CN116497946A - Tower separation type synchronous growth construction method - Google Patents
Tower separation type synchronous growth construction method Download PDFInfo
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- CN116497946A CN116497946A CN202310504676.3A CN202310504676A CN116497946A CN 116497946 A CN116497946 A CN 116497946A CN 202310504676 A CN202310504676 A CN 202310504676A CN 116497946 A CN116497946 A CN 116497946A
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- 238000010276 construction Methods 0.000 title claims abstract description 96
- 230000001360 synchronised effect Effects 0.000 title claims abstract description 33
- 238000000926 separation method Methods 0.000 title claims abstract description 19
- 238000002955 isolation Methods 0.000 claims abstract description 58
- 229910000831 Steel Inorganic materials 0.000 claims description 82
- 239000010959 steel Substances 0.000 claims description 82
- 229910000746 Structural steel Inorganic materials 0.000 claims description 58
- 238000000034 method Methods 0.000 claims description 27
- 238000003466 welding Methods 0.000 claims description 13
- 238000013461 design Methods 0.000 claims description 12
- 238000009434 installation Methods 0.000 claims description 7
- 238000004088 simulation Methods 0.000 claims description 6
- 238000004364 calculation method Methods 0.000 claims description 5
- 230000002787 reinforcement Effects 0.000 claims description 5
- 229910001294 Reinforcing steel Inorganic materials 0.000 claims description 4
- 238000012937 correction Methods 0.000 claims description 3
- 238000001514 detection method Methods 0.000 claims description 3
- 238000005259 measurement Methods 0.000 claims description 3
- 238000012946 outsourcing Methods 0.000 claims description 3
- 230000003014 reinforcing effect Effects 0.000 claims description 3
- 238000007789 sealing Methods 0.000 claims description 3
- 239000002023 wood Substances 0.000 claims description 3
- 238000007689 inspection Methods 0.000 claims description 2
- 238000011900 installation process Methods 0.000 claims description 2
- 230000001568 sexual effect Effects 0.000 claims 2
- 238000009435 building construction Methods 0.000 abstract description 2
- 238000010586 diagram Methods 0.000 description 3
- 238000009413 insulation Methods 0.000 description 3
- 230000009286 beneficial effect Effects 0.000 description 2
- 230000008520 organization Effects 0.000 description 2
- 239000012779 reinforcing material Substances 0.000 description 2
- 229920000049 Carbon (fiber) Polymers 0.000 description 1
- 239000004917 carbon fiber Substances 0.000 description 1
- 239000002131 composite material Substances 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 238000003780 insertion Methods 0.000 description 1
- 230000037431 insertion Effects 0.000 description 1
- 230000010354 integration Effects 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 238000012544 monitoring process Methods 0.000 description 1
- 230000033764 rhythmic process Effects 0.000 description 1
- 238000006467 substitution reaction Methods 0.000 description 1
- 239000000725 suspension Substances 0.000 description 1
- 238000011179 visual inspection Methods 0.000 description 1
Classifications
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
- E04B1/35—Extraordinary methods of construction, e.g. lift-slab, jack-block
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- 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
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
- E04B1/35—Extraordinary methods of construction, e.g. lift-slab, jack-block
- E04B1/3505—Extraordinary methods of construction, e.g. lift-slab, jack-block characterised by the in situ moulding of large parts of a structure
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04G—SCAFFOLDING; FORMS; SHUTTERING; BUILDING IMPLEMENTS OR AIDS, OR THEIR USE; HANDLING BUILDING MATERIALS ON THE SITE; REPAIRING, BREAKING-UP OR OTHER WORK ON EXISTING BUILDINGS
- 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
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04G—SCAFFOLDING; FORMS; SHUTTERING; BUILDING IMPLEMENTS OR AIDS, OR THEIR USE; HANDLING BUILDING MATERIALS ON THE SITE; REPAIRING, BREAKING-UP OR OTHER WORK ON EXISTING BUILDINGS
- 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
- E04G11/48—Supporting structures for shutterings or frames for floors or roofs
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04G—SCAFFOLDING; FORMS; SHUTTERING; BUILDING IMPLEMENTS OR AIDS, OR THEIR USE; HANDLING BUILDING MATERIALS ON THE SITE; REPAIRING, BREAKING-UP OR OTHER WORK ON EXISTING BUILDINGS
- E04G17/00—Connecting or other auxiliary members for forms, falsework structures, or shutterings
- E04G17/18—Devices for suspending or anchoring form elements to girders placed in ceilings, e.g. hangers
-
- 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
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- Engineering & Computer Science (AREA)
- Architecture (AREA)
- Civil Engineering (AREA)
- Structural Engineering (AREA)
- Physics & Mathematics (AREA)
- Electromagnetism (AREA)
- Mechanical Engineering (AREA)
- Wind Motors (AREA)
- Conveying And Assembling Of Building Elements In Situ (AREA)
Abstract
The invention provides a tower separation type synchronous growth construction method, which relates to the technical field of building construction, and aims to realize the separation type synchronous growth construction of an upper structure and a lower structure of a tower after an isolation layer is firstly constructed.
Description
Technical Field
The invention relates to the technical field of building construction, in particular to a tower separation type synchronous growth construction method.
Background
Since the 20 th century, the construction of China is rapidly developing towards the direction of integration, large-scale and high-rise, and the construction technology of super high-rise buildings is also greatly improved. The method is a construction organization method which enables working procedures on construction working surfaces in different areas and different heights to be carried out simultaneously and synchronously and maintains a relatively stable rhythm through reasonable organization in composite super high-rise building structure construction with various structure types.
The stiff structure is used as a common stress component of the super high-rise, generally the construction method is not special, steel bars, templates and concrete construction are carried out along with the installation and insertion of the steel structure, but for large-section columns, beams and even special-shaped node structures, the steel bars collide with the steel structure very much, the construction difficulty is very high, the construction mode of unequal-height synchronous construction of the inner barrel of the outer frame is adopted, the construction period interval between the core barrel and the outer frame structure is too long, and the construction period of the main structure is greatly increased.
Disclosure of Invention
The invention aims to provide a tower separation type synchronous growth construction method, which is used for relieving the technical problems that the construction period of a core tube and an outer frame structure is too long, and the construction period of a main structure is greatly increased.
The invention provides a tower separation type synchronous growth construction method, which comprises the following steps of firstly constructing an isolation layer, and realizing the separation type synchronous growth construction of an upper structure and a lower structure of a tower after the isolation layer:
step 1, installing a stiff structural steel column and a stiff structural steel beam below a corresponding isolation layer; the stiff structural steel beams are arranged on the stiff structural steel columns, and the stiff structural steel beams are welded and closed to form a giant steel truss system;
constructing a core tube area to an isolation layer according to standard layer construction time in the process of installing a stiff structural steel column, and reserving and embedding the connection position of the core tube area and an isolation layer lower hanging support-free system;
step 2, mounting a beam template lower hanging support-free system on the stiff structural steel beam;
the top support and the connecting piece of the lower hanging support-free system transmit the beam projection external load to the top of the stiff structural steel beam, the bottom support and the bottom die assembly of the lower hanging support-free system directly tie the stiffening structural steel beam projection internal load by the bottom of the stiff structural steel beam, and the side support and the side die assembly of the lower hanging support-free system bear the side load during the concrete pouring of the stiff steel beam;
step 3, welding a cut-off steel plate with the same column section size with the steel rib on the steel rib of the stiff structural steel column, welding a steel bar sleeve at the position of a column vertical steel bar above the cut-off steel plate, binding the column upper vertical steel bar, mechanically connecting the cut-off steel plate with the column upper vertical steel bar through the sleeve, sealing a column foot side die with a wood template, reinforcing, and finally pouring concrete of the stiff beam column node upper structure;
step 4, the isolation layer is a truss floor support plate or a supporting lower hanging support-free system supporting the isolation layer floor structure; the lower hanging support-free system of the floor slab of the isolation layer is supported by the connecting piece arranged at the top of the cantilever on the stiff structural steel beam and the embedded connecting piece of the core tube;
a plurality of vertical welded steel pipes are welded on the lower hanging support-free system, and a U-shaped jacking which extends upwards and can be adjusted in height in a threaded manner is arranged in the vertical welded steel pipes and is used for supporting and adjusting the floor bottom die;
step 5, binding floor slab reinforcing steel bars of the isolation layer and pouring concrete, wherein the main body structure of the tower is horizontally divided into two areas;
building a full-hall support system after the detachment of the jig frame in the lower region of the isolation layer is completed, binding reinforcing steel bars layer by layer, and pouring an outsourcing concrete structure;
and constructing the upper region of the isolation layer according to the standard layer procedure of the conventional slab floor, and respectively constructing the main structure from bottom to top to form the separated synchronous growth construction of the tower structure.
In an alternative embodiment, after the steel beams of the stiffness structure are welded and closed to form a giant steel truss system, the stiffness structure can bear the dead weight load of an upper floor by itself, construction simulation is carried out according to the existing truss support system, the steel truss stress and the construction load of an upper tower are combined, the steel truss system is generated layer by layer and loaded step by step in the construction process of a high-rise building, the rigidity and the stress influence of the steel truss system are influenced, and the number of layers of construction of the upper structure can be realized before the sealing of the lower structure of the isolation layer is confirmed.
In the step 1, hoisting and welding are carried out in sections at the design position of the structural steel column by using a tower crane or an automobile crane, and whether the installation of the structural steel column meets the design requirement is checked in the process;
in an alternative embodiment, the rechecking of the structural steel column component is performed by flaw detection, appearance inspection of the weld, and accuracy measurement correction of the structural steel column.
In an alternative embodiment, the whole process stress deformation of the multi-layer floor slab is monitored in the process of carrying out structural construction on the isolation layers layer by layer.
In an alternative embodiment, in step 5, the upper structure of the upper portion of the isolation layer and the lower structure of the lower portion of the isolation layer are respectively constructed layer by layer upwards, so that separate synchronous growth construction of the tower is realized.
In an alternative embodiment, the substructure is constructed to the insulation layer and the steel truss system is completely enclosed with the encased concrete structure.
In an alternative embodiment, the upper structure increases load layer by layer according to the dead weight of each layer of structure, and after construction of each layer of structure is finished, the deformation and stress conditions of the steel truss system are checked.
In the optional implementation mode, in the step 2 and the step 3, the isolation layer is required to be rechecked through bearing capacity, the structural strength before loading is determined, when the structural construction is carried out layer by layer upwards, the construction load is downwards transmitted through the floor slabs with different strengths, and collaborative construction scene simulation checking calculation is designed.
In an alternative embodiment, different application scene parts of the underhung support-free system are subjected to design selection, checking and calculation and guarantee reinforcement.
The beneficial effects of the invention are as follows:
1) The isolation layer construction does not need to use supporting systems such as section steel, full-hall scaffolds and the like for supporting, steel beams are only added in the construction layer structure, the beams hang up and down to bear self construction load by utilizing the steel structure, a large amount of reinforcing materials, construction time and labor cost are saved, and the whole construction cost is reduced while the construction period is shortened by further adopting a tower separation type synchronous growth construction method;
2) The construction method can obviously improve construction efficiency, ensure construction safety, reduce the workload of template support to the maximum extent, provide reference and guidance for the super high-rise construction similar to the super high-rise construction with a large number of stiff structures, and has popularization and application prospects.
Drawings
In order to more clearly illustrate the embodiments of the present invention or the technical solutions in the prior art, the drawings that are needed in the description of the embodiments or the prior art will be briefly described, and it is obvious that the drawings in the description below are some embodiments of the present invention, and other drawings can be obtained according to the drawings without inventive effort for a person skilled in the art.
FIG. 1 is a schematic diagram of the installation structure of a stiff structural steel column and a stiff structural steel beam in a tower separation type synchronous growth construction method provided by the embodiment of the invention;
FIG. 2 is a schematic diagram of structural separation formed by reinforcement of an isolation layer in a tower separation type synchronous growth construction method according to an embodiment of the present invention;
fig. 3 is a schematic diagram of separate synchronous growth construction of an isolation layer in an up-down tower in the separate synchronous growth construction method of a tower provided by the embodiment of the invention.
Icon: 100-core tube; 200-a steel column with a stiff structure; 300-stiffness structural steel beams; 400-steel truss system; 500-hanging a support-free system; 600-isolating layer; 700-substructure; 800-superstructure.
Detailed Description
The technical solutions of the present invention will be clearly and completely described in connection with the embodiments, and it is apparent that the described embodiments are some embodiments of the present invention, but not all embodiments. All other embodiments, which can be made by those skilled in the art based on the embodiments of the invention without making any inventive effort, are intended to be within the scope of the invention.
Referring to fig. 1 to 3, the present invention provides a method for constructing separate synchronous growth of a tower, in which an isolation layer 600 is constructed in advance, and the separate synchronous growth of an upper structure 800 and a lower structure 700 of the tower is realized after the isolation layer 600, comprising the following specific steps:
step 1, installing a stiff structural steel column 200 and a stiff structural steel beam 300 below a corresponding isolation layer 600; the stiff structural steel beams 300 are mounted on the stiff structural steel columns 200, and the stiff structural steel beams 300 are welded and closed to form a giant steel truss system 400;
constructing the core tube 100 area to the isolation layer 600 according to the standard layer construction time in the installation process of the stiff structural steel column 200, and reserving and embedding the connection position of the core tube 100 area and the isolation layer 600 under-hanging support-free system 500;
step 2, mounting a beam template lower hanging support-free system 500 on the stiff structural steel beam 300;
the top support and the connecting piece of the lower hanging support-free system 500 transmit the beam projection external load to the top of the stiff structural steel beam 300, the bottom support and the bottom die assembly of the lower hanging support-free system 500 directly tie the inner load projected by the stiff structural steel beam 300 by the bottom of the stiff structural steel beam 300, and the side support and the side die assembly of the lower hanging support-free system 500 bear the side load during the concrete pouring of the stiff beam;
step 3, welding a cut-off steel plate with the same column section size with the steel rib on the steel rib of the stiff structural steel column 200, welding a steel bar sleeve at the position of a column vertical steel bar above the cut-off steel plate, binding the column upper vertical steel bar, mechanically connecting the cut-off steel plate with the column upper vertical steel bar through the sleeve, closing a column foot side die with a wood template, reinforcing, and finally concreting the stiff beam column node upper structure 800;
step 4, the isolation layer 600 is a truss floor support plate or a floor structure of supporting the isolation layer 600 by a lower hanging support-free system 500; the lower hanging support-free system 500 of the floor slab of the isolation layer 600 is supported by the connecting piece arranged at the overhanging top of the stiff structural steel beam 300 and the embedded connecting piece of the core tube 100;
a plurality of vertical welded steel pipes are welded on the lower hanging support-free system 500, and a U-shaped jacking which extends upwards and can be adjusted in height in a threaded manner is arranged in the vertical welded steel pipes and is used for supporting and adjusting a floor bottom die;
step 5, binding and concrete pouring of the floor slab reinforcement of the isolation layer 600 are completed, and at the moment, the main body structure of the tower is horizontally divided into two areas;
building a full-hall support system after the lower region jig frame of the isolation layer 600 is dismantled, binding reinforcing steel bars layer by layer, and pouring an outsourcing concrete structure;
the upper region of the isolation layer 600 is constructed according to the standard layer procedure of the conventional slab floor, and main structure construction is performed from bottom to top respectively, so that separated synchronous growth construction of the tower structure is formed.
In step 1, before the lower suspension support-free system 500 is installed, the installation of the stiff structural steel column 200 and the stiff structural steel beam 300 below the corresponding implementation floor is completed, the tower crane or the automobile crane is used for carrying out sectional hoisting welding at the stiff structural design position, and whether the installation of the member meets the design requirement is checked in the process;
care must be taken in construction: in the process of hoisting the steel structure, each section of the stiff structural steel column 200 and each section of the stiff structural steel beam 300 should be suspended and inspected after hoisting, such as deformation conditions before and after loading the steel truss system 400, stability of the steel truss system 400, and the like. Under the condition that all the parts are normal, continuing the next step of section hoisting welding; the steel truss system 400 is installed in the sequence that first, supporting symmetrical stiff structural steel columns 200 are erected on a first layer plate, welding measures are carried out between the stiff structural steel columns 200, then supporting and installing the stiff structural steel columns 200 are arranged section by section, and finally, the stiff structural steel beams 300 on the stiff structural steel columns 200 are hoisted to enable the steel truss system 400 to be closed, and at least 10 minutes of observation time is reserved between every two adjacent loading steps until the steel truss system 400 can independently bear upper load without depending on a jig frame.
When the upper load is applied to the isolation layer 600, the operation needs to be suspended, the stress and deformation monitoring of the floor slab of the isolation layer 600 are maintained, the steel truss system 400 and the lower hanging support-free system 500 are comprehensively checked, and the construction can be continued under the condition that the stability and the safety of the whole structure are confirmed to be no problem. If the condition of uneven stress or deformation of the isolation layer 600 exists, the construction speed is reduced, the change of each part is closely observed, if necessary, the floor slab of the isolation layer 600 is reinforced by adopting modes of pasting carbon fibers or pasting steel plates and the like, whether the design requirement is met is checked, the construction of the isolation layer 600 is completed, and the whole tower is vertically divided into two independent construction flow sections.
In an alternative embodiment, after the steel girder 300 of the stiff structure is welded and closed to form the giant steel truss system 400, the stiff structure can bear the dead weight load of the upper floor by itself, the construction simulation is carried out according to the existing truss support system, the steel truss stress and the construction load of the upper tower are combined, the steel truss system 400 is generated layer by layer and loaded step by step in the construction process of the high-rise building, the structural rigidity and the stress influence are exerted on the steel truss system 400, and the number of construction layers of the upper structure 800 can be constructed before the lower structure 700 of the isolation layer 600 is confirmed to be closed.
In the step 1, hoisting and welding are carried out in sections at the design position of the structural steel column by using a tower crane or an automobile crane, and whether the installation of the structural steel column meets the design requirement is checked in the process;
in an alternative embodiment, the rechecking of the structural steel column 200 components is performed by flaw detection, visual inspection of welds, and accuracy measurement correction of the structural steel column 200.
In an alternative embodiment, the overall process stress deformation of the multi-layer floor slab is monitored during the course of the construction of the structure with the insulation layer 600 up layer by layer.
In an alternative embodiment, in step 5, the upper structure 800 of the upper portion of the isolation layer 600 and the lower structure 700 of the lower portion of the isolation layer 600 are respectively constructed layer by layer upward, so as to implement the tower separation type synchronous growth construction.
In an alternative embodiment, the substructure 700 is constructed to the insulation layer 600, and the steel truss system 400 is completely enclosed with the concrete-encased structure.
In an alternative embodiment, the upper structure 800 increases the load layer by layer according to the dead weight of each layer structure, and after each layer structure is constructed, the deformation and stress conditions of the steel truss system 400 should be rechecked.
In an alternative embodiment, in step 2 and step 3, the isolation layer 600 needs to be rechecked by the bearing capacity, the structural strength before loading is determined, when the layer-by-layer upward structural construction is performed, the construction load is transferred downward through the floor slabs with different strengths, and the collaborative construction scene simulation checking calculation is designed.
In an alternative embodiment, the design selection, checking and checking are performed on different application scene parts of the underhung support-free system 500, and reinforcement is ensured.
The beneficial effects of the invention are as follows:
1) The isolation layer 600 is constructed without supporting by using supporting systems such as section steel, full-hall scaffolds and the like, and only steel beams are added in the construction layer structure, the beams hang up and down to bear self construction load by using the steel structure, so that a large amount of reinforcing materials, construction time and labor cost are saved, the construction period is shortened by further adopting a tower separation type synchronous growth construction method, and the overall construction cost is reduced;
2) The construction method can obviously improve the construction efficiency, ensure the construction safety and reduce the workload of template support to the maximum extent, can provide reference and guidance for the super high-rise construction similar to the super high-rise construction with a large number of stiff structures, and has popularization and application prospects.
Finally, it should be noted that: the above embodiments are only for illustrating the technical solution of the present invention, and not for limiting the same; although the invention has been described in detail with reference to the foregoing embodiments, it will be understood by those of ordinary skill in the art that: the technical scheme described in the foregoing embodiments can be modified or some or all of the technical features thereof can be replaced by equivalents; such modifications and substitutions do not depart from the spirit of the invention.
Claims (10)
1. The method for constructing the separated synchronous growth of the tower is characterized by constructing an isolation layer (600), and realizing the separated synchronous growth construction of an upper structure (800) and a lower structure (700) of the tower after the isolation layer (600), and comprises the following specific steps:
step 1, installing a stiff structural steel column (200) and a stiff structural steel beam (300) below a corresponding isolation layer (600); the stiff structural steel beams (300) are arranged on the stiff structural steel columns (200), and the stiff structural steel beams (300) are welded and closed to form a giant steel truss system (400);
in the installation process of the stiff structural steel column (200), constructing a core tube (100) area to an isolation layer (600) according to the standard layer construction time, and reserving and embedding the connection position of the core tube and the isolation layer (600) under-hanging support-free system (500);
step 2, mounting a beam template lower hanging support-free system (500) on the stiff structural steel beam (300);
the top support and the connecting piece of the lower hanging support-free system (500) transmit the beam projection external load to the top of the stiff structural steel beam (300), the bottom support and the bottom die assembly of the lower hanging support-free system (500) directly tie the projection internal load of the stiff structural steel beam (300) by the bottom of the stiff structural steel beam (300), and the side support and the side die assembly of the lower hanging support-free system (500) bear the side load during the concrete pouring of the stiff steel beam;
step 3, welding a cut-off steel plate with the same column section size with the steel rib on the steel rib of the stiff structural steel column (200), welding a steel bar sleeve at the position of a column vertical steel bar above the cut-off steel plate, binding the column upper vertical steel bar, mechanically connecting the cut-off steel plate with the column upper vertical steel bar through the sleeve, sealing a column foot side die with a wood template, reinforcing, and finally pouring concrete of the stiff beam column node upper structure (800);
step 4, the isolation layer (600) is a truss floor support plate or a floor structure of supporting the isolation layer (600) by a lower hanging support-free system (500); the lower hanging support-free system (500) of the floor slab of the embedded connecting piece supporting isolation layer (600) of the core tube (100) and the connecting piece arranged at the top of the cantilever on the stiff structural steel beam (300);
a plurality of vertical welded steel pipes are welded on the lower hanging support-free system (500), and a U-shaped jacking which extends upwards and can be adjusted in height in a threaded mode is arranged in the vertical welded steel pipes and is used for supporting and adjusting a floor bottom die;
step 5, binding and concrete pouring of floor slab steel bars of the isolation layer (600) are completed, and at the moment, the main body structure of the tower is horizontally divided into two areas;
building a full-hall supporting system after the detachment of the jig frame in the lower area of the isolation layer (600) is completed, binding reinforcing steel bars layer by layer, and pouring an outsourcing concrete structure;
the upper area of the isolation layer (600) is constructed according to the standard layer procedure of the conventional slab floor, and main structure construction is respectively carried out from bottom to top, so that separated synchronous growth construction of the tower structure is formed.
2. The method for constructing the separated synchronous growth of the tower according to claim 1, wherein after the steel girder (300) of the stiff structure is welded and closed to form the huge steel truss system (400), the stiff structure can bear the dead weight load of the upper floor by itself, the construction simulation is carried out according to the existing truss supporting system, the steel truss stress and the construction load of the upper tower are combined, the steel truss is generated layer by layer and loaded step by step in the construction process of the high-rise building, the structural rigidity and the stress influence of the steel truss system (400) are influenced, and the number of construction layers of the upper structure (800) can be constructed before the lower structure (700) of the isolation layer (600) is sealed.
3. The method for constructing the separated synchronous growth of the tower according to claim 1, wherein in the step 1, the tower crane or the automobile crane is used for hoisting and welding in sections at the design position of the steel column with the sexual structure, and whether the installation of the steel column with the sexual structure meets the design requirement is checked in the process.
4. The tower separation type synchronous growth construction method according to claim 3, wherein the check of the structural steel column (200) components is performed by flaw detection, appearance inspection of welding seams and precision measurement correction of the structural steel column (200).
5. The tower separation type synchronous growth construction method according to claim 1, wherein the whole process stress deformation of the multi-layer floor slab is monitored in the structure construction process of the isolation layer (600) upward layer by layer.
6. The method according to claim 2, wherein in step 5, the upper structure (800) of the upper portion of the isolation layer (600) and the lower structure (700) of the lower portion of the isolation layer (600) are structured up layer by layer, respectively, to realize the tower separation type synchronous growth construction.
7. The tower separation type synchronous growth construction method according to claim 6, wherein the lower structure (700) is constructed to the isolation layer (600), and the steel truss system (400) is completely enclosed by the concrete-encased structure.
8. The method for constructing the separated synchronous growth of the tower according to claim 6, wherein the upper structure (800) increases the load layer by layer according to the dead weight of each layer structure, and after the construction of each layer structure is finished, the deformation and stress conditions of the steel truss system (400) are checked.
9. The method for constructing the separated synchronous growth of the tower according to claim 1, wherein in the step 2 and the step 3, the isolation layer (600) is required to be checked through bearing capacity, the structural strength before loading is determined, when the structure construction is carried out layer by layer upwards, the construction load is transmitted downwards through floors with different strengths, and the collaborative construction scene simulation checking calculation is designed.
10. The tower separation type synchronous growth construction method according to claim 1, wherein design selection, rechecking checking calculation and guarantee reinforcement are carried out on different application scene parts of the lower hanging support-free system (500).
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| CN202310504676.3A CN116497946A (en) | 2023-05-05 | 2023-05-05 | Tower separation type synchronous growth construction method |
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