WO2023240813A1 - 一种核心筒斜墙施工的钢平台变形施工结构及方法 - Google Patents

一种核心筒斜墙施工的钢平台变形施工结构及方法 Download PDF

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Publication number
WO2023240813A1
WO2023240813A1 PCT/CN2022/118868 CN2022118868W WO2023240813A1 WO 2023240813 A1 WO2023240813 A1 WO 2023240813A1 CN 2022118868 W CN2022118868 W CN 2022118868W WO 2023240813 A1 WO2023240813 A1 WO 2023240813A1
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WIPO (PCT)
Prior art keywords
steel
core tube
steel platform
construction
telescopic rod
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Ceased
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PCT/CN2022/118868
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English (en)
French (fr)
Inventor
徐磊
沈阳
李子乔
蒲洋
章超
陈佳茹
陈彦孜
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Shanghai Construction First Construction Group Co Ltd
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Shanghai Construction First Construction Group Co Ltd
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Publication of WO2023240813A1 publication Critical patent/WO2023240813A1/zh
Anticipated expiration legal-status Critical
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    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04G—SCAFFOLDING; FORMS; SHUTTERING; BUILDING IMPLEMENTS OR AIDS, OR THEIR USE; HANDLING BUILDING MATERIALS ON THE SITE; REPAIRING, BREAKING-UP OR OTHER WORK ON EXISTING BUILDINGS
    • E04G3/00—Scaffolds essentially supported by building constructions, e.g. adjustable in height
    • E04G3/28—Mobile scaffolds; Scaffolds with mobile platforms
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
    • E04B2/00—Walls, e.g. partitions, for buildings; Wall construction with regard to insulation; Connections specially adapted to walls
    • E04B2/84—Walls made by casting, pouring, or tamping in situ
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04G—SCAFFOLDING; FORMS; SHUTTERING; BUILDING IMPLEMENTS OR AIDS, OR THEIR USE; HANDLING BUILDING MATERIALS ON THE SITE; REPAIRING, BREAKING-UP OR OTHER WORK ON EXISTING BUILDINGS
    • E04G11/00—Forms, shutterings, or falsework for making walls, floors, ceilings, or roofs
    • E04G11/06—Forms, shutterings, or falsework for making walls, floors, ceilings, or roofs for walls, e.g. curved end panels for wall shutterings; filler elements for wall shutterings; shutterings for vertical ducts
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04G—SCAFFOLDING; FORMS; SHUTTERING; BUILDING IMPLEMENTS OR AIDS, OR THEIR USE; HANDLING BUILDING MATERIALS ON THE SITE; REPAIRING, BREAKING-UP OR OTHER WORK ON EXISTING BUILDINGS
    • E04G11/00—Forms, shutterings, or falsework for making walls, floors, ceilings, or roofs
    • E04G11/06—Forms, shutterings, or falsework for making walls, floors, ceilings, or roofs for walls, e.g. curved end panels for wall shutterings; filler elements for wall shutterings; shutterings for vertical ducts
    • E04G11/20—Movable forms; Movable forms for moulding cylindrical, conical or hyperbolical structures; Templates serving as forms for positioning blocks or the like
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04G—SCAFFOLDING; FORMS; SHUTTERING; BUILDING IMPLEMENTS OR AIDS, OR THEIR USE; HANDLING BUILDING MATERIALS ON THE SITE; REPAIRING, BREAKING-UP OR OTHER WORK ON EXISTING BUILDINGS
    • E04G21/00—Preparing, conveying, or working-up building materials or building elements in situ; Other devices or measures for constructional work
    • 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
    • Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
    • Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
    • Y02E—REDUCTION OF GREENHOUSE GAS [GHG] EMISSIONS, RELATED TO ENERGY GENERATION, TRANSMISSION OR DISTRIBUTION
    • Y02E10/00—Energy generation through renewable energy sources
    • Y02E10/20—Hydro energy

Definitions

  • the invention belongs to the technical field of building construction, and particularly relates to a steel platform deformation construction structure and method for core tube inclined wall construction.
  • core tubes are usually installed by reducing the thickness of the core tube wall or reducing the number of core tubes to improve economic benefits while taking into account design requirements.
  • the flexible change method of core tube inclined wall contraction can be selected to reduce the impact on the overall stress system of the core tube.
  • the traditional straight up and down steel platform construction mode will face the following problems:
  • the construction wall is a sloping wall, and the current construction floor will produce a large horizontal load, which cannot be resisted by the formwork alone. If left untreated, the wall deflection will be too large.
  • the construction wall is a sloping wall
  • the formwork inside the wall will form a pendulum-like mechanism under the action of the lifting device.
  • the large mass of the formwork it will have a large kinetic energy when swinging. If it hits the inner cylinder frame, it will cause great harm to the inner cylinder frame and the people on the inner cylinder frame, causing potential safety accidents.
  • the invention provides a steel platform deformation construction structure and method for core tube inclined wall construction.
  • the steel platform is disassembled layer by layer, and a template is used to closely adhere to the steel rails, and the steel rails transmit the load to the completed construction.
  • the core tube structure and steel platform solve the problem of horizontal load transmission in the concrete pouring state.
  • the steel rail can serve as a formwork lifting track during the formwork lifting stage to solve the problem of formwork lifting.
  • the present invention includes the following technical solutions:
  • a steel platform deformation construction structure for core tube inclined wall construction including: a steel platform extending along the cross section of the core tube shear wall; the steel platform includes a top beam, a bottom beam, an inner cylinder frame and an external hanger , the upper and lower ends of the inner cylinder frame are fixedly connected to the top beam and the bottom beam respectively, and the inner cylinder frame is supported in the reserved hole of the core tube shear wall through the steel corbels located at the bottom;
  • the external hanger is suspended below the top beam of the steel platform and can slide along the scaffolding track at the lower end of the top beam of the steel platform;
  • the steel rail is arranged between the steel platform and the external hanger, and the top of the steel rail is provided with a lifting hole; during the core tube inclined wall pouring construction process, the steel rail and the core tube inclined wall The inner formwork is set close to each other, and the top end of the steel rail is fixedly connected to the steel platform roof beam through a high-strength rigid connecting rod, and the bottom end of the steel rail is fixed to the top of the core straight wall through wall bolts; during the process of lifting the formwork , the steel rail is fixed on the steel platform and serves as the track for template lifting.
  • a tool-type cantilever mechanism which includes a power control system, movable scaffolding boards and telescopic rods.
  • movable scaffolding boards are respectively arranged at the adjacent standard section connections of the external hanger.
  • the fixed slide block at the bottom of the telescopic rod is detachably fixed on the inner vertical pole of the external hanger, and the telescopic rod top wheel can slide along the scaffolding track under the action of the power control system, thereby driving the telescopic rod to expand and contract; so
  • the connecting piece of the movable scaffolding board is sleeved on the outside of the telescopic rod, and the expansion and contraction of the telescopic rod drives the expansion and contraction of the movable scaffolding board.
  • the movable scaffolding board includes a lateral cavity and at least two movable boards stacked and accommodated in the lateral cavity, wherein the free end of the movable board at the top is provided with a sealing plate, and the sealing plate is The height is consistent with the height of the lateral cavity, and spring wedges and triangular pits are provided between adjacent movable plates so that the adjacent upper movable plates drive the lower movable plates to extend in one direction.
  • the telescopic rod includes an outer telescopic rod, an inner telescopic rod and a fixing piece.
  • the inner telescopic rod is embedded in the outer telescopic rod.
  • the outer telescopic rod is provided with at least one that matches the fixing piece.
  • the first connection hole, the inner telescopic rod is provided with at least one second connection hole that matches the fixing member, the joint end of the outer telescopic rod is provided with a tensile wedge, and the joint end of the inner telescopic rod is provided with an enlarged head , the tensile wedge and the enlarged head are matched and clamped.
  • the fixing part includes a fixing layer and a knob part.
  • a locking port is provided on the outside of the fixing layer corresponding to the position of the tension wedge. The locking port is realized by screwing the knob part screw into and out of the locking port. Fixing and unloading of fixtures.
  • the power control system includes an electrically connected power supply, a motor and a controller.
  • the power supply is arranged on the top beam of the steel platform.
  • the controller is installed on the upper end of the inner vertical pole of the external hanger under the scaffolding track.
  • the motor can drive the top wheel of the telescopic pole to slide back and forth along the scaffolding track.
  • the invention also provides a steel platform deformation construction method for core tube inclined wall construction.
  • the construction method includes the following steps:
  • Step S1 Provide the deformed construction structure of the steel platform for core tube inclined wall construction as a backup, install the steel platform, and complete the core tube construction below the inclined wall section. During the construction of the last straight wall section below the inclined wall section, install wall bolts Reserve pipes, set up high-connection formwork, and carry out concrete construction at corners;
  • Step S2 Extend the scaffolding track to the position where the scaffolding will stay after all construction of the inclined wall section is completed, cut and remove some of the beams of the steel platform that block the next climb of the steel platform, completely remove all the columns that block the next climb of the steel platform, and Install temporary poles under the overhanging portion of the remaining beam after cutting;
  • Step S3 Climb the steel platform on the first floor; deform the tool-type inclined wall external hanging scaffolding to be parallel to the wall; complete the binding of the first layer of steel bars in the inclined wall section; hoist the steel rails into the steel platform and tie the steel rails Fixed on the steel platform; use the lifting mechanism to pull the large steel formwork, loosen the pull bolts of the outer formwork, and lift the outer formwork along the straight wall and inclined wall of the core tube, and the inner formwork along the steel rail, to the inclined wall of the core tube.
  • First level of segment
  • Step S4 Use the primary fixing bolts at the bottom of the steel platform and the top lifting mechanism to fix the steel mold on the surface of the core tube sloping wall to be constructed; push the steel guide rail to be close to the internal steel mold, and fix the steel guide rail to the core The bottom end of the core tube inclined wall; fix the steel guide rail on the top beam of the steel platform so that the steel guide rail can transmit the force of the steel mold to the core tube inclined wall and steel platform, and pour concrete to complete the first layer of the core tube inclined wall section. ;
  • Step S5 Repeat steps S2 to S4 until the construction of all core tube inclined wall sections is completed;
  • Step S6 During the construction of the last layer of the inclined wall section, set up the extended wooden formwork to complete the construction of the angle wall section from the inclined wall section to the straight wall section; cut and remove some of the beams of the steel platform that block the next climb of the steel platform, and remove the entire block.
  • All the columns for the next climbing of the steel platform, and temporary vertical poles are set under the cantilevered parts of the remaining beams after cutting; lift the steel platform on the first floor, translate the tool-type external scaffolding, and the bottom end is close to the inclined wall section and deformed to be parallel to the telescopic rod wall; complete the binding of the steel bars of the straight wall section on the first floor, fix the steel rails on the steel platform, complete the lifting of the formwork, and install the formwork to both sides of the straight wall section on the first floor to complete the straight wall section. concrete pouring;
  • Step S7 Remove the steel rail and lift it off the steel platform
  • Step S8 Cut and remove some of the beams of the steel platform that block the next climb of the steel platform, completely remove all the columns that block the next climb of the steel platform, and set up temporary vertical poles under the cantilevered parts of the remaining beams after cutting; raise one floor Steel platform, translate the tool-type inclined wall external hanging scaffolding, the bottom end is close to the inclined wall section wall, and deformed to be parallel to the additional rod wall; complete the binding of the steel bars of the straight wall section of the next layer; use the lifting mechanism to lift the formwork into place , and install and fix it;
  • Step S9 Repeat step S8 until the coverage area of the steel platform is completely separated from the core tube sloping wall sections, and the construction of straight wall sections above all core tube sloping wall sections is completed.
  • step S2 when cutting off the bottom beam in step S2, first drill holes; secondly, the bottom beam is tied with a steel wire rope or steel chain, and the other end of the steel wire rope or steel chain is fixed on the steel pipe column; then the bottom beam is cut; and finally the steel wire rope or steel chain is pulled , pull the cut bottom beam of the steel platform back to the steel platform, and lift it away from the site.
  • step S3 includes:
  • Step 2 When constructing the core tube inclined wall section, first move the bottom fixed slider of the telescopic rod to the starting position of the core tube inclined wall section, and lock the bottom fixed slider of the telescopic rod on the inner vertical pole of the corresponding external hanger. ;
  • Step 3 Slide the connecting piece of the movable scaffolding board along the telescopic rod to the position of the corresponding movable scaffolding board and lock it;
  • Step 4 Connect the movable scaffolding board to the scaffolding board connector
  • Step 5 Start the controller and control the top wheel of the telescopic rod to approach the wall of the inclined wall section of the core tube so that the telescopic rod is close to parallel to the wall and lock the telescopic rod connector.
  • the present invention has the following advantages and beneficial effects:
  • the invention provides a steel platform deformation construction structure and method for core tube inclined wall construction, which includes a steel platform and a steel rail.
  • the steel rail is arranged between the steel platform and the external hanger, and the top of the steel rail is provided with a lifting hole;
  • the steel rails and the core tube sloping wall inner formwork are placed closely together.
  • the top of the steel rails is fixedly connected to the steel platform top beam through high-strength rigid connecting rods, and the bottom of the steel rails is connected through wall bolts. It is fixed on the top of the straight wall of the core tube; during the lifting of the formwork, the steel rail is fixed on the steel platform and serves as the track for lifting the formwork.
  • the steel rails can also be used as formwork lifting rails during the formwork lifting stage, solving the problem of formwork lifting.
  • Figure 1 is a schematic diagram of the tool-type cantilever mechanism in the deformed construction structure of the steel platform for core tube inclined wall construction in one embodiment of the present invention
  • Figure 2 is a schematic structural diagram of the telescopic rod in the steel platform deformation construction structure of the core tube inclined wall construction in one embodiment of the present invention
  • Figure 3 is a schematic structural diagram of the movable scaffolding board in the steel platform deformation construction structure of the core tube inclined wall construction in one embodiment of the present invention
  • Figure 4 is a schematic diagram of step S2 of the construction method for mid-air deformation of the core tube in one embodiment of the present invention
  • Figure 5 is a schematic diagram of step S4 of the construction method for core tube aerial deformation in one embodiment of the present invention.
  • Figure 6 is a schematic diagram of step S6 of the construction method for mid-air deformation of the core tube in one embodiment of the present invention.
  • FIG. 7 is a schematic diagram of step S7 of the construction method for mid-air deformation of the core tube in an embodiment of the present invention.
  • 11-Steel platform top beam 12-Straight wall below the core tube inclined wall, 13-Core tube inclined wall, 15-Corner, 16-Temporary pole; 20-External hanger, 21-Steel large mold, 22-High strength and rigidity Connecting rod, 23-reserved tube for wall bolts, 24-pull bolt; 30-scaffolding track; 41-power supply, 42-controller, 43-motor, 44-handbrake device, 45-brake pad; 51-telescopic Rod top wheel, 52-outer telescopic rod, 53-inner telescopic rod, 54-tension wedge, 55-enlarged head, 56-fixed slider, 57-fixed layer, 58-knob piece; 61 lateral cavity, 62 -movable plate, 63-sealing plate, 64-spring wedge, 65-triangular pit, 66-connector; 70-steel rail.
  • a construction platform structure with core tube deformation in the air including:
  • the steel platform extends along the cross section of the core tube shear wall;
  • the steel platform includes a steel platform top beam 11, a steel platform bottom beam, an inner cylinder frame and an external hanging frame 20.
  • the inner cylinder frame The upper and lower ends are fixedly connected to the top beam and the bottom beam respectively.
  • the inner tube frame is supported in the reserved hole of the core tube shear wall through the steel corbels at the bottom; the external hanger 20 is suspended below the steel platform top beam 11 and Able to slide along the scaffold track 30 at the lower end of the steel platform roof beam;
  • the steel rail 70 is arranged between the steel platform and the external hanging frame 20, and the top of the steel rail 70 is provided with a lifting hole; during the pouring construction process of the core tube inclined wall 13, the steel rail 70 is arranged closely with the inner formwork of the core tube inclined wall. , the top end of the steel rail 70 is fixedly connected to the steel platform roof beam 11 through the high-strength rigid connecting rod 22, and the bottom end of the steel rail 70 is fixed to the top of the core tube straight wall through wall bolts; during the process of lifting the formwork, the steel rail 70 Fixed on the steel platform, it serves as a track for formwork lifting.
  • the steel supporting rail 70 is arranged between the steel platform and the external hanging frame 20; the steel supporting rail 70 is arranged closely with the inner formwork of the core tube inclined wall, The top end of the steel rail 70 is fixedly connected to the steel platform roof beam 11 through a high-strength rigid connecting rod 22, and the bottom end of the steel rail 70 is fixed to the top of the core tube straight wall through wall bolts; during the process of lifting the formwork, the steel rail 70 is fixed On the steel platform, rails are used as formwork lifts.
  • the steel rail 70 can also be used as a formwork lifting track during the formwork lifting stage, thus solving the problem of formwork lifting.
  • a tool-type suspension mechanism is also included.
  • the tool-type suspension mechanism includes a power control system, a movable scaffolding board and a telescopic rod.
  • Several movable scaffolding boards are respectively arranged adjacent to the external hanger 20.
  • a movable scaffolding plate is set on the two vertically adjacent standard sections of the external pylon, and the fixed slider 56 at the bottom of the telescopic rod is detachably fixed to the external pylon 20
  • the telescopic rod top wheel 51 can slide along the scaffold track 30 under the action of the power control system, thereby driving the telescopic rod to expand and contract;
  • the connector 66 of the movable scaffolding plate is set on the outside of the telescopic rod, and the telescopic rod is The expansion and contraction drives the movable scaffolding board to expand and contract.
  • the movable scaffolding board includes a lateral cavity 61 and at least two movable panels 62 stacked and accommodated in the lateral cavity 61. That is to say, the movable panels 62 are all stored in the lateral cavity 61.
  • adjacent movable plates 62 are stacked upward in sequence.
  • the free end of the movable plate 62 at the top is provided with a sealing plate 63.
  • the height of the sealing plate 63 is consistent with the height of the lateral cavity 61.
  • Spring wedges 64 and triangular recesses 65 are provided between the movable plates 62, so that the adjacent upper movable plate 62 drives the lower movable plate 62 to extend in one direction.
  • the sealing plate 63 is used to retract the movable plates 62. When the top movable plate 62 is retracted, it will sequentially drive the movable plates 62 below it and push all the corresponding movable plates back into the lateral cavity 61.
  • the spring wedge 64 is used to extend the movable plate 62 and drive the adjacent movable plates 62 to extend in sequence.
  • the telescopic rod includes an outer telescopic rod 52, an inner telescopic rod 53 and a fixing member (not shown).
  • the inner telescopic rod 53 is embedded in the outer telescopic rod 52, and the outer telescopic rod 52 is provided with There is at least one first connection hole that matches the fixing part.
  • the inner telescopic rod 53 is provided with at least one second connection hole that matches the fixing part.
  • the joint end of the outer telescopic rod 52 is provided with a tensile wedge 54.
  • the inner telescopic rod 53 The joint end is provided with an enlarged head 55, and the tension wedge 54 and the enlarged head 55 are matched and clamped.
  • the fixing member is used to further strengthen the connection point between the inner telescopic rod 53 and the outer telescopic rod 52, thereby ensuring the firmness of the connection between the two.
  • the fixing member includes a fixing layer 57 and a knob member 58.
  • a locking opening is provided on the outside of the fixing layer 57 corresponding to the position of the tension-bearing wedge 54.
  • the knob member 58 is screwed into and out of the locking opening. Realize the fixing and unloading of fasteners.
  • the power control system includes an electrically connected power supply 41, a motor 43 and a controller 42.
  • the power supply 41 is a temporary battery or an external electric box, which is arranged on the steel platform roof beam 11.
  • the controller 42 The upper end of the inner vertical pole of the external hanger 20 is installed below the scaffold track 30.
  • the motor 43 can drive the telescopic pole top wheel 51 to slide back and forth along the scaffold track 30.
  • the end of the telescopic pole top wheel 51 is provided with a brake pad 45 .
  • the controller 42 is equipped with a handbrake device 44.
  • the present invention also provides a steel platform deformation construction method for core tube inclined wall construction.
  • the construction method includes the following steps:
  • Step S1 Provide the deformed construction structure of the steel platform for core tube inclined wall construction as a backup, install the steel platform, and complete the core tube construction below the inclined wall section.
  • install wall bolts Reserve pipe 23 set up connecting height formwork, and carry out concrete construction of corner 15;
  • Step S2 Extend the scaffolding track 30 to the position where the scaffolding will stay after all construction of the core tube inclined wall 13 is completed, cut and remove some of the beams of the steel platform that block the next climb of the steel platform, and completely remove all the beams that block the next climb of the steel platform. Upright columns, and set temporary vertical poles 16 under the cantilevered portion of the remaining beam after cutting;
  • Step S3 Climb the steel platform on the first floor; deform the tool-type inclined wall external hanging scaffolding to be parallel to the wall; complete the binding of the first layer of steel bars in the inclined wall section; hoist the steel rail 70 into the steel platform, and install the steel rail 70
  • the tie is fixed on the steel platform; use the lifting mechanism to pull the large steel formwork 21, loosen the pull bolts 24 of the outer formwork, and move the outer formwork along the straight wall 12 below the core tube sloping wall and the core tube sloping wall 13 respectively, and the inner formwork Along the steel rail 70, lift to the first floor of the core tube inclined wall section;
  • Step S4 Use the primary fixing bolts at the bottom of the steel platform to cooperate with the top lifting mechanism to fix the large steel formwork 21 on the surface of the core tube inclined wall 13 to be constructed; push the profiled steel guide rail to be close to the internal large steel formwork 21, and secure the profiled steel guide rail Fixed on the bottom end of the core tube inclined wall 13; fix the profiled steel guide rail on the steel platform top beam 11 so that the profiled steel guide rail transmits the force of the steel mold to the core tube inclined wall and steel platform, and pour concrete to complete the core tube inclined wall Section 1 construction;
  • Step S5 Repeat steps S2 to S4 until the construction of all core tube inclined wall sections is completed;
  • Step S6 During the construction of the last layer of the inclined wall section, set up the extension wooden formwork to complete the construction of turning the inclined wall section into a straight wall section. Cut and remove some of the beams of the steel platform that block the next climb of the steel platform, and dismantle the entire steel platform. Block all the columns for the next climb of the steel platform, and set up temporary poles 16 under the cantilevered parts of the remaining beams after cutting; lift the steel platform on the first floor, translate the tool-type external scaffolding, and close the bottom end to the inclined wall section.
  • Step S7 Remove the steel rail 70 and lift it off the steel platform
  • Step S8 Cut and remove some of the beams of the steel platform that block the next climb of the steel platform, completely remove all the columns that block the next climb of the steel platform, and set up temporary vertical poles under the cantilevered parts of the remaining beams after cutting; raise one floor Steel platform, translate the tool-type inclined wall external hanging scaffolding, the bottom end is close to the inclined wall section wall, and deformed to be parallel to the additional rod wall; complete the binding of the steel bars of the straight wall section of the next layer; use the lifting mechanism to lift the formwork into place , and install and fix it;
  • Step S9 Repeat step S8 until the coverage area of the steel platform is completely separated from the core tube sloping wall sections, and the construction of straight wall sections above all core tube sloping wall sections is completed.
  • step S2 when cutting off the bottom beam in step S2, first drill holes; secondly, the bottom beam is tied with a steel wire rope or a steel chain, and the other end of the steel wire rope or steel chain is fixed on the steel pipe column; and then the bottom beam is cut; Finally, pull the steel wire rope or steel chain to pull the cut steel platform bottom beam back to the steel platform and lift it away from the site.
  • the method of using tool-type inclined wall external hanging scaffolding in step S3 includes:
  • the third step is to slide the connector 66 of the movable scaffolding board along the telescopic rod to the position corresponding to the movable scaffolding board, and lock it;
  • the fourth step is to connect the movable scaffolding board with the scaffolding board connector 66;
  • the fifth step is to start the controller 42 and control the top wheel 51 of the telescopic rod to approach the wall of the inclined wall section of the core tube, so that the telescopic rod is close to parallel to the wall, and the telescopic rod connector is locked.

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Abstract

本发明属于建筑施工技术领域，特别涉及一种核心筒斜墙施工的钢平台变形施工结构及方法，目的在于解决核心筒空中变形施工难度大、安全性不高的问题。该结构，包括钢平台和钢靠轨，钢靠轨设置于钢平台和外挂架之间，在核心筒斜墙浇筑施工过程中，钢靠轨与核心筒斜墙内模板紧靠设置，钢靠轨与钢平台顶梁固定连接，钢靠轨底端通过穿墙螺栓固定于核心筒直墙顶端；在模板提升的过程中，钢靠轨固定在钢平台上，作为模板提升的轨道。该钢靠轨，除了在浇筑阶段可承担水平荷载，解决混凝土浇筑状态下的水平荷载传力难题外，还可以在模板提升阶段作为模板提升轨道，解决了模板的提升难题。

Description

一种核心筒斜墙施工的钢平台变形施工结构及方法 技术领域
本发明属于建筑施工技术领域，特别涉及一种核心筒斜墙施工的钢平台变形施工结构及方法。
背景技术
超高层建筑大多设置核心筒结构，在实际施工中，通常采用减少核心筒墙厚或者减少核心筒数量的形式设置核心筒，以提高经济效益，同时兼顾设计要求。然而，若采用减少核心筒数量的方式，会出现刚度突变的情况，会影响核心筒整体抗侧力和抗震能力。面对前述问题，可以选择核心筒斜墙收分的柔性变化方式来减少对核心筒整体受力体系的影响。然而，核心筒斜墙收分的模式，由于存在斜墙段，传统直上直下的钢平台的施工模式会面临以下问题：
一是由于核心筒斜墙的收分，
施工墙体为斜墙，当前施工楼层会产生较大的水平荷载，单靠模板自身无法抵抗，若不加处理，会使墙体挠度过大。
二是由于施工墙体为斜墙，在模板提升的工况下，一旦拆除对拉螺栓等模板与结构墙体的固定，墙体内部模板在提升装置的作用下，会形成类似单摆的机构，由于模板质量较大，摆动起来会有较大动能，若撞击到内筒架上，则会对内筒架以及内筒架上的人员造成巨大伤害，造成安全事故隐患。
因此，如何提供一种核心筒斜墙施工的钢平台变形施工结构及方法，是本领域技术人员亟需解决的技术问题。
公开于该背景技术部分的信息仅仅旨在增加对本发明的总体背景的理解，而不应当视为承认或以任何形式暗示该信息为本领域一般技术人员所公知的现有技术。
发明内容
本发明提供一种核心筒斜墙施工的钢平台变形施工结构及方法，一是采用逐层拆解钢平台，并使用模板紧贴钢靠轨，并由钢靠轨将荷载传向已施工完成的核心筒结构以及钢平台上，解决混凝土浇筑状态下的水平荷载传力难题。该钢靠轨可以在模板提升阶段担任模板提升轨道，解决模板的提升难题。
为解决以上技术问题，本发明包括如下技术方案：
一种核心筒斜墙施工的钢平台变形施工结构，包括：钢平台，所述钢平台沿核心筒剪力墙横截面延伸；所述钢平台包括顶梁、底梁、内筒架和外挂架，所述内筒架的上下两端分别与所述顶梁和底梁固定连接，所述内筒架通过位于其底部的钢牛腿支撑于核心筒剪力墙的预留孔中；所述外挂架悬挂于所述钢平台顶梁下方且能够沿着钢平台顶梁下端的脚手架轨道滑动；
钢靠轨，所述钢靠轨设置于钢平台和外挂架之间，所述钢靠轨顶端设有吊装孔；在核心筒斜墙浇筑施工过程中，所述钢靠轨与核心筒斜墙内模板紧靠设置，所述钢靠轨顶端通过高强刚性连接杆与钢平台顶梁固定连接，所述钢靠轨底端通过穿墙螺栓固定于核心筒直墙顶端；在模板提升的过程中，所述钢靠轨固定在钢平台上，作为模板提升的轨道。
进一步地，还包括工具式悬挑机构，所述工具式悬挑机构包括动力控制系统、活动式脚手板以及伸缩杆，若干所述活动式脚手板分别设置于外挂架的相邻标准节连接处，伸缩杆底部固定滑块可拆卸式固定于外挂架的内立杆上，所述伸缩杆顶轮能够在动力控制系统的作用下沿着脚手架轨道滑移，从而带动所述伸缩杆伸缩；所述活动式脚手板的连接件套设于所述伸缩杆外侧，所述伸缩杆的伸缩带动所述活动式脚手板伸缩。
进一步地，所述活动式脚手板包括侧向容腔以及层叠容纳于所述侧向容腔内的至少两块活动板，其中位于顶部的活动板自由端设有封板，所述封板的高度与所述侧向容腔的高度一致，相邻的活动板之间配套设置弹簧楔和三角凹坑，以使相邻的上方活动板带动下方活动板单向伸出。
进一步地，所述伸缩杆包括外伸缩杆、内伸缩杆以及固定件，所述内伸缩杆嵌合在所述外伸缩杆内，所述外伸缩杆上设有至少一个与固定件相配合的第一连接孔，所述内伸缩杆上设有至少一个与固定件相配合的第二连接孔，所述外伸缩杆接头端设有承拉楔，所述内伸缩杆接头端设有扩大头，所述承拉楔和所述扩大头相配合卡紧。
进一步地，所述固定件包括固定层和旋钮件，所述固定层外面对应所述承拉楔位置设置有锁定口，通过将所述旋钮件螺杆旋入、旋出所述锁定口实现所述固定件的固定和卸载。
进一步地，所述动力控制系统包括电连接的电源、电机以及控制器，所述电源设置于钢平台顶梁上，所述控制器安装于脚手架轨道下方的外挂架的内立杆上端，所述电机能够带动伸缩杆顶轮沿着脚手架轨道来回滑移。
本发明还提供了一种核心筒斜墙施工的钢平台变形施工方法，该施工方法包括如下步骤：
步骤S1、提供核心筒斜墙施工的钢平台变形施工结构备用，安装钢平台，并完成斜墙段下方的核心筒施工，在斜墙段下方的最后一个直墙段施工中，安装穿墙螺栓预留管，设置接高模板，进行坎角混凝土施工；
步骤S2、将脚手架轨道接长至斜墙段全部施工完成后脚手架停留的位置，切割拆除阻挡下一次钢平台爬升的钢平台的部分横梁，整根拆除阻挡下一次钢平台爬升的所有立柱，并在切割后剩余梁的悬挑部分下方设置临时立杆；
步骤S3、爬升一层钢平台；将工具式斜墙外挂脚手变形至平行于墙体；完成斜墙段第一层钢筋绑扎；将钢靠轨吊装进入钢平台，并将钢靠轨拉结固定在钢平台上；使用提升机构拉住钢大模，松开外侧模板对拉螺栓，并分别将外侧模板沿核心筒直墙和斜墙，内侧模板沿钢靠轨，提升至核心筒斜墙段第一层；
步骤S4、使用钢平台底部初固螺栓配合顶部提升机构，将钢大模固定在即将施工的核心筒斜墙表面位置；将型钢导轨推至紧贴内部钢大模，并将型钢导轨固定于核心筒斜墙底端；将型钢导轨固定在钢平台顶梁上，使型钢导轨将钢大模的力传递至核心筒斜墙和钢平台上，并浇筑混凝土完成核心筒斜墙段第 一层施工；
步骤S5、重复所述步骤S2至S4，直至完成所有核心筒斜墙段施工；
步骤S6、在最后一层斜墙段施工时，设置接长木模板，完成斜墙段转直墙段坎角施工；切割拆除阻挡下一次钢平台爬升的钢平台的部分横梁，整根拆除阻挡下一次钢平台爬升的所有立柱，并在切割后剩余梁的悬挑部分下方设置临时立杆；提升一层钢平台，将工具式外挂脚手架平移，底端靠紧斜墙段墙体，并变形至与伸缩杆墙体平行；完成第一层直墙段钢筋绑扎，将钢靠轨固定在钢平台上，完成模板提升，并将模板安装至第一层直墙段两侧，进行直墙段混凝土浇筑；
步骤S7、将钢靠轨拆除、并吊离钢平台；
步骤S8、切割拆除阻挡下一次钢平台爬升的钢平台的部分横梁，整根拆除阻挡下一次钢平台爬升的所有立柱，并在切割后剩余梁的悬挑部分下方设置临时立杆；提升一层钢平台，将工具式斜墙外挂脚手平移，底端靠紧斜墙段墙体，并变形至与附加杆墙体平行；完成下一层直墙段钢筋绑扎；用提升机构将模板提升到位，并安装固定；
步骤S9、重复所述步骤S8，直至钢平台覆盖范围完全脱离核心筒斜墙段，并完成所有核心筒斜墙段上方直墙段施工。
进一步地，步骤S2中切除底梁时，首先钻孔；其次底梁采用钢丝绳或钢链进行拉结，钢丝绳或钢链另一端固定在钢管柱上；然后切割底梁；最后拉动钢丝绳或钢链，将切割下来的钢平台底梁拉回钢平台上，吊运离场。
进一步地，所述步骤S3中工具式斜墙外挂脚手的使用方法包括：
第一步、当核心筒直墙段施工时，将伸缩杆滑至外挂架附近，并将所述伸缩杆底部固定滑块与所述外挂架的内立杆扣死；
第二步、当核心筒斜墙段施工时，先移动伸缩杆的底部固定滑块至核心筒斜墙段起始位置，并将伸缩杆底部固定滑块锁紧在对应外挂架内立杆上；
第三步、将活动式脚手板的连接件沿伸缩杆滑动至对应活动式脚手板位置，并锁死；
第四步、将活动式脚手板与脚手板连接件连接；
第五步、启动控制器，控制伸缩杆顶轮向核心筒斜墙段墙体靠近，使伸缩杆与墙体贴近平行，将伸缩杆连接件锁死。
与现有技术相比，本发明具有如下优点和有益效果：
本发明提供的一种核心筒斜墙施工的钢平台变形施工结构及方法，包括钢平台和钢靠轨，钢靠轨设置于钢平台和外挂架之间，钢靠轨顶端设有吊装孔；在核心筒斜墙浇筑施工过程中，钢靠轨与核心筒斜墙内模板紧靠设置，钢靠轨顶端通过高强刚性连接杆与钢平台顶梁固定连接，钢靠轨底端通过穿墙螺栓固定于核心筒直墙顶端；在模板提升的过程中，钢靠轨固定在钢平台上，作为模板提升的轨道。通过使用模板紧紧贴钢靠轨，并由钢靠轨将荷载传向已施工完成的结构、以及钢平台的技术方案，实现混凝土浇筑状态下的水平荷载传力难题。该钢靠轨，除了在浇筑阶段可承担水平荷载外，还可以在模板提升阶段作为模板提升轨道，解决了模板的提升难题。
附图说明
图1为本发明一实施例中核心筒斜墙施工的钢平台变形施工结构中工具式悬挑机构的示意图；
图2为本发明一实施例中核心筒斜墙施工的钢平台变形施工结构中伸缩杆的结构示意图；
图3为本发明一实施例中核心筒斜墙施工的钢平台变形施工结构中活动式脚手板的结构示意图；
图4为本发明一实施例中核心筒空中变形的施工方法步骤S2的示意图；
图5为本发明一实施例中核心筒空中变形的施工方法步骤S4的示意图；
图6为本发明一实施例中核心筒空中变形的施工方法步骤S6的示意图；
图7为本发明一实施例中核心筒空中变形的施工方法步骤S7的示意图。
图中：
11-钢平台顶梁,12-核心筒斜墙下方直墙，13-核心筒斜墙，15-坎角， 16-临时立杆；20-外挂架，21-钢大模，22-高强刚性连接杆，23-穿墙螺栓预留管，24-对拉螺栓；30-脚手架轨道；41-电源，42-控制器，43-电机，44-手刹装置，45-制动片；51-伸缩杆顶轮，52-外伸缩杆，53-内伸缩杆，54-承拉楔，55-扩大头，56-固定滑块，57-固定层，58-旋钮件；61侧向容腔，62-活动板，63-封板，64-弹簧楔，65-三角凹坑，66-连接件；70-钢靠轨。
具体实施方式
以下结合附图和具体实施例对本发明提供的一种核心筒斜墙施工的钢平台变形施工结构及方法作进一步详细说明。根据下面说明，本发明的优点和特征将更清楚。需说明的是，附图均采用非常简化的形式且均使用非精准的比例，仅用以方便、明晰地辅助说明本发明实施例的目的。为叙述方便，下文中所述的“上”、“下”与附图的上、下的方向一致，但这不能成为本发明技术方案的限制。
实施例一
下面结合图1至图7，详细说明本发明的核心筒空中变形的施工平台结构。
请参考图1至图7，一种核心筒空中变形的施工平台结构，包括：
钢平台(未图示)和钢靠轨70，钢平台沿核心筒剪力墙横截面延伸；钢平台包括钢平台顶梁11、钢平台底梁、内筒架和外挂架20，内筒架的上下两端分别与顶梁和底梁固定连接，内筒架通过位于其底部的钢牛腿支撑于核心筒剪力墙的预留孔中；外挂架20悬挂于钢平台顶梁11下方且能够沿着钢平台顶梁下端的脚手架轨道30滑动；
钢靠轨70设置于钢平台和外挂架20之间，钢靠轨70顶端设有吊装孔；在核心筒斜墙13浇筑施工过程中，钢靠轨70与核心筒斜墙内模板紧靠设置，钢靠轨70顶端通过高强刚性连接杆22与钢平台顶梁11固定连接，钢靠轨70底端通过穿墙螺栓固定于核心筒直墙顶端；在模板提升的过程中，钢靠轨70固定在钢平台上，作为模板提升的轨道。
具体来说，本实施例，在核心筒斜墙浇筑施工过程中，通过将钢靠轨70 设置于钢平台和外挂架20之间；钢靠轨70与核心筒斜墙内模板紧靠设置，钢靠轨70顶端通过高强刚性连接杆22与钢平台顶梁11固定连接，钢靠轨70底端通过穿墙螺栓固定于核心筒直墙顶端；在模板提升的过程中，钢靠轨70固定在钢平台上，作为模板提升的轨道。通过使用模板紧紧贴钢靠轨70，并由钢靠轨70将荷载传向已施工完成的结构、以及钢平台的技术方案，实现混凝土浇筑状态下的水平荷载传力难题。该钢靠轨70，除了在浇筑阶段可承担水平荷载外，还可以在模板提升阶段作为模板提升轨道，解决了模板的提升难题。
在本实施例中，更优选地，还包括工具式悬挑机构，工具式悬挑机构包括动力控制系统、活动式脚手板以及伸缩杆，若干活动式脚手板分别设置于外挂架20的相邻标准节连接处，也就是说，根据设计要求，在相应竖向相邻的两节外挂架标准节上设置一个活动式脚手板，伸缩杆底部固定滑块56可拆卸式固定于外挂架20的内立杆上，伸缩杆顶轮51能够在动力控制系统的作用下沿着脚手架轨道30滑移，从而带动伸缩杆伸缩；活动式脚手板的连接件66套设于伸缩杆外侧，伸缩杆的伸缩带动活动式脚手板伸缩。
在本实施例中，更优选地，活动式脚手板包括侧向容腔61以及层叠容纳于侧向容腔61内的至少两块活动板62，也就是说，活动板62均收纳于侧向容腔61内，相邻的活动板62依次往上堆放设置，其中位于顶部的活动板62自由端设有封板63，封板63的高度与侧向容腔61的高度一致，相邻的活动板62之间配套设置弹簧楔64和三角凹坑65，以使相邻的上方活动板62带动下方活动板62单向伸出。封板63用于回缩活动板62，当顶部的活动板62回缩事，依次带动其下方的活动板62，将所有对应的活动板推回至侧向容腔61内。弹簧楔64则是用于伸出活动板62，并依次带动相邻的活动板62伸出。
在本实施例中，更优选地，伸缩杆包括外伸缩杆52、内伸缩杆53以及固定件(未图示)，内伸缩杆53嵌合在外伸缩杆52内，外伸缩杆52上设有至少一个与固定件相配合的第一连接孔，内伸缩杆53上设有至少一个与固定件相配合的第二连接孔，外伸缩杆52接头端设有承拉楔54，内伸缩杆53接头端 设有扩大头55，承拉楔54和扩大头55相配合卡紧。固定件用于对内伸缩杆53和外伸缩杆52之间连接点的进一步加固，从而保证二者的连接牢固性。
在本实施例中，更优选地，固定件包括固定层57和旋钮件58，固定层57外面对应承拉楔54位置设置有锁定口，通过将旋钮件58螺杆旋入、旋出锁定口实现固定件的固定和卸载。
在本实施例中，更优选地，动力控制系统包括电连接的电源41、电机43以及控制器42，电源41为临时蓄电池或者外接电箱，其设置于钢平台顶梁11上，控制器42安装于脚手架轨道30下方的外挂架20的内立杆上端，电机43能够带动伸缩杆顶轮51沿着脚手架轨道30来回滑移。
特别地，为了防止伸缩杆顶轮51脱离脚手架轨道30，伸缩杆顶轮51的末端设有制动片45。同时，为了应对复杂工况，实现实时控制伸缩杆顶轮51的启停，控制器42上配套设有手刹装置44。
请继续参考图1至图7，本发明还提供了一种核心筒斜墙施工的钢平台变形施工方法，该施工方法包括如下步骤：
步骤S1、提供核心筒斜墙施工的钢平台变形施工结构备用，安装钢平台，并完成斜墙段下方的核心筒施工，在斜墙段下方的最后一个直墙段施工中，安装穿墙螺栓预留管23，设置接高模板，进行坎角15混凝土施工；
步骤S2、将脚手架轨道30接长至核心筒斜墙13全部施工完成后脚手架停留的位置，切割拆除阻挡下一次钢平台爬升的钢平台的部分横梁，整根拆除阻挡下一次钢平台爬升的所有立柱，并在切割后剩余梁的悬挑部分下方设置临时立杆16；
步骤S3、爬升一层钢平台；将工具式斜墙外挂脚手变形至平行于墙体；完成斜墙段第一层钢筋绑扎；将钢靠轨70吊装进入钢平台，并将钢靠轨70拉结固定在钢平台上；使用提升机构拉住钢大模21，松开外侧模板对拉螺栓24，并分别将外侧模板沿核心筒斜墙下方直墙12和核心筒斜墙13，内侧模板沿钢靠轨70，提升至核心筒斜墙段第一层；
步骤S4、使用钢平台底部初固螺栓配合顶部提升机构，将钢大模21固定 在即将施工的核心筒斜墙13表面位置；将型钢导轨推至紧贴内部钢大模21，并将型钢导轨固定于核心筒斜墙13底端；将型钢导轨固定在钢平台顶梁11上，使型钢导轨将钢大模的力传递至核心筒斜墙和钢平台上，并浇筑混凝土完成核心筒斜墙段第一层施工；
步骤S5、重复所述步骤S2至S4，直至完成所有核心筒斜墙段施工；
步骤S6、在最后一层斜墙段施工时，设置接长木模板，完成斜墙段转直墙段坎角15施工；切割拆除阻挡下一次钢平台爬升的钢平台的部分横梁，整根拆除阻挡下一次钢平台爬升的所有立柱，并在切割后剩余梁的悬挑部分下方设置临时立杆16；提升一层钢平台，将工具式外挂脚手架平移，底端靠紧斜墙段墙体，并变形至与伸缩杆墙体平行；完成第一层直墙段钢筋绑扎，将钢靠轨70固定在钢平台上，完成模板提升，并将模板安装至第一层直墙段两侧，进行直墙段混凝土浇筑；
步骤S7、将钢靠轨70拆除、并吊离钢平台；
步骤S8、切割拆除阻挡下一次钢平台爬升的钢平台的部分横梁，整根拆除阻挡下一次钢平台爬升的所有立柱，并在切割后剩余梁的悬挑部分下方设置临时立杆；提升一层钢平台，将工具式斜墙外挂脚手平移，底端靠紧斜墙段墙体，并变形至与附加杆墙体平行；完成下一层直墙段钢筋绑扎；用提升机构将模板提升到位，并安装固定；
步骤S9、重复所述步骤S8，直至钢平台覆盖范围完全脱离核心筒斜墙段，并完成所有核心筒斜墙段上方直墙段施工。
本实施例中，更优选地，步骤S2中切除底梁时，首先钻孔；其次底梁采用钢丝绳或钢链进行拉结，钢丝绳或钢链另一端固定在钢管柱上；然后切割底梁；最后拉动钢丝绳或钢链，将切割下来的钢平台底梁拉回钢平台上，吊运离场。
本实施例中，更优选地，步骤S3中工具式斜墙外挂脚手的使用方法包括：
第一步、当核心筒直墙段施工时，将伸缩杆滑至外挂架20附近，并将伸缩杆底部固定滑块56与外挂架20的内立杆扣死；
第二步、当核心筒斜墙段施工时，先移动伸缩杆的底部固定滑块56至核心筒斜墙段起始位置，并将伸缩杆底部固定滑块56锁紧在对应外挂架20内立杆上；
第三步、将活动式脚手板的连接件66沿伸缩杆滑动至对应活动式脚手板位置，并锁死；
第四步、将活动式脚手板与脚手板连接件66连接；
第五步、启动控制器42，控制伸缩杆顶轮51向核心筒斜墙段墙体靠近，使伸缩杆与墙体贴近平行，将伸缩杆连接件锁死。
上述实例为本发明较佳的实施方式，但本发明的实施方式并不受以上实例的限制。以上所述实施例仅表达了本发明的几种实施方式，其描述较为具体和详细，但并不能因此而理解为对发明专利范围的限制。应当指出的是，对于本领域的普通技术人员来说，在不脱离本发明构思的前提下，还可以做出若干变形和改进，这些都属于本发明的保护范围。因此，本发明专利的保护范围应以所附权利要求为准。

Claims (9)

  1. 一种核心筒斜墙施工的钢平台变形施工结构，其特征在于，包括：
    钢平台，所述钢平台沿核心筒剪力墙横截面延伸；所述钢平台包括顶梁、底梁、内筒架和外挂架，所述内筒架的上下两端分别与所述顶梁和底梁固定连接，所述内筒架通过位于其底部的钢牛腿支撑于核心筒剪力墙的预留孔中；所述外挂架悬挂于所述钢平台顶梁下方且能够沿着钢平台顶梁下端的脚手架轨道滑动；
    钢靠轨，所述钢靠轨设置于钢平台和外挂架之间，所述钢靠轨顶端设有吊装孔；在核心筒斜墙浇筑施工过程中，所述钢靠轨与核心筒斜墙内模板紧靠设置，所述钢靠轨顶端通过高强刚性连接杆与钢平台顶梁固定连接，所述钢靠轨底端通过穿墙螺栓固定于核心筒直墙顶端；在模板提升的过程中，所述钢靠轨固定在钢平台上，作为模板提升的轨道。
  2. 根据权利要求1所述的核心筒斜墙施工的钢平台变形施工结构，其特征在于，还包括工具式悬挑机构，所述工具式悬挑机构包括动力控制系统、活动式脚手板以及伸缩杆，若干所述活动式脚手板分别设置于外挂架的相邻标准节连接处，伸缩杆底部固定滑块可拆卸式固定于外挂架的内立杆上，所述伸缩杆顶轮能够在动力控制系统的作用下沿着脚手架轨道滑移，从而带动所述伸缩杆伸缩；所述活动式脚手板的连接件套设于所述伸缩杆外侧，所述伸缩杆的伸缩带动所述活动式脚手板伸缩。
  3. 根据权利要求2所述的核心筒斜墙施工的钢平台变形施工结构，其特征在于，所述活动式脚手板包括侧向容腔以及层叠容纳于所述侧向容腔内的至少两块活动板，其中位于顶部的活动板自由端设有封板，所述封板的高度与所述侧向容腔的高度一致，相邻的活动板之间配套设置弹簧楔和三角凹坑，以使相邻的上方活动板带动下方活动板单向伸出。
  4. 根据权利要求2所述的核心筒斜墙施工的钢平台变形施工结构，其特征在 于，所述伸缩杆包括外伸缩杆、内伸缩杆以及固定件，所述内伸缩杆嵌合在所述外伸缩杆内，所述外伸缩杆上设有至少一个与固定件相配合的第一连接孔，所述内伸缩杆上设有至少一个与固定件相配合的第二连接孔，所述外伸缩杆接头端设有承拉楔，所述内伸缩杆接头端设有扩大头，所述承拉楔和所述扩大头相配合卡紧。
  5. 根据权利要求4所述的核心筒斜墙施工的钢平台变形施工结构，其特征在于，所述固定件包括固定层和旋钮件，所述固定层外面对应所述承拉楔位置设置有锁定口，通过将所述旋钮件螺杆旋入、旋出所述锁定口实现所述固定件的固定和卸载。
  6. 根据权利要求2所述的核心筒斜墙施工的钢平台变形施工结构，其特征在于，所述动力控制系统包括电连接的电源、电机以及控制器，所述电源设置于钢平台顶梁上，所述控制器安装于脚手架轨道下方的外挂架的内立杆上端，所述电机能够带动伸缩杆顶轮沿着脚手架轨道来回滑移。
  7. 一种核心筒斜墙施工的钢平台变形施工方法，其特征在于，包括如下步骤：
    步骤S1、提供如权利要求1至6任一项所述的核心筒斜墙施工的钢平台变形施工结构备用，安装钢平台，并完成斜墙段下方的核心筒施工，在斜墙段下方的最后一个直墙段施工中，安装穿墙螺栓预留管，设置接高模板，进行坎角混凝土施工；
    步骤S2、将脚手架轨道接长至斜墙段全部施工完成后脚手架停留的位置，切割拆除阻挡下一次钢平台爬升的钢平台的部分横梁，整根拆除阻挡下一次钢平台爬升的所有立柱，并在切割后剩余梁的悬挑部分下方设置临时立杆；
    步骤S3、爬升一层钢平台；将工具式斜墙外挂脚手变形至平行于墙体；完成斜墙段第一层钢筋绑扎；将钢靠轨吊装进入钢平台，并将钢靠轨拉结固定在钢平台上；使用提升机构拉住钢大模，松开外侧模板对拉螺栓，并分别将外侧模板沿核心筒直墙和斜墙，内侧模板沿钢靠轨，提升至核心筒斜墙段第一层；
    步骤S4、使用钢平台底部初固螺栓配合顶部提升机构，将钢大模固定在即将施工的核心筒斜墙表面位置；将型钢导轨推至紧贴内部钢大模，并将型钢导轨固定于核心筒斜墙底端；将型钢导轨固定在钢平台顶梁上，使型钢导轨将钢大模的力传递至核心筒斜墙和钢平台上，并浇筑混凝土完成核心筒斜墙段第一层施工；
    步骤S5、重复所述步骤S2至S4，直至完成所有核心筒斜墙段施工；
    步骤S6、在最后一层斜墙段施工时，设置接长木模板，完成斜墙段转直墙段坎角施工；切割拆除阻挡下一次钢平台爬升的钢平台的部分横梁，整根拆除阻挡下一次钢平台爬升的所有立柱，并在切割后剩余梁的悬挑部分下方设置临时立杆；提升一层钢平台，将工具式外挂脚手架平移，底端靠紧斜墙段墙体，并变形至与伸缩杆墙体平行；完成第一层直墙段钢筋绑扎，将钢靠轨固定在钢平台上，完成模板提升，并将模板安装至第一层直墙段两侧，进行直墙段混凝土浇筑；
    步骤S7、将钢靠轨拆除、并吊离钢平台；
    步骤S8、切割拆除阻挡下一次钢平台爬升的钢平台的部分横梁，整根拆除阻挡下一次钢平台爬升的所有立柱，并在切割后剩余梁的悬挑部分下方设置临时立杆；提升一层钢平台，将工具式斜墙外挂脚手平移，底端靠紧斜墙段墙体，并变形至与附加杆墙体平行；完成下一层直墙段钢筋绑扎；用提升机构将模板提升到位，并安装固定；
    步骤S9、重复所述步骤S8，直至钢平台覆盖范围完全脱离核心筒斜墙段，并完成所有核心筒斜墙段上方直墙段施工。
  8. 根据权利要求7所述的施工方法，其特征在于，步骤S2中切除底梁时，首先钻孔；其次底梁采用钢丝绳或钢链进行拉结，钢丝绳或钢链另一端固定在钢管柱上；然后切割底梁；最后拉动钢丝绳或钢链，将切割下来的钢平台底梁拉回钢平台上，吊运离场。
  9. 根据权利要求7所述的施工方法，其特征在于，所述步骤S3中工具式斜墙外挂脚手的使用方法包括：
    第一步、当核心筒直墙段施工时，将伸缩杆滑至外挂架附近，并将所述伸缩杆底部固定滑块与所述外挂架的内立杆扣死；
    第二步、当核心筒斜墙段施工时，先移动伸缩杆的底部固定滑块至核心筒斜墙段起始位置，并将伸缩杆底部固定滑块锁紧在对应外挂架内立杆上；
    第三步、将活动式脚手板的连接件沿伸缩杆滑动至对应活动式脚手板位置，并锁死；
    第四步、将活动式脚手板与脚手板连接件连接；
    第五步、启动控制器，控制伸缩杆顶轮向核心筒斜墙段墙体靠近，使伸缩杆与墙体贴近平行，将伸缩杆连接件锁死。
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