CN113931313A - Super high-rise core tube horizontal structure construction method - Google Patents

Super high-rise core tube horizontal structure construction method Download PDF

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Publication number
CN113931313A
CN113931313A CN202111230934.0A CN202111230934A CN113931313A CN 113931313 A CN113931313 A CN 113931313A CN 202111230934 A CN202111230934 A CN 202111230934A CN 113931313 A CN113931313 A CN 113931313A
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China
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main
steel
platform
core tube
construction
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CN202111230934.0A
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CN113931313B (en
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王兴俊
葛猛
左武鹏
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China Civil Engineering Construction Corp
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China Civil Engineering Construction Corp
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    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
    • E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
    • E04B1/34—Extraordinary structures, e.g. with suspended or cantilever parts supported by masts or tower-like structures enclosing elevators or stairs; Features relating to the elastic stability
    • 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

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  • Engineering & Computer Science (AREA)
  • Architecture (AREA)
  • Civil Engineering (AREA)
  • Structural Engineering (AREA)
  • Mechanical Engineering (AREA)
  • Physics & Mathematics (AREA)
  • Electromagnetism (AREA)
  • Forms Removed On Construction Sites Or Auxiliary Members Thereof (AREA)
  • Conveying And Assembling Of Building Elements In Situ (AREA)

Abstract

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 barrel along the vertical direction of the core barrel; and taking the constructed beam slab with the preset height as a construction platform, and simultaneously constructing towards the upper part and the lower part of the construction platform along the vertical direction of the core cylinder. This application is through the one deck beam slab of establishing earlier at core barrel's presetting or appointed height, regard the beam slab that should establish as construction platform, then to this construction platform's top, this construction platform's below and from the beam slab that the bottom is being under construction to this construction platform simultaneous construction, improvement efficiency of construction that can double shortens construction cycle. Construction safety when concrete placement can be guaranteed in this application.

Description

Super high-rise core tube horizontal structure construction method
Technical Field
The application belongs to the technical field of building construction, and particularly relates to a construction method of a horizontal structure of a super high-rise core tube.
Background
The super high-rise core tube is positioned in the center of the plane of a super high-rise building, is a central core tube formed by enclosing of an elevator shaft, a stair, a ventilation shaft, a cable shaft, a public washroom and partial equipment rooms, forms an outer frame inner tube structure with a peripheral frame, and is poured by concrete to form a reinforced concrete structure. 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
To overcome, at least to some extent, the problems of the related art, the present application provides a method for constructing a horizontal structure of a core tube of a super high-rise building.
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 barrel along the vertical direction of the core barrel;
and taking the constructed beam slab with the preset height as a construction platform, and simultaneously constructing towards the upper part and the lower part of the construction platform along the vertical direction of the core cylinder.
In the construction method of the horizontal structure of the super high-rise core tube, the process of constructing the beam slab at the preset height of the core tube along the vertical direction of the core tube is as follows:
assembling a formwork descending system on the finished structural beam plate, wherein the formwork descending 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;
integrally hoisting the mold descending system to a preset height of the core cylinder by using a tower crane;
temporarily lifting and fixing the mold descending system by using a lifting system;
mounting bearing angle steel under 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 used for jointly bearing the integral load of the mold descending system;
and binding steel bars at the top of the main platform and pouring concrete to complete the construction of the beam slab with the preset height in the core cylinder.
Further, the process of assembling the formwork lowering system on the completed structural beam plate is as follows:
assembling a hanging platform on the finished structural beam plate;
assembling a main platform on the hanging platform;
lifting the main platform to a preset height of the core cylinder by using a lifting system;
a connecting rod is arranged between the hanging platform and the main platform;
is positioned between the main platform and the hanging platform, and a scaffold is arranged on the hanging platform.
Furthermore, the hanging platform comprises a main steel beam, a secondary steel beam, first angle steel and a first template, and the assembling process comprises the following steps:
arranging a main steel beam on the finished structural beam plate;
the secondary steel beams are fixedly arranged on the main steel beams along the horizontal direction of the core barrel, and the main steel beams and the secondary steel beams are arranged in a cross manner;
the first angle steel is fixedly arranged on the main steel beam along the direction parallel to the secondary steel beam and positioned on one side of the secondary steel beam, and the first angle steel is fixedly connected with the secondary steel beam;
lay first template on the top surface of secondary girder steel and first angle steel, carry out fixed connection with first template and secondary girder steel.
Furthermore, the main platform comprises a first main beam, a connecting piece, a floor slab formwork system and a beam formwork system, and the assembling process comprises the following steps:
arranging a first main beam on a first template in the hanging platform along the direction parallel to the secondary steel beam; welding a connecting piece on the first main beam along the vertical direction of the core barrel;
assembling a floor slab template system on the connecting piece;
and a beam template system is arranged on the first main beam.
Furthermore, the floor slab formwork system comprises a second main beam, a secondary beam, second angle steel and a second formwork, and the assembling process comprises the following steps:
welding a second main beam on the connecting piece along the direction parallel to the first main beam;
a secondary beam is arranged on the second main beam along the horizontal direction of the core barrel, and the second main beam and the secondary beam are arranged in a cross manner;
a second angle steel is fixedly arranged on the second main beam along the direction parallel to the secondary beam and on one side of the secondary beam; fixedly connecting the second angle steel with the secondary beam;
and laying 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.
Furthermore, the beam formwork system comprises a transverse beam, a tripod, a longitudinal beam, a beam bottom formwork, a beam side formwork and a longitudinal square pipe, and the assembling process comprises the following steps:
arranging a transverse beam on the first main beam along the horizontal direction of the core barrel, wherein the first main beam and the transverse beam are arranged in a cross manner;
a tripod is arranged on the transverse beam along the direction parallel to the transverse beam;
the longitudinal beam is welded above the transverse beam, a beam bottom template is laid above the longitudinal beam, and the beam bottom template and the longitudinal beam are fixedly connected; installing concrete beam side templates on two sides of the beam bottom template, installing longitudinal square tubes on the outer sides of the concrete beam side templates, and fixedly connecting the concrete beam side templates and the longitudinal square tubes;
the transverse beam adopts two back-to-back channel steel, the two channel steel are connected through a pin, a tensioning screw rod is hinged to the pin, the tensioning screw rod penetrates out of the opposite end of the hinged end of the pin along the direction perpendicular to the inclined edge of the tripod, and a fastening nut on the tripod is used for screwing the tensioning screw rod.
Furthermore, the lifting system comprises a steel wire rope and a chain block, the steel wire rope is used for being wound on a concrete beam above the formwork descending 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.
Furthermore, the connecting rod comprises a large rod and a small rod, one end of the small rod is inserted into the large rod, drill holes are formed in the large rod and the small rod, and the large rod and the small rod are connected through the drill holes and the pins.
Furthermore, the installation of the load-bearing angle steel under the main platform specifically comprises:
bearing angle steels are arranged on the bottom surfaces of the first main beam, the second main beam, the secondary beam and the transverse beam;
the bearing angle steel is fixedly connected with the wall of the core barrel through bolts, so that the first main beam, the second main beam, the secondary beam and the transverse beam are fixedly connected with the wall of the core barrel, and the bearing angle steel supports the main platform.
Furthermore, the construction method of the horizontal structure of the super high-rise core tube further comprises the steps of dismantling bearing angle steel arranged 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 removal condition, and carrying out bearing on the hanging platform, the main platform, the connecting rod and the scaffold by a lifting system.
Furthermore, the construction method of the horizontal structure of the super high-rise core tube further comprises the steps of loosening fastening nuts on tripods in the beam template system, and moving the concrete beam side templates backwards to separate the concrete beam side templates from the concrete beam templates; and (4) loosening the chain block in the lifting system, and automatically separating the mold descending system from the concrete beam plate under the action of self weight to finish mold stripping.
Furthermore, the construction method of the horizontal structure of the super high-rise core tube further comprises the steps of continuously loosening the chain block, descending the mold system onto a new installed bearing angle steel, and detaching the chain block from a steel wire rope in a lifting system to complete the stress conversion of the mold descending system;
and the steel wire rope is wound on the concrete beam above the formwork descending system, the upper end of the hand chain block is hung on the steel wire rope, the lower end of the hand chain block is connected with the first main beam in the main platform, the hand chain block is tensioned, the common stress of the hand chain block and the bearing angle steel is realized, and a new round of concrete pouring is started.
According to the above embodiments of the present application, at least the following advantages are obtained: according to the construction method of the horizontal structure of the super high-rise core tube, the layer of floor is constructed at the preset or appointed height of the core tube, the constructed floor is used as the construction platform, and then construction is simultaneously carried out on the construction platform from the upper side of the construction platform, the lower side of the construction platform and the beam slab under construction from the lowest side, so that the construction efficiency can be improved in a multiple mode, and the construction period is shortened.
The horizontal structure beam slab can be conveniently constructed at the preset or appointed height of the core cylinder by arranging the hanging platform, the main platform and the lifting system. This application is through setting up two kinds of bearing modes of bearing angle steel bearing and promotion system bearing, and two kinds of bearing modes can both bear alone, can carry out the conversion of two kinds of bearing systems. Two kinds of bearing modes bear the weight of simultaneously when concreting, safety when can guaranteeing to pour.
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 invention, as claimed.
Drawings
The accompanying drawings, which are incorporated in and constitute a part of the specification of the application, illustrate embodiments of the application and together with the description, serve to explain the principles of the application.
Fig. 1 is a core tube plane layout diagram obtained by using the super high-rise core tube horizontal structure construction method according to the embodiment of the present application.
Fig. 2 is a sectional view a-a of a hanging platform in a horizontal structure construction method of a core tube of a super high-rise building according to an embodiment of the present application.
Fig. 3 is a B-B sectional view of a hanging platform in the construction method of the horizontal structure of the super high-rise core tube according to the embodiment of the present application.
Fig. 4 is a sectional view taken along a line a-a of a main platform assembled on a hanging platform in a horizontal structure construction method of a super high-rise core tube according to an embodiment of the present invention.
Fig. 5 is a B-B sectional view of a main platform assembled 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 present application.
Fig. 6 is an a-a sectional view illustrating a main platform being lifted to a preset height of a core tube by a lifting system in a horizontal structure construction method of a super high-rise core tube according to an embodiment of the present invention.
Fig. 7 is a B-B sectional view illustrating a main platform being lifted to a preset height of a core tube by a lifting system in the construction method of the horizontal structure of the super high-rise core tube according to the embodiment of the present application.
Fig. 8 is an a-a sectional view of a connecting rod installed between a hanging platform and a main platform in a method for constructing a horizontal structure of a super high-rise core tube according to an embodiment of the present application.
Fig. 9 is a B-B sectional view 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 present application.
Fig. 10 is a sectional view a-a of a scaffold installed on a hanging platform in a horizontal structure construction method of a super high-rise core tube according to an embodiment of the present invention.
Fig. 11 is a B-B sectional view of a scaffold installed on a hanging platform in a horizontal structure construction method of a super high-rise core tube according to an embodiment of the present invention.
Fig. 12 is an a-a sectional view illustrating that a mold descending body system is integrally hoisted to a preset height of a core tube by using a tower crane in the construction method for the horizontal structure of the super high-rise core tube according to the embodiment of the present application.
Fig. 13 is a B-B cross-sectional view illustrating that the mold descending body system is integrally hoisted to a preset height of 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 present application.
Fig. 14 is a sectional view taken along a line a-a of a lifting system for temporarily lifting and fixing a descending mold system in a method for constructing a horizontal structure of a core tube in a super high-rise building according to an embodiment of the present invention.
Fig. 15 is a B-B sectional view illustrating a lifting system temporarily lifting and fixing a descending die system in the construction method of a horizontal structure of a super high-rise core tube according to the embodiment of the present application.
Fig. 16 is an a-a sectional view illustrating that load is shared by the load-bearing angle steel and the lifting system in the construction method of the horizontal structure of the super high-rise core tube according to the embodiment of the present application.
Fig. 17 is a B-B sectional view illustrating that load is shared by the load-bearing angle steel and the lifting system in the construction method of the horizontal structure of the core tube of the super-high-rise provided in the embodiment of the present application.
Fig. 18 is a sectional view a-a of a beam formwork system for binding reinforcing bars and casting concrete in the construction method of the horizontal structure of the super high-rise core tube according to the embodiment of the present invention.
Fig. 19 is a B-B sectional view illustrating binding of reinforcing bars and casting of concrete in a beam formwork system in the construction method of the horizontal structure of the super high-rise core tube according to the embodiment of the present invention.
Description of reference numerals:
1. a core barrel wall;
2. a reinforced concrete beam;
3. a reinforced concrete beam slab;
4. a completed structural beam panel;
5. hanging a platform; 51. a main steel beam; 52. a secondary steel beam; 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 member;
63. a floor slab 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 rod;
642. a tripod; 6421. fastening a nut;
643. a longitudinal beam; 644. a beam bottom template; 645. a beam-side template; 646. longitudinal square tubes;
65. bearing angle steel;
7. a hoisting system; 71. a wire rope; 72. a chain block;
8. a connecting rod;
9. a scaffold; 91. a base; 92. erecting a rod; 93. a first cross bar; 94. a second cross bar; 95. a gangboard; 96. turning over a plate; 97. a protective net;
10. tower crane; 20. a sling.
Detailed Description
Reference will now be made in detail to the exemplary embodiments, examples of which are illustrated in the accompanying drawings. When the following description refers to the accompanying drawings, like numbers in different drawings represent the same or similar elements unless otherwise indicated. The embodiments described in the following exemplary embodiments do not represent all embodiments consistent with the present invention. Rather, they are merely examples of apparatus and methods consistent with certain aspects of the invention, as detailed in the appended claims.
Generally, the super high-rise building construction adopts the principles of 'steel structure first, civil engineering next to' and 'core tube first, outer frame next to and core tube horizontal structure last' and adopts a construction method of unequal height synchronous climbing, namely, the sequence of each project is as follows: the method comprises the following steps of core tube stiffness steel structure, core tube shear walls, tube outer steel columns, steel frame beams, floor slab construction and core tube horizontal structure construction. By adopting the existing construction mode, the construction of the horizontal structure of the super high-rise core tube is far delayed from that of the core tube wall, and the construction period can be seriously prolonged. In addition, the existing construction mode is adopted, the situation that multiple kinds of simultaneous operation such as core tube wall construction, steel structure beam installation of an outer frame horizontal structure, floor support plate installation, steel bar binding and concrete pouring can occur above a core tube horizontal structure surface, the risk of falling objects is increased, and serious potential safety hazards can be brought to the construction of the lowest core tube horizontal structure.
The construction method of the horizontal structure of the super high-rise core tube comprises the following steps:
and S1, constructing a beam plate at the preset height of the core barrel along the vertical direction of the core barrel.
The preset height is set according to specific construction requirements, and at least one preset height is set. For example, for a 60-story super high-rise building, the preset height may be set to a height of 30 stories, and one layer of beam slab is constructed at a height of 30 stories. Of course, the preset height may be set to a height of 20 and 40 floors, and one layer of beam slab is constructed at a height of 20 and 40 floors, respectively.
S2, the constructed beam slab with the preset height is used as a construction platform, and construction is simultaneously carried out on the upper portion and the lower portion of the construction platform along the vertical direction of the core barrel, so that construction efficiency is improved exponentially.
The core tube horizontal structure construction method for the super high-rise building provided by the application is adopted to obtain a core tube plane layout diagram as shown in figure 1.
For example, for a 60-storey super high-rise building, a layer of beam slab is constructed at a preset height of 30 floors, and the construction can be simultaneously performed to more than 30 floors and less than 30 floors along the vertical direction of the core barrel, and simultaneously, the construction can be performed from the 1 st floor to the 30 th floor.
Compared with the existing construction mode, the construction method for the horizontal structure of the super-high-rise core tube can be used for constructing a layer of beam slab at the preset or appointed height of the core tube, taking the constructed beam slab as a construction platform, and then constructing the construction platform from the upper part of the construction platform, the lower part of the construction platform and the first layer simultaneously, so that the construction efficiency can be improved in multiples, and the construction period can be shortened.
It is understood that the horizontal structure of the core barrel may be divided into three regions of high, middle and low in the vertical direction of the core barrel and constructed at the same time. 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 a descending die system at the same time, so that the construction rhythm can be accelerated, and the construction period can be saved; or the middle area adopts the mold descending system for construction, the high area adopts the horizontal structure of the mold descending system which is already constructed as a construction platform, and the construction is carried out by adopting a common mold supporting mode.
After the core barrel horizontal structure is constructed, good hard protection can be provided for the construction below, and the safety of constructors below can be fully guaranteed.
In the step S1, the beam slab is constructed at the preset height in the core barrel along the vertical direction of the core barrel, which may be specifically implemented as follows:
s11, assembling a descending module system on the completed structural beam slab 4, wherein the descending module system comprises a hanging platform 5, a main platform 6, a lifting system 7, a connecting rod 8 and a scaffold 9, 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 step of assembling the step-down mold on the completed structural beam slab 4 comprises the following steps:
and S111, assembling the hanging platform 5 on the finished structural beam plate 4, wherein the hanging platform 5 comprises a main steel beam 51, a secondary steel beam 52, a first angle steel 53 and a first template 54 as shown in figures 2 and 3.
Specifically, the assembly process of the hanging platform 5 is as follows:
main steel beams 51 are provided on the completed structural floor 4.
The secondary steel beams 52 are provided on the main steel beams 51 in the horizontal direction of the core tube, and the main steel beams 51 and the secondary steel beams 52 are arranged in a crisscross manner.
The main steel beam 51 and the sub steel beam 52 are fixedly connected by bolts 55.
First angle steel 53 is welded to main steel beam 51 on one side of sub-steel beam 52 in a direction parallel to sub-steel beam 52, and first angle steel 53 is fixedly connected to sub-steel beam 52 by means of connecting bolt 56.
A first form 54 is laid on the top surfaces of the sub-steel beams 52 and the first angle beams 53, and the first form 54 is fixedly attached to the sub-steel beams 52 using self-tapping. This completes the assembly of the hanging platform 5.
Specifically, the first template 54 is a scaffold board.
And S112, assembling the main platform 6 on the hanging platform 5, wherein as shown in figures 4 and 5, the main platform 6 comprises a first main beam 61, a connecting piece 62, a floor formwork system 63 and a beam formwork system 64.
Specifically, the assembly process of the main platform 6 is as follows:
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 barrel.
And S1122, assembling the floor formwork system 63 on the connecting piece 62, wherein the floor formwork system 63 comprises a second main beam 631, a second secondary beam 632, a second angle steel 633 and a second formwork 634.
The assembly process of the floor slab formwork system 63 is:
a second main beam 631 is welded to the connection 62 in a direction parallel to the first main beam 61.
Along the horizontal direction of the core cylinder, 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 cross shape.
And a second angle steel 633 is welded on the second main beam 631 along the direction parallel to the secondary beam 632 and located on 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 the top surfaces of the secondary beam 632 and the second angle steel 633, and the second template 634 is fixedly attached to the secondary beam 632 by means of self-tapping. At this point, the floor form system 63 is assembled.
S1123, arranging a beam formwork system 64 on the first main beam 61, wherein the beam formwork system 64 includes a transverse beam 641, a tripod 642, a longitudinal beam 643, a beam bottom formwork 644, a beam side formwork 645, and a longitudinal square pipe 646.
The assembly process of the beam formwork system 64 is as follows:
along the horizontal direction of the core barrel, 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 cross manner. One end of the transverse beam 641 extends to a position 20MM away from the wall body of the core cylinder, and the transverse beam 641 adopts two back-to-back channel steels, wherein the distance between the two channel steels is 30 MM.
A tripod 642 is provided on the transverse beam 641 in a direction parallel to the transverse beam 641. It should be noted that the tripod 642 is a right-angle tripod, so that the perpendicularity of the beam can be ensured.
And a longitudinal beam 643 is welded above the transverse beam 641 and positioned between two adjacent tripods 642, a beam bottom template 644 is laid above the longitudinal beam 643, and the beam bottom template 644 and the longitudinal beam 643 are firmly fixed together by using self-tapping. Concrete beam side templates 645 are installed on two 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 through self-tapping.
The two channel beams of the transverse beam 641 are connected through pins 6411, the pins 6411 are hinged with tensioning screws 6412, the tensioning screws 6412 and the opposite ends of the hinged ends of the pins 6411 penetrate in the direction perpendicular to the inclined edges of the tripods 642, and when the tensioning screws 6412 are screwed by fastening nuts 6421 on the tripods 642, the tripods 642 can firmly fix the concrete beam side templates 645 and the beam bottom templates 644 and ensure the verticality of the side surfaces of the concrete beam.
At this point, the beam formwork system 64 is assembled.
When the mold is lowered, the requirement of lowering the mold can be met only by loosening the fastening nut 6421 and slightly moving the tripod 642 and the template system connected with the tripod backwards.
And S113, lifting the main platform 6 to a preset height of the core barrel by using the lifting system 7.
As shown in fig. 6 and 7, the hoisting system 7 includes a steel wire rope 71 and a chain block 72, the steel wire rope 71 is wound around the 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 of the chain block is connected to the first main beam 61. The main platform 6 is lifted to the preset height of the core barrel through a steel wire rope 71 and a 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 to both ends of the connecting rod 8, and the steel plates at both ends of the connecting rod 8 are respectively connected with the main steel beam 51 in the hanging platform 5 and the first main beam 61 in the main platform 6 by bolts.
Preferably, the connecting rod 8 adopts the design of big pole and small pole, and the small pole can insert in the big pole, has all seted up the drilling on big pole and the small pole, and big pole and small pole pass through drilling and lockpin connection. At the great position of the height change of the floor, the main platform 6 can be pulled up by another set of chain block, the lock pin for connecting the big pole and the small pole is taken off, the connecting rod 8 is contracted or lengthened, and the big pole and the small pole are fixed by the lock pin, so that the height of the main platform 6 relative to the hanging platform 5 can be adjusted.
And S115, the scaffold 9 is arranged between the hanging platform 5 and the main platform 6, and the hanging platform 5 is provided with the scaffold.
As shown in fig. 10 and 11, the scaffold 9 includes a base 91, a vertical rod 92, a first cross rod 93, a second cross rod 94, a gangway 95, a turning plate 96 and a protective net 97.
The installation process of the scaffold 9 is as follows:
a base 91 is mounted on the first template 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 barrel, and a springboard 95 is mounted above the first cross rod 93 close to the main platform 6. A flap 96 is mounted on the edge of the first template 54 in the hanging platform 5. A vertical dense mesh protective net 97 is arranged on the outer side of the upright rod 92. The installation of scaffold 9 is convenient for the workman to carry out construction operation.
By mounting the flap 96 at the edge of the first template 54 in the hanging platform 5, falling objects can be avoided.
Considering the deviation of the core tube verticality, 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. Fire-proof felt can also be laid on the turning plate 96 to prevent dust from falling.
The beam template system 64 is 20MM away from the core tube wall, after the main platform 6 is in place, a gap between the beam template system 64 and the core tube wall 1 is filled with a foaming agent, the flatness of a horizontal structure of the core tube is guaranteed, and concrete is prevented from entering a gap between the beam template system 64 and the core tube wall 1, so that a mold descending system is blocked and a mold cannot be descended. The foaming agent has low foam strength, is convenient to disassemble, is easy to eradicate at the later stage, and can ensure the attractiveness of the bottom of the horizontal structure of the core cylinder.
Through setting up lifting system 7, can reduce the quantity of scaffold 9, reduce cost reduces and sets up 9 in-process high-altitude falling object's of scaffold risk.
S12, as shown in fig. 12 and 13, hoisting the entire mold descending system to a preset height of the core tube by using the tower crane 10, the specific process is as follows:
and calculating the gravity center of the model lowering system.
The harness 20 may be mounted on the first main beam 61 according to the centre of gravity of the drop module 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 barrel by using the tower crane 10 and the hanging strip 20.
S13, as shown in fig. 14 and 15, the lifting system 7 is used to temporarily lift and fix the mold lowering system, and the specific process is as follows:
the steel wire rope 71 is wound on the concrete beam above the formwork descending system, the upper end of the chain block 72 is hung on the steel wire rope 71, and the lower end of the chain block is connected with the first main beam 61. The mold descending system is temporarily lifted and fixed by a steel wire rope 71 and a chain block 72.
S14, as shown in fig. 16 and 17, the load-bearing angle steel 65 is installed under the main platform 6, and the load-bearing angle steel 65 and the chain block 72 share the overall load of the mold descending system, and the specific process is as follows:
the bottom surfaces of the first main beam 61, the second main beam 631, the secondary beam 632 and the transverse beam 641 are all provided with bearing angle steel 65, and the bearing angle steel 65 is connected with the wall of the core barrel by using 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 mold descending system.
Meanwhile, the die lowering system is lifted upwards by the chain block 72, so that the load bearing angle steel 65 and the chain block 72 share the load of the die lowering system.
The bottom surfaces of the secondary beam 632 and the transverse beam 641 are respectively provided with a bearing angle steel 65, and the bearing angle steel 65 is connected with the wall body of the core barrel by using bolts, so that the distances between the secondary beam 632 and the transverse beam 641 and the core barrel can be controlled, and the secondary beam 632 and the transverse beam 641 are prevented from contacting with the wall body 1 of the core barrel to influence the formwork lowering operation; meanwhile, the position of the concrete beam can be controlled, the position accuracy of the concrete beam is guaranteed, and the concrete beam is prevented from deviating due to vibration in the construction process.
And S15, binding steel bars and pouring concrete on the top of the main platform 6 to complete the construction of the beam slab with the preset height in the core barrel.
Specifically, as shown in fig. 18 and 19, steel bars are bound in the beam formwork system 64, concrete is poured, and the construction of a beam slab with a certain preset height in the core cylinder is completed. During concrete curing, the load bearing angle 65 of the next course of beam slab may be installed.
The following steps are also included after step S1:
and S3, after the concrete beam plate reaches the form removal condition, removing the 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 alone. Namely, the original load-bearing angle steel 65 and the lifting system 7 bear the load together and are changed into the lifting system 7 alone.
S4, loosening fastening nuts 6421 on tripods 642 in the beam template system 64, moving the concrete beam side templates 645 backwards, and separating the concrete beam side templates 645 from the concrete beam plates as much as possible; and (5) loosening the chain block 72, and automatically separating the mold descending system from the concrete beam under the action of self weight to finish mold removal.
S5, continuously loosening the chain block 72, lowering the mold lowering system onto the newly installed bearing angle steel 65 in the step S15, and detaching the chain block 72 from the steel wire rope 71 to complete the stress conversion of the mold lowering system. Namely, the lifting system 7 can bear the load independently and the bearing angle steel 65 can bear the load independently.
S6, the steel wire rope 71 is wound on the concrete beam above the formwork descending system, the upper end of the handle chain block 72 is hung on the steel wire rope 71, the lower end of the handle chain block 72 is connected with the first main beam 61 in the main platform 6, the handle chain block 72 is tensioned, and common stress of the chain block 72 and the bearing angle steel 65 is achieved. Step S15 is repeated to start a new round of concrete placement.
According to the construction method of the horizontal structure of the super high-rise core tube, after the main platform 6 is in place, the top of the main platform 6 provides working surfaces for laying steel bars, pouring concrete and the like, and the space between the main platform 6 and the hanging platform 5 provides working surfaces for chiseling, drilling holes (for steel bar planting) and the like at the intersection of the horizontal structure and a wall body, so that the construction rhythm is accelerated.
The space between the main platform 6 and the hanging platform 5 and the next floor are in the same height range, and people can conveniently enter from the outer frame of the next floor structure, so that the construction is facilitated.
The space between the main platform 6 and the hanging platform 5 can facilitate the installation of the 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 mold-lowering system by the operator, 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 slab in the core tube is a composite floor slab, and the composite floor slab is obtained by laying a floor bearing plate on a steel beam and pouring reinforced concrete on the floor bearing plate. In this application, optimize the girder steel for reinforced concrete roof beam 2, the floor in the core section of thick bamboo optimizes for reinforced concrete beam slab 3, can solve current composite floor slab construction cost height, the operation worker kind is many, the big problem of the coordination degree of difficulty, provides a floor of low construction cost.
This application adopts two kinds of bearing modes of bearing angle steel 65 bearing and 7 bearing of promotion system, and two kinds of bearing modes can both bear alone to can carry out the conversion of two kinds of bearing systems. Two kinds of bearing modes bear the weight of simultaneously when concreting, safety when can guaranteeing to pour.
It is understood that the same or similar parts in the above embodiments may be mutually referred to, and the same or similar parts in other embodiments may be referred to for the content which is not described in detail in some embodiments.
It should be noted that the terms "first," "second," and the like in the description of the present invention are used for descriptive purposes only and are not to be construed as indicating or implying relative importance. Further, in the description of the present invention, the meaning of "a plurality" means at least two unless otherwise specified.
In the description herein, references to the description of the term "one embodiment," "some embodiments," "an example," "a specific example," or "some examples," etc., mean 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 invention. In this specification, the schematic representations of the terms used above do not necessarily refer to the same embodiment or example. Furthermore, the particular features, structures, materials, or characteristics described may be combined in any suitable manner in any one or more embodiments or examples.
Although embodiments of the present invention have been shown and described above, it is understood that the above embodiments are exemplary and should not be construed as limiting the present invention, and that variations, modifications, substitutions and alterations can be made to the above embodiments by those of ordinary skill in the art within the scope of the present invention.

Claims (13)

1. A construction method for a horizontal structure of a super high-rise core tube is characterized by comprising the following steps:
constructing a beam plate at a preset height of the core barrel along the vertical direction of the core barrel;
and taking the constructed beam slab with the preset height as a construction platform, and simultaneously constructing towards the upper part and the lower part of the construction platform along the vertical direction of the core cylinder.
2. The construction method of the super high-rise core tube horizontal structure as claimed in claim 1, wherein the process of constructing the beam slab at the preset height of the core tube in the vertical direction of the core tube is:
assembling a formwork descending system on the finished structural beam plate, wherein the formwork descending 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;
integrally hoisting the mold descending system to a preset height of the core cylinder by using a tower crane;
temporarily lifting and fixing the mold descending system by using a lifting system;
mounting bearing angle steel under 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 used for jointly bearing the integral load of the mold descending system;
and binding steel bars at the top of the main platform and pouring concrete to complete the construction of the beam slab with the preset height in the core cylinder.
3. The method for constructing a horizontal structure of a super high-rise core tube as claimed in claim 2, wherein the process of assembling the formwork lowering system on the completed structural beam slab is:
assembling a hanging platform on the finished structural beam plate;
assembling a main platform on the hanging platform;
lifting the main platform to a preset height of the core cylinder by using a lifting system;
a connecting rod is arranged between the hanging platform and the main platform;
is positioned between the main platform and the hanging platform, and a scaffold is arranged on the hanging platform.
4. The construction method of the horizontal structure of the super high-rise core tube according to claim 3, wherein the hanging platform comprises a main steel beam, a secondary steel beam, a first angle steel and a first template, and the assembly process comprises the following steps:
arranging a main steel beam on the finished structural beam plate;
the secondary steel beams are fixedly arranged on the main steel beams along the horizontal direction of the core barrel, and the main steel beams and the secondary steel beams are arranged in a cross manner;
the first angle steel is fixedly arranged on the main steel beam along the direction parallel to the secondary steel beam and positioned on one side of the secondary steel beam, and the first angle steel is fixedly connected with the secondary steel beam;
lay first template on the top surface of secondary girder steel and first angle steel, carry out fixed connection with first template and secondary girder steel.
5. The construction method of the super high-rise core tube horizontal structure according to claim 4, wherein the main platform comprises a first main beam, a connecting piece, a floor slab formwork system and a beam formwork system, and the assembling process is as follows:
arranging a first main beam on a first template in the hanging platform along the direction parallel to the secondary steel beam; welding a connecting piece on the first main beam along the vertical direction of the core barrel;
assembling a floor slab template system on the connecting piece;
and a beam template system is arranged on the first main beam.
6. The construction method of the super high-rise core tube horizontal structure according to claim 5, wherein the floor slab formwork system comprises a second main beam, a secondary beam, a second angle iron and a second formwork, and the assembling process is as follows:
welding a second main beam on the connecting piece along the direction parallel to the first main beam;
a secondary beam is arranged on the second main beam along the horizontal direction of the core barrel, and the second main beam and the secondary beam are arranged in a cross manner;
a second angle steel is fixedly arranged on the second main beam along the direction parallel to the secondary beam and on one side of the secondary beam; fixedly connecting the second angle steel with the secondary beam;
and laying 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.
7. The method for constructing a horizontal structure of a super high-rise core tube as claimed in claim 6, wherein the beam formwork system comprises transverse beams, tripods, longitudinal beams, beam bottom formworks, beam side formworks and longitudinal square tubes, and the assembling process comprises:
arranging a transverse beam on the first main beam along the horizontal direction of the core barrel, wherein the first main beam and the transverse beam are arranged in a cross manner;
a tripod is arranged on the transverse beam along the direction parallel to the transverse beam;
the longitudinal beam is welded above the transverse beam, a beam bottom template is laid above the longitudinal beam, and the beam bottom template and the longitudinal beam are fixedly connected; installing concrete beam side templates on two sides of the beam bottom template, installing longitudinal square tubes on the outer sides of the concrete beam side templates, and fixedly connecting the concrete beam side templates and the longitudinal square tubes;
the transverse beam adopts two back-to-back channel steel, the two channel steel are connected through a pin, a tensioning screw rod is hinged to the pin, the tensioning screw rod penetrates out of the opposite end of the hinged end of the pin along the direction perpendicular to the inclined edge of the tripod, and a fastening nut on the tripod is used for screwing the tensioning screw rod.
8. The construction method of the super high-rise core tube horizontal structure is characterized in that the lifting system comprises a steel wire rope and a chain block, the steel wire rope is used for being wound on a concrete beam above the formwork descending 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.
9. The method for constructing a horizontal structure of a super high-rise core tube as claimed in claim 2, wherein the connecting rods comprise a large rod and a small rod, one end of the small rod is inserted into the large rod, the large rod and the small rod are both provided with a drilling hole, and the large rod and the small rod are connected through the drilling hole and a pin.
10. The construction method of the super high-rise core tube horizontal structure as claimed in claim 7, wherein the installing of the load-bearing angle steel under the main platform specifically comprises:
bearing angle steels are arranged on the bottom surfaces of the first main beam, the second main beam, the secondary beam and the transverse beam;
the bearing angle steel is fixedly connected with the wall of the core barrel through bolts, so that the first main beam, the second main beam, the secondary beam and the transverse beam are fixedly connected with the wall of the core barrel, and the bearing angle steel supports the main platform.
11. The method of claim 10, further comprising removing the 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 slab reaches the form removal condition, and carrying out bearing on the hanging platform, the main platform, the connecting rod and the scaffold by the lifting system.
12. The method of constructing a horizontal structure of a super high-rise core tube as claimed in claim 11, further comprising loosening a fastening nut of a tripod in the beam formwork system, and moving back the concrete beam sideforms to separate the concrete beam sideforms from the concrete beam sideforms; and (4) loosening the chain block in the lifting system, and automatically separating the mold descending system from the concrete beam plate under the action of self weight to finish mold stripping.
13. The construction method of the horizontal structure of the super high-rise core tube according to claim 12, further comprising the steps of continuously loosening the chain block, lowering the formwork system onto a new installed bearing angle steel, and removing the chain block from a steel wire rope in a lifting system to complete the stress conversion of the formwork system;
and the steel wire rope is wound on the concrete beam above the formwork descending system, the upper end of the hand chain block is hung on the steel wire rope, the lower end of the hand chain block is connected with the first main beam in the main platform, the hand chain block is tensioned, the common stress of the hand chain block and the bearing angle steel is realized, and a new round of concrete pouring is started.
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CN116497946A (en) * 2023-05-05 2023-07-28 中建三局集团(深圳)有限公司 Tower separation type synchronous growth construction method

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