CN114809699A - Construction method of assembly type outer facade enclosure system for reconstruction of upper part of super high-rise building - Google Patents
Construction method of assembly type outer facade enclosure system for reconstruction of upper part of super high-rise building Download PDFInfo
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- CN114809699A CN114809699A CN202210507467.XA CN202210507467A CN114809699A CN 114809699 A CN114809699 A CN 114809699A CN 202210507467 A CN202210507467 A CN 202210507467A CN 114809699 A CN114809699 A CN 114809699A
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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
- E04G23/00—Working measures on existing buildings
- E04G23/02—Repairing, e.g. filling cracks; Restoring; Altering; Enlarging
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04G—SCAFFOLDING; FORMS; SHUTTERING; BUILDING IMPLEMENTS OR AIDS, OR THEIR USE; HANDLING BUILDING MATERIALS ON THE SITE; REPAIRING, BREAKING-UP OR OTHER WORK ON EXISTING BUILDINGS
- E04G3/00—Scaffolds essentially supported by building constructions, e.g. adjustable in height
- E04G3/18—Scaffolds essentially supported by building constructions, e.g. adjustable in height supported by cantilevers or other provisions mounted in openings in the building, e.g. window openings
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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
- E04G5/00—Component parts or accessories for scaffolds
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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
- E04G5/00—Component parts or accessories for scaffolds
- E04G5/001—Safety or protective measures against falling down relating to scaffoldings
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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
- E04G5/00—Component parts or accessories for scaffolds
- E04G5/006—Scaffold with cantilevered sections, e.g. to accommodate overhangs or recesses in the facade
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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
- E04G5/00—Component parts or accessories for scaffolds
- E04G5/007—Devices and methods for erecting scaffolds, e.g. automatic scaffold erectors
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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
- E04G5/00—Component parts or accessories for scaffolds
- E04G5/04—Means for fastening, supporting, or bracing scaffolds on or against building constructions
Abstract
The invention discloses a construction method of an assembly type outer facade enclosure system for reconstruction of the upper part of a super high-rise building, which comprises the following steps: s1, determining the setting position of an overhanging truss pushing platform at the bottom of the assembled facade enclosure system as an aerial bearing platform of the assembled facade enclosure system; s2, designing structures of the cantilever truss pushing platform and the outer vertical face protection module; s3, dismantling the structure in the height range of the floor cantilever truss pushing platform provided with the cantilever truss pushing platform; s4, respectively splicing and pushing outwards the trusses at the south side, the east side, the west side and the north side of the overhanging truss pushing platform in sequence until the overhanging truss pushing platform is installed in place; and S5, assembling the outer vertical face protection modules on the ground, hoisting, sequentially and fixedly installing the outer vertical face protection modules of each layer on the overhanging truss pushing platform along the periphery, and horizontally pulling the outer vertical face protection modules and the main structure until the integral outer vertical face enclosure is completed.
Description
Technical Field
The invention relates to the technical field of construction of overhanging enclosure systems of super high-rise buildings, in particular to a construction method of an assembled type exterior facade enclosure system for transformation of the upper part of a super high-rise building.
Background
The super high-rise building refers to a building with more than 40 floors and more than 100 meters of height. For the molding design and the propaganda needs, many super high-rise building upper portions all are provided with the structure of encorbelmenting, and are equipped with bold LED screen on the curtain, but LED screen long-term use has ageing problem. Especially, when the super high-rise building is located in a core zone of a city, only the range of the upper super high-rise of the super high-rise building is constructed and modified, and the lower floor still normally operates, the super high-rise building has high construction risk coefficient and large safety protection difficulty due to high requirements on appearance or secrecy requirements. Therefore, a fabricated exterior facade enclosure system for modifying the upper part of a super high-rise building needs to be designed.
The information disclosed in this background section is only for enhancement of understanding of the general background of the invention and should not be taken as an acknowledgement or any form of suggestion that this information forms the prior art already known to a person skilled in the art.
Disclosure of Invention
The invention aims to provide a construction method of an assembled type outer facade enclosure system for reconstruction of the upper part of a super high-rise building, and aims to solve the problems in the background technology.
In order to achieve the above object, the present invention provides a construction method of an assembly type outer facade enclosure system for reconstruction of an upper part of a super high-rise building, at least one side of the upper part of the super high-rise building is provided with an outward overhanging structure, and only a plurality of floors from a certain floor to a top floor of the upper part of the super high-rise building are constructed and reconstructed, the construction method comprises the following steps:
step S1, determining the setting position of an overhanging truss pushing platform at the bottom of the fabricated facade enclosure system as an aerial bearing platform of the fabricated facade enclosure system according to the actual construction condition of the upper part transformation range of the super high-rise building;
s2, designing structures of the cantilever truss pushing platform and the outer vertical face protection module according to the setting position of the cantilever truss pushing platform, the size needing outward cantilever and the outer vertical face enclosure height by comprehensively considering the load and temperature effects;
step S3, dismantling a structure in the height range of the floor cantilever truss pushing platform provided with the cantilever truss pushing platform;
step S4, respectively splicing and pushing outwards the trusses at the south side, the east side, the west side and the north side of the overhanging truss pushing platform in sequence until the overhanging truss pushing platform is installed in place and reaches a preset overhanging size;
step S5, assembling the outer vertical surface protection module on the ground, hoisting, sequentially and fixedly installing the outer vertical surface protection module at the lowest layer on the overhanging truss pushing platform along the periphery, and horizontally drawing the outer vertical surface protection module and the main structure;
and S6, fixedly installing the previous layer of the outer vertical surface protection module on the top of the next layer of the outer vertical surface protection module, and horizontally pulling the outer vertical surface protection module and the main body structure until the integral outer vertical surface enclosure is completed.
In a preferred embodiment, in step S1, determining a setting position of the overhanging truss pushing platform at the bottom of the fabricated facade enclosure system according to the difficulty of dismantling the curtain wall in the upper modification range of the super high-rise building and the load condition of the overhanging truss pushing platform; in step S2, the structure of the overhanging truss pushing platform and the outer vertical surface protection module is designed by comprehensively considering the effects of dead load, live load, wind load and temperature according to the setting position of the overhanging truss pushing platform, the size to be overhung outward and the enclosure height, wherein the stress ratio of the important members of the overhanging truss pushing platform is controlled to be below 0.85, and the stress ratio of the important members of the outer vertical surface protection module is controlled to be below 0.8.
In a preferred embodiment, in step S3, the detaching the structure within the height range of the floor cantilever truss pushing platform on which the cantilever truss pushing platform is disposed includes: and (4) dismantling the curtain wall and the electromechanical equipment within the height range of the floor overhanging truss pushing platform provided with the overhanging truss pushing platform to expose the structural surface of the core barrel.
In a preferred embodiment, the overhanging truss pushing platform comprises a plurality of groups of main trusses, secondary trusses and a supporting structure, wherein the supporting structure comprises a stool system and an outer frame column bracket, the outer end of the bottom of each main truss is slidably supported on the outer frame column bracket, the inner end of the bottom of each main truss is slidably supported on the stool system, the inner end face of each main truss is connected with the core cylinder steel column after pushing in place, and the outer end face of each main truss extends out of the outer frame column of the original structure.
In a preferred embodiment, in step S4, the trusses on the south side, east side, west side and north side of the overhanging truss pushing platform are sequentially assembled and pushed outward, and the construction is performed by using the method of in-building assembling and pushing sliding, and the construction sequence is performed according to the south side, then the east side and the west side, and finally the north side, and the method includes the following steps:
s41, respectively hoisting the truss units to the mounting positions in the mounting floor of the overhanging truss pushing platform;
s42, sequentially assembling a first section of main truss on the south side according to an assembling mode from the middle to the two sides, after the first section of main truss is assembled, respectively placing the two ends of the first section of main truss on a split heads system and an outer frame column bracket to serve as assembling jig frames for pushing the first section of main truss to slide outwards, wherein the upper surfaces of the split heads system and the outer frame column bracket are equal in height;
s43, synchronously controlling a pushing device through a control center and simultaneously pushing the assembled first main truss;
s44, splicing the secondary trusses and the corner trusses corresponding to the outer frame column positions between the two adjacent main trusses of the push-out part, and connecting the secondary trusses and the corner trusses into a whole;
s45, assembling the first main truss section, and performing second pushing;
s46, repeating the step S45 until the last section of main truss is assembled, and connecting the last section of main truss with the core tube steel column through the core tube corbel;
s47, mounting trusses on the two sides of the south side and truss structures on the two sides of the east and the west;
and S48, repeating the steps S42-S46 to assemble the truss structure on the north side.
In a preferred embodiment, a plurality of groups of diagonal draw bars are respectively arranged at the outer sides of the truss structures at the north and south sides, a hoop is fixedly connected with the structural column, and the end parts of the diagonal draw bars are connected with the hoop by a pin shaft.
In a preferred embodiment, assembling the first section of the main truss comprises the following steps: transporting the truss units to the assembly floors through the vertical transportation channel by using a tower crane; after the floor slab is horizontally transported to an installation position by using a transportation track arranged on the top of the floor slab, a manual monorail crane on the transportation track turns over, and then the floor slab is assembled; the first section of main truss comprises two truss upper chords arranged in parallel and two truss lower chords arranged in parallel, a plurality of truss connecting rods are arranged between the two truss upper chords and the two truss lower chords in parallel and are respectively perpendicular to the truss upper chords and the truss lower chords, and a plurality of first truss connecting rods arranged in a triangular structure and a plurality of second truss connecting rods arranged vertically are arranged between the truss upper chords and the truss lower chords on one side.
In a preferred embodiment, the outer vertical face protection module comprises an inner side frame structure and an outer side protection aluminum plate, the frame structure is connected with the protection aluminum plate through an angle steel bolt, a long circular hole is formed in the angle steel, the protection aluminum plate of each outer vertical face protection module adopts a hollow extruded aluminum profile, the protection aluminum plate is in a groove form in a splicing mode, the frame structure comprises an upper layer frame and a lower layer frame, a through long horse way is arranged between the upper layer frame and the lower layer frame, the upper layer frame and the lower layer frame respectively comprise four vertically arranged rectangular main steel pipes, two ends of each rectangular main steel pipe are respectively provided with a flange plate, the outer side and the lower side of the frame structure are respectively provided with an inclined strut, the two adjacent outer vertical face protection modules are connected through flange plate bolts, the protection aluminum plate comprises an inner plate face, an outer plate face and a partition plate vertically connected between the inner plate face and the outer plate face at intervals, and inwards-concave bolt bayonets are arranged at two ends of the inner plate face at intervals; one end face of each protective aluminum plate is provided with a U-shaped bayonet, the other end face of each protective aluminum plate is provided with a splayed clamping rib, and the splayed clamping ribs of the adjacent protective aluminum plates are correspondingly clamped in the U-shaped bayonets.
In a preferred embodiment, the horizontally pulling the facade guard module with the main structure comprises the following steps:
s51, arranging a plurality of groups of horizontal tie beams, wherein the horizontal tie beams are fixedly connected with the original structure;
s52, connecting each group of horizontal tie beams with the outer vertical surface protection module through pin shafts respectively;
s53, connecting a plurality of groups of horizontal tie beams into a whole by using horizontal support rods;
and S54, arranging an outer vertical surface unit inclined strut, wherein two ends of the outer vertical surface unit inclined strut are respectively and fixedly connected with the horizontal tie beam and the frame structure of the outer vertical surface protection module.
In a preferred embodiment, the method further comprises the following steps: and performing collision test between the outer vertical surface protection modules during hoisting, and arranging an anti-collision device on the inner side of the top of the frame structure of the outer vertical surface protection module based on a collision test result according to the distance between the outer vertical surface protection modules and the existing curtain wall and the wind power condition.
Compared with the prior art, the invention has the beneficial effects that: the construction method comprises the steps of separating from an original structure demolished part and a newly-built main structure to form a system, designing and installing an overhanging truss pushing platform to serve as an aerial bearing platform of an assembled type outer vertical surface enclosure system, installing the outer vertical surface enclosure, horizontally drawing and connecting the overhanging truss pushing platform with the main structure, bearing vertical force through the overhanging truss pushing platform, bearing horizontal force through each layer of horizontal drawing and connecting, being large in overhanging length and strong in wind load resistance, enabling the outer vertical surface enclosure to be designed by adopting a standardized module, being assembled and installed, being high in mounting and demounting speed, and remarkably improving construction efficiency and safety.
Drawings
Fig. 1 is a flow chart of a construction method of a fabricated exterior facade containment system according to a preferred embodiment of the present invention.
Fig. 2 is a schematic structural diagram of an overall structure of the overhanging truss pushing platform according to the preferred embodiment of the invention.
Fig. 3A-3B are schematic diagrams illustrating a main truss pushing process at one side of the overhanging truss pushing platform according to the preferred embodiment of the present invention.
Fig. 3C is a schematic diagram illustrating the completion of the pushing and installation of the main truss on one side of the overhanging truss pushing platform according to the preferred embodiment of the present invention.
Fig. 4 is a plan view of the outer frame column corbel of the preferred embodiment of the present invention.
Fig. 5 is an elevation view of a corbel of the outer frame column according to the preferred embodiment of the present invention.
Fig. 6A is a schematic plan view of an outer facade protection module according to a preferred embodiment of the present invention.
Fig. 6B is a schematic view of the facade protection module in a facade configuration according to the preferred embodiment of the present invention.
Fig. 6C is a schematic structural view of the aluminum shield plate according to the preferred embodiment of the present invention.
Fig. 7A is a schematic view of the connection of the facade guard module and the horizontal tie beam according to the preferred embodiment of the present invention.
Fig. 7B is a partial schematic view of the connection of the facade guard module and the horizontal tie beam according to the preferred embodiment of the present invention.
Fig. 7C is a schematic view of a connection node between a horizontal drawknot beam and a main body structure according to a preferred embodiment of the invention.
Fig. 8 is a schematic view of a facade unit bracing node in accordance with a preferred embodiment of the present invention.
Fig. 9 is a schematic view of a bump guard arrangement according to a preferred embodiment of the present invention.
Fig. 10 is a schematic view of a super high-rise building structure according to a preferred embodiment of the present invention.
Detailed Description
The technical solutions in the embodiments of the present invention will be clearly and completely described below. The embodiments of the present invention, and all other embodiments obtained by a person of ordinary skill in the art without any inventive work, belong to the scope of protection of the present invention.
The construction method of the present invention is described in detail below with respect to the overall modification construction project of the super high-rise range of the upper part of a super high-rise building, as shown in fig. 10, the part above the ground of the super high-rise building is nearly 200m high and is a steel structure frame + core tube structure system, and the two sides of the upper part of the super high-rise building, south and north, respectively, have outward overhanging structures 100, wherein the south-side outward overhanging distance is 4.8m, and the north-side outward overhanging distance is 6.2 m. The project only carries out integral construction transformation on a plurality of floors from a certain floor (the elevation is more than 120 m) at the upper part of the super high-rise building to the floor at the top part, and the floor at the lower part is normally operated. Due to the requirements of construction safety and construction period, the protection of the outer vertical surface is straight without fault, and the protection is carried out to the highest point by one-time cantilever. Therefore, the overhanging truss pushing platform 201 is required to be arranged on the floor, the purpose is to provide a rooting point for the facade protection system, the facade sensory effect in the building construction process is improved, the assembled facade enclosure 200 is adopted to provide protection for the building construction above the floor, and the fact that the following floor can work normally and operate in the construction process is guaranteed to be of great importance.
As shown in fig. 1 to 10, the construction method of the fabricated exterior facade enclosure system for reconstructing the upper part of the super high-rise building of the invention comprises the following steps:
step S1, determining the setting position of the overhanging truss pushing platform 201 at the bottom of the assembly type outer vertical face enclosure system according to the actual construction condition (including the difficulty of dismantling the curtain wall and the load condition of the overhanging truss pushing platform) of the upper part transformation range of the super high-rise building, and using the setting position as an aerial bearing platform of the assembly type outer vertical face enclosure system. Specifically, truss top pushing platform 201 encorbelments sets up at a certain floor in super high-rise building upper portion (the elevation reaches more than 120 m), truss top pushing platform encorbelments is about 800mm apart from this floor 304, the outside relies on outer frame post bracket 302 of welding on original structure outer frame post 221 to fix, the distance of outer frame post bracket top elevation apart from this floor 304 is 800mm, the intermediate position uses split heads system 301 to support, the rear portion is fixed in on core section of thick bamboo steel column 222 (the truss roof beam of connecting core section of thick bamboo steel column, the truss roof beam is fixed in on the core section of thick bamboo steel column through upper and lower side core section of thick bamboo bracket 303), the outside is encorbelmented all around. The east-west overhang size is 2320mm, the south overhang size is 6825mm, and the north overhang size is 8525 mm.
And S2, designing structures of the cantilever truss pushing platform and the outer vertical face protection module according to the setting position of the cantilever truss pushing platform, the size needing outward cantilever and the outer vertical face enclosure height by comprehensively considering the load and temperature effects.
Specifically, the structures of the cantilever truss pushing platform and the outer vertical face protection module are designed according to the setting position of the cantilever truss pushing platform, the size of the cantilever truss pushing platform and the enclosure height, and the effects of constant load, live load, wind load and temperature are comprehensively considered. The stress ratio of the important components of the cantilever truss pushing platform is controlled to be below 0.85, and the stress ratio of the important components of the outer vertical surface protection module is controlled to be below 0.8. The fabricated facade enclosure system is placed in an integral model (the overhanging truss pushing platform is placed in the integral model, and the facade protection module is added as a load). And (4) analyzing the whole model, considering the effects of constant load, live load and wind load, wherein the maximum stress ratio is 0.95, and the bearing capacity of the original structure meets the requirement.
And step S3, dismantling the structure in the height range of the floor cantilever truss pushing platform provided with the cantilever truss pushing platform 201. Specifically, the curtain wall and the electromechanical equipment are dismantled within the height range of the floor overhanging truss pushing platform provided with the overhanging truss pushing platform, and the core barrel structural surface is exposed. And vertically forming a hole from the floor provided with the overhanging truss pushing platform to the top roof floor, dismantling the floor and reinforcing the floor to form an indoor vertical transportation channel for transporting the truss member to the assembly floor. The vertical transportation hole has the size of 2.755 meters multiplied by 7.25 meters. And after the hole is opened, edge protection railings are arranged on the periphery of each layer of vertical transportation hole according to the standard. And (3) transporting the truss members to the roof by using a ground tower crane, and transporting the steel members to the assembly floors through the vertical transportation channel by using the roof tower crane.
The cantilever truss jacking platform of the present invention comprises a plurality of sets of primary trusses 211, secondary trusses 212, corner trusses 213, and support structures. The supporting structure comprises a split heads system 301, an outer frame column bracket 302 and a core barrel bracket 303, wherein the outer end of the bottom of each main truss is slidably supported on the outer frame column bracket 302, the inner end of each main truss is slidably supported on the split heads system 301, at least one pushing operation is performed on the inner end face of the main truss 211 by using a pushing device 305, the inner end face of the main truss 211 is connected with a core barrel steel column 222 after the main truss 211 at the north side and the south side is pushed to be in place, and the outer end face of the main truss extends out of the outer frame column 221 of the original structure. The split heads system 301 comprises a plurality of groups of fixed split heads and movable split heads, wherein the plurality of groups of fixed split heads are connected into a whole through longitudinal and transverse U-shaped steel and used as assembling and pushing fixing points of the cantilever truss pushing platform truss.
Further, outer frame post bracket 302 includes the slip plane steel sheet 401 that the level set up, its front with the contact of main truss bottom, its back parallel arrangement has two area bracket steel sheets 402, two area bracket steel sheets 402 respectively with original structure outer frame post 221 welded connection, and take bracket steel sheet 402 and slip plane steel sheet 401 mutually perpendicular, slip plane steel sheet 401 is provided with curb plate anti-sliding rib 403 along length direction one side both ends symmetry, two curb plate anti-sliding ribs 403 are mutually perpendicular with slip plane steel sheet 401, and the both sides border of original structure outer frame post 221 is located in the card, be provided with first anti-sidesway rib 404 between two area bracket steel sheets, first anti-sidesway rib becomes the X shape setting, the outside of taking bracket steel sheet 402 is provided with second and resists the rib 405 that sidesies, the both ends that the rib 405 that sidesies of second resist respectively with curb plate anti-sliding rib 403, take bracket steel sheet 402 welded connection. The core tube brackets 303 and the outer frame column brackets 302 have the same structure and are only arranged in different modes, the two outer frame column brackets are symmetrically arranged on two sides of an outer frame column 221 of the original structure along the horizontal direction and are respectively used for supporting an upper truss, and the two core tube brackets are symmetrically arranged on a core tube steel column along the vertical direction and are used for fixedly connecting single trusses among columns on the inner end face of the main truss.
The assembling process of the cantilever truss pushing platform is detailed as follows:
and step S4, respectively splicing and pushing outwards the trusses at the south side, the east side, the west side and the north side of the overhanging truss pushing platform in sequence until the overhanging truss pushing platform is installed in place and reaches the preset overhanging size. Because the height of the overhanging space truss is over one hundred twenty meters, the overhanging distance is as far as 8.5 meters, through repeated argumentation, a construction method of pushing and sliding from inside to outside is innovatively adopted, the south and north directions of the overhanging space truss are segmented according to the construction method, the balanced and stable condition of components and the size of a vertical transportation channel, the south main truss 211 is divided into three segments (211 a, 211b and 211C shown in figures 3A-3C), the north main truss is segmented into four segments, and the segments are installed in a segmented mode. The biggest weight 4.1 tons after the space truss steel member segmentation of encorbelmenting, for guaranteeing the smooth transportation of component in this layer horizontal transportation process, adopt the floor inner panel top to set up the horizontal transportation track, use the single track to hang and transport, avoid the ground transportation. Preferably, two annular monorail crane tracks and one linear monorail crane track are arranged at the top, and the problem that a 5-ton monorail crane is adopted in the south side to transport the components coming down from the vertical transportation hole to the working position along the tracks is solved. The trolley is used for transporting from the center to the edge for transporting.
Specifically, in step S4, respectively to encorbelmenting truss top and pushing south side, east side, west side, north side truss of platform assemble in proper order, outwards push away, push away the platform installation and take one' S place until encorbelmenting truss top to reach and predetermine the size of encorbelmenting and include following step:
s41, respectively hoisting the truss units to the mounting positions in the mounting floor of the overhanging truss pushing platform;
step S42, sequentially assembling the first main truss section 211a on the south side according to an assembling mode from the middle to the two sides, after the first main truss section 211a is assembled, placing the two ends of the first main truss section 211a on the split heads 301 and the outer frame column bracket 302 respectively, and using the split heads as assembling jig frames for pushing and sliding the first main truss section 211a to the outside, wherein the upper surfaces of the split heads and the outer frame column bracket are equal in height. First main truss section 211a has a length of 11.2 m. Specifically, assembling the first main truss section comprises the following steps: transporting the truss units to the assembly floors through the vertical transportation channel by using a tower crane; after the transportation rail arranged on the top of the floor slab is horizontally transported to the installation position, the manual monorail crane on the transportation rail is used for turning over and then assembling. The first section of main truss 211a comprises two truss upper chords arranged in parallel and two truss lower chords arranged in parallel, a plurality of truss connecting rods are arranged between the two truss upper chords and the two truss lower chords in parallel and are respectively perpendicular to the truss upper chords and the truss lower chords, and a plurality of first truss connecting rods arranged in a triangular structure and a plurality of second truss connecting rods arranged vertically are arranged between the truss upper chords and the truss lower chords on one side.
Step S43, after the first section of main truss 211a is assembled, the control center synchronously controls the pushing device 305 to push the assembled first section of main truss 211a for 3.7 m.
Step S44, when the truss pushes out the outer frame column region and does not exceed the floor slab region, the sub-truss 212 and the corner truss 213 at the column position between two adjacent main trusses of the push-out part are assembled and connected as a whole.
And S45, assembling the first main truss section 211b, wherein the assembled length is 5.2m, and pushing for the second time to push 3.1m in position.
Step S46, completing the final section of main truss 211c by in-situ splicing, wherein the splicing length is 3.5m, and connecting the final section of main truss 211c with the core tube steel column 222 through the core tube bracket 303.
And S47, mounting trusses on the two sides of the south side and truss structures on the two sides of the east and west sides, wherein during actual construction of the project, the main trusses are assembled and formed at one time due to the small overhanging distance of the two sides of the east and west sides, and then pushed at one time. It should be noted that the specific pushing times and the overhanging distance can be adjusted according to the actual construction requirements.
And S48, mounting the truss structure on the north side, specifically, splicing the first section of the main truss on the north side for 12.9 meters, and pushing by using a pushing device 305 for 3.8 meters after splicing. In the pushing process, when the truss is pushed out of the outer frame column area and does not exceed the floor area, the secondary truss and the corner truss at the column position are assembled, and then pushing construction is continued. And (3) assembling the next section of main truss, wherein the assembling length is 4.5m, and after the assembling is finished, pushing by adopting a pushing device for 3 m. In the pushing process, when the truss is pushed out of the column area and does not exceed the floor area, splicing the secondary truss at the column position, and then continuing to carry out pushing construction. And (5) splicing the next section of main truss, wherein the splicing length is 2.9 m. And after the assembly is finished, pushing again by using a pushing device for 1.8 m. In the pushing process, when the truss is pushed out of the outer frame column area and does not exceed the floor area, the secondary truss at the column position is assembled, and then pushing construction is continued. And the fourth assembling length of the north truss is 1.8 meters, and the cantilever truss pushing platform is assembled in situ, so that the installation of the cantilever truss pushing platform is finally completed. And finally, arranging a plurality of groups of diagonal draw bars outside the truss structures on the north and south sides respectively, fixedly connecting the hoops with the structural columns, and connecting the ends of the diagonal draw bars with the hoops by pin shafts.
Furthermore, the overhanging moment is possibly greater than the indoor moment in the pushing process, so an anti-overturning device needs to be arranged inside, the truss always slides, an H-shaped steel cross beam is arranged at the top of the anti-overturning device, two sides of the H-shaped steel cross beam are fixedly connected with the original beam through inclined struts, steel wheel supports are arranged on two sides of the bottom of the cross beam, steel wheels are arranged in the steel wheel supports, and roll on the upper flange of the truss to slide, and 20mm gaps are reserved to serve as adjustment quantity.
Further, regarding the pushing process and the node design, it should be noted that: the cantilever truss pushing platform is pushed by a numerical control hydraulic pushing device. The acting point of the north-south hydraulic pushing device is arranged on the original structure core cylinder steel column, and the platform is pushed out by means of continuous lengthening of the standard joint dowel bar 306 in the pushing process. The platform on the east and west sides is shorter, a pushing force application point is arranged on an outer frame column of the original structure for pushing, and for the parts of the corners on the north and south sides, which can not be pushed by a core tube of the original structure, a steel upright column and a pushing fixed point need to be constructed, a buried plate construction steel upright column can be arranged on a floor slab of the original structure, and a steel corbel is fixed on the steel upright column to be used as the pushing force application point.
And S5, assembling the outer vertical surface protection module on the ground, hoisting, sequentially and fixedly installing the outer vertical surface protection module at the lowest layer on the upper edge of the overhanging truss pushing platform along the periphery, and horizontally drawing the outer vertical surface protection module and the main structure.
And S6, fixedly installing the previous layer of the outer vertical surface protection module on the top of the next layer of the outer vertical surface protection module, and horizontally pulling the outer vertical surface protection module and the main body structure until the integral outer vertical surface enclosure is completed.
In a preferred embodiment, as shown in fig. 6A-6B, fig. 7A-7C and fig. 10, the protection of the outer facade enclosure 200 is of a module assembly type, that is, a plurality of outer facade protection modules 701 are assembled, the outer facade protection modules have the same specification (4.6 × 6 × 1 m), each outer facade protection module 701 includes an inner frame structure 601 and an outer protective aluminum plate 602, the frame structure 601 is connected with the protective aluminum plate 602 through an angle steel bolt, an elongated hole is formed in the angle steel 603, the protective aluminum plate 602 of each outer facade protection module is made of a hollow extruded aluminum profile, the splicing seam of the protective aluminum plate is in a groove form, the frame structure 601 includes an upper frame and a lower frame, and a through long horse way 604 is arranged between the upper frame and the lower frame, which is convenient for a constructor to install and operate and plays a role of safety protection. The upper-layer frame and the lower-layer frame respectively comprise four vertically arranged rectangular main steel pipes 607, flange plates 605 are respectively arranged at two ends of each rectangular main steel pipe 607, two adjacent outer vertical face protection modules are connected through flange plate bolts, welding is avoided, the modular design is standardized, the flow type construction process is adopted, and the construction efficiency is high. The outer side and the lower side of the frame structure are respectively provided with an inclined strut 606, so that the rigidity of the frame is guaranteed, the passing path of constructors is guaranteed, and the weight of the frame is reduced.
Further, the protective aluminum plate 602 includes an inner plate surface 612, an outer plate surface 622, and a partition 632 vertically connected between the inner plate surface and the outer plate surface at intervals, wherein the two ends of the inner plate surface 612 are provided with inward recessed bolt bayonets 642 at intervals. One end face of the protective aluminum plate 602 is provided with a U-shaped bayonet 652, the other end face is provided with a splayed clamping rib 662, and the splayed clamping ribs 662 of adjacent protective aluminum plates are correspondingly clamped in the U-shaped bayonet 652.
Further, the step of horizontally pulling the facade protection module 701 to the main structure includes the following steps:
step S51, a plurality of groups of horizontal tie beams 711 are arranged, and the horizontal tie beams 711 are fixedly connected with the original structure floor slab 702;
step S52, each group of horizontal tie beams 711 is connected to the outer vertical surface protection module 701 through a pin 712, a lug plate 713 is fixedly connected to the rectangular main steel pipe 607 of the frame structure of the outer vertical surface protection module 711, and a vertical long circular hole 714 is formed in the lug plate 713, so that only horizontal force is transmitted, and vertical force is not transmitted.
Step S53, connecting a plurality of groups of horizontal tie beams 711 into a whole by using horizontal stay bars, all connected by bolts;
and step S54, arranging an outer vertical surface unit inclined strut 801 to reduce the cantilever height and ensure that the outer vertical surface can be cantilevered for 2 layers, wherein two ends of the outer vertical surface unit inclined strut 801 are respectively and fixedly connected with the horizontal tie beam 711 and the frame structure of the outer vertical surface protection module 701.
Further, the horizontal tie beams 711 and the original structural floor slab 702 can adopt various connection modes: the floor slab through bolt embedded parts 715 (shown in fig. 7C), the beam bottom, the beam top and the columns are welded, and tie beams, crabapple angle tie modes and the like are arranged between the columns.
Furthermore, the number of the outer vertical face protection modules is large, the construction period is long, the outer vertical face protection modules can rotate in the hoisting process in windy conditions when experiencing strong wind weather in winter, and manpower is difficult to control. Particularly, when the distance between the outer vertical face module and the curtain wall 902 is very short, the collision test between the outer vertical face protection modules during hoisting needs to be performed, and according to the distance between the outer vertical face protection module and the existing curtain wall and the wind condition, the collision-proof device 901 is arranged on the inner side of the top of the frame structure of the outer vertical face protection module based on the collision test result. The anti-collision device 901 is of an L-shaped structure and comprises a vertical limb and a horizontal limb, the length of the vertical limb is larger than that of the horizontal limb, a connecting plate is welded on the inner end face of the horizontal limb, bolt holes are formed in the periphery of the connecting plate, and a protective sleeve is sleeved on the vertical limb.
Although embodiments of the present invention have been shown and described, it will be appreciated by those skilled in the art that changes, modifications, substitutions and alterations can be made in these embodiments without departing from the principles and spirit of the invention, the scope of which is defined in the appended claims and their equivalents.
Claims (10)
1. A construction method of an assembled type outer facade enclosure system for reconstruction of the upper part of a super high-rise building is characterized by comprising the following steps: at least one side of the upper part of the super high-rise building is provided with an outward overhanging structure, and only a plurality of floors above a certain floor on the upper part of the super high-rise building are constructed and transformed, wherein the construction method comprises the following steps:
step S1, determining the setting position of an overhanging truss pushing platform at the bottom of the fabricated facade enclosure system according to the actual construction condition of the upper part transformation range of the super high-rise building, and using the setting position as an aerial bearing platform of the fabricated facade enclosure system;
step S2, designing structures of the cantilever truss pushing platform and the outer vertical face protection module according to the setting position of the cantilever truss pushing platform, the size needing outward cantilever and the outer vertical face enclosure height by comprehensively considering the load and temperature effects;
step S3, dismantling a structure in the height range of the floor cantilever truss pushing platform provided with the cantilever truss pushing platform;
step S4, respectively splicing and pushing outwards the trusses at the south side, the east side, the west side and the north side of the overhanging truss pushing platform in sequence until the overhanging truss pushing platform is installed in place and reaches a preset overhanging size;
step S5, assembling and hoisting the outer vertical surface protection module on the ground, sequentially and fixedly installing the outer vertical surface protection module at the lowest layer on the upper edge of the overhanging truss pushing platform along the periphery, and horizontally drawing the outer vertical surface protection module and the main structure;
and S6, fixedly installing the previous layer of the outer vertical surface protection module on the top of the next layer of the outer vertical surface protection module, and horizontally pulling the outer vertical surface protection module and the main body structure until the integral outer vertical surface enclosure is completed.
2. The construction method of the fabricated exterior facade containment system for reconstruction of the upper part of the super high-rise building according to claim 1, wherein: in the step S1, determining the setting position of the overhanging truss pushing platform at the bottom of the assembly type outer facade enclosure system according to the difficulty of dismantling the curtain wall in the upper transformation range of the super high-rise building and the load condition of the overhanging truss pushing platform; in step S2, the structure of the overhanging truss pushing platform and the outer vertical surface protection module is designed by comprehensively considering the effects of dead load, live load, wind load and temperature according to the setting position of the overhanging truss pushing platform, the size to be overhung outward and the enclosure height, wherein the stress ratio of the important members of the overhanging truss pushing platform is controlled to be below 0.85, and the stress ratio of the important members of the outer vertical surface protection module is controlled to be below 0.8.
3. The construction method of the fabricated exterior facade containment system for reconstruction of the upper part of the super high-rise building according to claim 1, wherein: in step S3, the floor that sets up cantilever truss top pushes away the platform pushes away the high within range structure of platform and demolish including: and (4) dismantling the curtain wall and the electromechanical equipment within the height range of the floor overhanging truss pushing platform provided with the overhanging truss pushing platform to expose the structural surface of the core barrel.
4. The construction method of the fabricated exterior facade containment system for reconstruction of the upper part of the super high-rise building according to claim 1, wherein: the cantilever truss pushing platform comprises a plurality of groups of main trusses, secondary trusses and a supporting structure, wherein the supporting structure comprises a horse stool system, an outer frame column bracket and a core tube bracket, each outer end of the bottom of the main truss is slidably arranged on the outer frame column bracket, the inner end of the main truss is slidably arranged on the horse stool system, the inner end face of the main truss is connected with a core tube steel column after the main truss is pushed in place, and the outer end face of the main truss stretches out of the outer frame column of the original structure.
5. The method for constructing the prefabricated exterior facade containment system for reconstructing the upper part of the super high-rise building according to claim 4, wherein the method comprises the following steps: in step S4, assembling and pushing the trusses at the south, east, west, and north of the overhanging truss pushing platform in sequence, and constructing by using the method of assembling and pushing in the building, where the construction sequence is performed by partitioning the south, east, west, and north, and includes the following steps:
s41, respectively hoisting the truss units to the mounting positions in the mounting floor of the overhanging truss pushing platform;
s42, sequentially assembling a first section of main truss on the south side according to an assembling mode from the middle to the two sides, after the first section of main truss is assembled, respectively placing the two ends of the first section of main truss on a split heads system and an outer frame column bracket to serve as assembling jig frames for pushing and sliding the first section of main truss outwards, wherein the upper surfaces of the split heads system and the outer frame column bracket are equal in height;
s43, synchronously controlling a pushing device through a control center and simultaneously pushing the assembled first main truss;
s44, splicing the secondary trusses and the corner trusses corresponding to the outer frame column positions between the two adjacent main trusses of the push-out part, and connecting the secondary trusses and the corner trusses into a whole;
s45, assembling the first main truss section, and performing second pushing;
s46, repeating the step S45 until the last section of main truss is assembled, and connecting the last section of main truss with the core tube steel column through the core tube corbel;
s47, mounting trusses on the two sides of the south side and truss structures on the two sides of the east and the west;
and S48, repeating the steps S42-S46 to install the truss structure on the north side.
6. The method for constructing the prefabricated exterior facade containment system for reconstructing the upper part of the super high-rise building according to claim 5, wherein the method comprises the following steps: the outside of the truss structure of north and south both sides sets up multiunit diagonal draw bar respectively, adopts staple bolt and structure post fixed connection, just the tip of diagonal draw bar adopts round pin axle and staple bolt to be connected.
7. The method for constructing the prefabricated exterior facade containment system for reconstructing the upper part of the super high-rise building according to claim 6, wherein the method comprises the following steps: the assembling of the first section of main truss comprises the following steps: the truss units are transported to the assembly floors through a vertical transportation channel by using a tower crane; after the floor slab is horizontally transported to an installation position by using a transportation track arranged on the top of the floor slab, a manual monorail crane on the transportation track turns over, and then the floor slab is assembled; the first section of main truss comprises two truss upper chords arranged in parallel and two truss lower chords arranged in parallel, a plurality of truss connecting rods are arranged between the two truss upper chords and the two truss lower chords in parallel and are respectively perpendicular to the truss upper chords and the truss lower chords, and a plurality of first truss connecting rods arranged in a triangular structure and a plurality of second truss connecting rods arranged vertically are arranged between the truss upper chords and the truss lower chords on one side.
8. The construction method of the fabricated exterior facade containment system for reconstruction of the upper part of the super high-rise building according to claim 1, wherein: the outer vertical surface protection module comprises an inner side frame structure and an outer side protection aluminum plate, the frame structure is connected with the protection aluminum plate through an angle steel bolt, the angle steel is provided with a long circular hole, the protection aluminum plate of each outer vertical surface protection module adopts a hollow extruded aluminum profile, the splicing seam of the protection aluminum plate adopts a groove form, the frame structure comprises an upper layer frame and a lower layer frame, a through long horse way is arranged between the upper layer frame and the lower layer frame, the upper layer frame and the lower layer frame respectively comprise four vertically arranged rectangular main steel pipes, two ends of each rectangular main steel pipe are respectively provided with a flange plate, the outer side and the lower side of the frame structure are respectively provided with an inclined strut, the two adjacent outer vertical face protection modules are connected through flange plate bolts, each protection aluminum plate comprises an inner plate face, an outer plate face and a partition plate vertically connected between the inner plate face and the outer plate face at intervals, and inwards-recessed bolt bayonets are arranged at two ends of each inner plate face at intervals; protection aluminum plate's a terminal surface is equipped with the U-shaped bayonet socket, and another terminal surface is equipped with the splayed rib, and adjacent protection aluminum plate's splayed rib corresponds the block in the U-shaped bayonet socket.
9. The method for constructing the prefabricated exterior facade containment system for reconstructing the upper part of the super high-rise building according to claim 8, wherein the method comprises the following steps: the method for horizontally pulling the outer vertical surface protection module and the main body structure comprises the following steps:
s51, arranging a plurality of groups of horizontal tie beams, wherein the horizontal tie beams are fixedly connected with the original structure;
s52, respectively connecting each group of horizontal tie beams with the outer facade protection modules through pin shafts;
s53, connecting a plurality of groups of horizontal tie beams into a whole by using horizontal support rods;
and S54, arranging an outer vertical surface unit inclined strut, wherein two ends of the outer vertical surface unit inclined strut are respectively and fixedly connected with the horizontal tie beam and the frame structure of the outer vertical surface protection module.
10. The method for constructing the prefabricated exterior facade containment system for reconstructing the upper part of the super high-rise building according to claim 9, wherein the method comprises the following steps: also comprises the following steps: and performing collision test between the outer vertical surface protection modules during hoisting, and arranging an anti-collision device on the inner side of the top of the frame structure of the outer vertical surface protection module based on a collision test result according to the distance between the outer vertical surface protection module and the existing curtain wall and the wind condition.
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