 Construction method for immediately following vertical structure by using horizontal structure of super high-rise core tube

Citations (7)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN1041199A (en) * 1989-09-12 1990-04-11 上海市第五建筑工程公司 The out-mould scaffold of super-high buildings integral elevating system
CN101575911A (en) * 2009-05-27 2009-11-11 上海市第一建筑有限公司 Top-down decreasing-formwork formwork system and construction method
BRPI0802780A2 (en) * 2008-08-06 2010-04-27 Msp Corp Producoes Ltda Me motivational tool applied in corporate and related events
CN106013450A (en) * 2016-07-14 2016-10-12 中国建筑第八工程局有限公司 Core tube skip-floor construction method
CN207568176U (en) * 2017-11-29 2018-07-03 云南建投第二建设有限公司 A kind of beam side is reinforced with tool-type fixture
CN208168317U (en) * 2018-01-29 2018-11-30 中国建筑第八工程局有限公司 A kind of lower extension platform of high-altitude construction
CN213087428U (en) * 2020-08-31 2021-04-30 中国建筑一局(集团)有限公司 Tool type beam side template reinforcing system

Patent Citations (7)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN1041199A (en) * 1989-09-12 1990-04-11 上海市第五建筑工程公司 The out-mould scaffold of super-high buildings integral elevating system
BRPI0802780A2 (en) * 2008-08-06 2010-04-27 Msp Corp Producoes Ltda Me motivational tool applied in corporate and related events
CN101575911A (en) * 2009-05-27 2009-11-11 上海市第一建筑有限公司 Top-down decreasing-formwork formwork system and construction method
CN106013450A (en) * 2016-07-14 2016-10-12 中国建筑第八工程局有限公司 Core tube skip-floor construction method
CN207568176U (en) * 2017-11-29 2018-07-03 云南建投第二建设有限公司 A kind of beam side is reinforced with tool-type fixture
CN208168317U (en) * 2018-01-29 2018-11-30 中国建筑第八工程局有限公司 A kind of lower extension platform of high-altitude construction
CN213087428U (en) * 2020-08-31 2021-04-30 中国建筑一局(集团)有限公司 Tool type beam side template reinforcing system

Also Published As

Publication number Publication date
CN113931313A (en) 2022-01-14

Similar Documents

Publication Publication Date Title
CN113931313B (en) Construction method of super high-rise core tube horizontal structure
US20090120718A1 (en) Multi-level safety net support system for high-rise construction
CN109184190A (en) It climbs and carries integrated beam type hydraulic climbing platform and its installation method
WO2013110126A1 (en) Automated formwork climbing system
CN107761961A (en) A kind of electronic climbing frame monolithic construction method of high-rise building
CN102912996A (en) Steel tube concrete column high-altitude construction safety protection system
CN210798252U (en) Assembled outer protection frame system
CN107227814A (en) A kind of large cantilever concrete structure section construction method
KR200398231Y1 (en) 1way-supporting bracket for girder and slab construction
CN112267692A (en) Assembly type building component hoisting comprehensive equipment and construction method thereof
CN209780193U (en) Suspension type scaffold
CN102619335A (en) Construction method of large-height small-sized cast-in-place concrete beam slab
CN216276830U (en) Super high-rise core tube formwork lowering construction device
CN114737750A (en) Construction method for reinforced concrete silo top plate template
CN210369895U (en) Indoor super-high and large template Bailey beam supporting system for building
CN115247498A (en) Fixed bolster of prefabricated wallboard and contain braced system of this support
CN112854702A (en) Large-span silo roof construction platform and erection method
CN113338537A (en) Construction method of ultrahigh large-section concrete frame column
CN216949441U (en) Steel ladder stand for assembly type building stairwell
CN116335398B (en) Multilayer rapid construction method
CN116181041B (en) Building machine of multilayer quick construction
CN220319075U (en) Guy rope hanging basket assembling platform
CN213418440U (en) Coating operation platform
CN212895943U (en) Operation platform device for binding small-section pier column reinforcing steel bars
CN216713867U (en) Fixed bolster of prefabricated wallboard and contain braced system of this support

Legal Events

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