WO2023240812A1 - 一种用于空中增加核心筒墙体的整体施工平台结构及方法 - Google Patents

一种用于空中增加核心筒墙体的整体施工平台结构及方法 Download PDF

Info

Publication number
WO2023240812A1
WO2023240812A1 PCT/CN2022/118867 CN2022118867W WO2023240812A1 WO 2023240812 A1 WO2023240812 A1 WO 2023240812A1 CN 2022118867 W CN2022118867 W CN 2022118867W WO 2023240812 A1 WO2023240812 A1 WO 2023240812A1
Authority
WO
WIPO (PCT)
Prior art keywords
steel
formwork
platform
frame
inner cylinder
Prior art date
Application number
PCT/CN2022/118867
Other languages
English (en)
French (fr)
Inventor
徐磊
朱毅敏
周堃野
李子乔
童一倡
陈彦孜
Original Assignee
上海建工一建集团有限公司
Priority date (The priority date is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the date listed.)
Filing date
Publication date
Application filed by 上海建工一建集团有限公司 filed Critical 上海建工一建集团有限公司
Publication of WO2023240812A1 publication Critical patent/WO2023240812A1/zh

Links

Images

Classifications

    • EFIXED CONSTRUCTIONS
    • E04BUILDING
    • E04GSCAFFOLDING; FORMS; SHUTTERING; BUILDING IMPLEMENTS OR AIDS, OR THEIR USE; HANDLING BUILDING MATERIALS ON THE SITE; REPAIRING, BREAKING-UP OR OTHER WORK ON EXISTING BUILDINGS
    • E04G3/00Scaffolds essentially supported by building constructions, e.g. adjustable in height
    • E04G3/28Mobile scaffolds; Scaffolds with mobile platforms
    • EFIXED CONSTRUCTIONS
    • E04BUILDING
    • E04BGENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
    • E04B2/00Walls, e.g. partitions, for buildings; Wall construction with regard to insulation; Connections specially adapted to walls
    • E04B2/84Walls made by casting, pouring, or tamping in situ
    • EFIXED CONSTRUCTIONS
    • E04BUILDING
    • E04CSTRUCTURAL ELEMENTS; BUILDING MATERIALS
    • E04C3/00Structural elongated elements designed for load-supporting
    • E04C3/02Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces
    • E04C3/20Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces of concrete or other stone-like material, e.g. with reinforcements or tensioning members
    • EFIXED CONSTRUCTIONS
    • E04BUILDING
    • E04GSCAFFOLDING; FORMS; SHUTTERING; BUILDING IMPLEMENTS OR AIDS, OR THEIR USE; HANDLING BUILDING MATERIALS ON THE SITE; REPAIRING, BREAKING-UP OR OTHER WORK ON EXISTING BUILDINGS
    • E04G21/00Preparing, conveying, or working-up building materials or building elements in situ; Other devices or measures for constructional work
    • EFIXED CONSTRUCTIONS
    • E04BUILDING
    • E04GSCAFFOLDING; FORMS; SHUTTERING; BUILDING IMPLEMENTS OR AIDS, OR THEIR USE; HANDLING BUILDING MATERIALS ON THE SITE; REPAIRING, BREAKING-UP OR OTHER WORK ON EXISTING BUILDINGS
    • E04G5/00Component parts or accessories for scaffolds
    • EFIXED CONSTRUCTIONS
    • E04BUILDING
    • E04GSCAFFOLDING; FORMS; SHUTTERING; BUILDING IMPLEMENTS OR AIDS, OR THEIR USE; HANDLING BUILDING MATERIALS ON THE SITE; REPAIRING, BREAKING-UP OR OTHER WORK ON EXISTING BUILDINGS
    • E04G5/00Component parts or accessories for scaffolds
    • E04G5/04Means for fastening, supporting, or bracing scaffolds on or against building constructions
    • E04G5/046Means for fastening, supporting, or bracing scaffolds on or against building constructions for fastening scaffoldings on walls
    • YGENERAL 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
    • Y02TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
    • Y02EREDUCTION OF GREENHOUSE GAS [GHG] EMISSIONS, RELATED TO ENERGY GENERATION, TRANSMISSION OR DISTRIBUTION
    • Y02E30/00Energy generation of nuclear origin
    • Y02E30/30Nuclear fission reactors

Definitions

  • the invention belongs to the technical field of building construction, and particularly relates to an integral construction platform structure and method for adding core tube walls in the air.
  • the traditional construction method is to use the floor layer to form a floor-to-ceiling formwork to cast the transfer beam.
  • the traditional floor-to-ceiling support method has a high formwork height and construction safety cannot be guaranteed.
  • the invention provides an overall construction platform structure and method for adding core tube walls in the air, which solves the construction problem of adding walls in the core tube of super high-rise buildings in the air. It can also solve the problem that the outer wall of the core tube moves to the middle without the lower part. Wall construction issues.
  • the present invention includes the following technical solutions:
  • An overall construction platform structure for adding core tube walls in the air including:
  • the steel platform extends 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 respectively connected with the top beam.
  • Fixedly connected to the bottom beam the inner cylinder frame is supported in the reserved hole of the core shear wall through the steel corbels at the bottom.
  • the inner cylinder frame includes an outer inner cylinder frame body and an inner cylinder body connected by a movable beam.
  • Inner cylinder frame body, the outer inner cylinder frame body includes a first frame body unit and a second frame body unit that are detachably connected, and the external hanger is suspended below the top beam of the steel platform;
  • Conversion beam a steel-framed steel beam is buried at the bottom of the conversion beam, and the two ends of the conversion beam are cast into an integrated structure with the side wall where the top of the stiff steel column is located; the two ends of the steel-framed steel beam are placed respectively On the steel corbels of the rigid steel columns embedded in the core tube shear wall along the height direction of the wall, the two ends of the steel frame steel beam are pressed against the rigid steel columns on both sides, and the lower end of the steel frame steel beam passes through A short steel column suspends the formwork support platform; the shoulder pole beams are tied above the steel frame steel beams through inverted chains, and a plurality of the shoulder pole beams are arranged at intervals on the main beam of the steel platform above the steel frame steel beams.
  • strip formwork is provided in the steel large formwork structure at the corresponding position of the steel frame steel beam, that is, the formwork at both ends of the steel frame steel beam is strip formwork, and the width of the strip formwork is Greater than the width of the transfer beam, the strip formwork is detachably connected to the steel large formwork.
  • the invention also provides a construction method for adding core tube walls in the air.
  • the construction method includes the following steps:
  • Step S1 Provide an overall construction platform structure for adding core tube walls in the air, and install a steel platform that extends along the cross-section of the core tube shear wall.
  • the steel platform includes top beams, bottom beams, and inner tube frames. 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.
  • the inner cylinder frame is supported in the reserved hole of the core tube shear wall through the steel corbels at the bottom.
  • the inner cylinder frame includes an outer inner cylinder frame body and an inner inner cylinder frame body connected by a movable beam
  • the outer inner cylinder frame body includes a first frame body unit and a second frame body unit that are detachably connected, so The above-mentioned external hanger is suspended below the top beam of the steel platform
  • Step S2 Climb the steel platform to one level, remove the movable beam, the inner inner cylinder frame above the steel frame steel beam and the strip formwork at both ends of the steel frame steel beam, and install steel frames on the stiff steel columns.
  • Corbels hoist the steel frame beam into the steel platform diagonally and place it on the steel frame steel beam; then install the shoulder pole beam on the steel platform and use an inverted chain to tie it to the steel frame steel beam, and fine-tune the steel frame steel beam position, and weld it to the stiff steel columns on both sides to form a whole; the lower end of the steel frame steel beam hangs the formwork support platform through the short steel column, and the formwork support platform supports the bottom form of the conversion beam;
  • Step S3 Bind the transfer beam steel bars; then hoist in the transfer beam side formwork and the inner corner triangle formwork, and complete the fixed connection between each formwork. At the same time, concrete is poured to complete the construction of the transfer beam and the core wall of the same layer;
  • Step S4 Disconnect the first frame unit and the second frame unit of the outer inner cylinder frame body to obtain the deformed steel platform, and climb the deformed steel platform. At this time, the second frame unit is transformed. It is the external scaffolding of the deformed steel platform;
  • Step S5 When the thickness of the core tube wall is less than the width of the conversion beam in the subsequent construction process, a wooden box is added to the outside of the core tube wall to make the formwork fit the wall thickness of the wall.
  • step S2 includes the following steps:
  • the first step is to install steel corbels on the strong steel columns
  • the second step is to dismantle the movable beam of the steel platform, lift the steel frame beam into the steel platform diagonally, first install one end of the steel frame steel beam to the steel bracket on one side, and then install the other end of the steel frame steel beam to the other side. on the side steel corbels;
  • the third step is to temporarily install multiple pole beams on the main beam of the steel platform; hang inverted chains on the pole beams, and the steel frame steel beams are tied to the pole beams through inverted chains;
  • the fourth step is to fine-tune the position of the steel-framed steel beam so that one end of the steel-framed steel beam is welded and connected to the rigid steel column, and then the other end of the steel-framed steel beam is welded and lengthened to the rigid steel column on the other side.
  • the steel columns are welded together so that the steel beams and stiff steel columns form an integral structure.
  • the minimum length of the short steel column is the sum of the thickness of the concrete protective layer of the steel-framed steel beam, the thickness of the bottom form of the transfer beam, and the thickness of the formwork support platform.
  • the upper end of the short steel column is connected to the lower wing of the steel-framed steel beam. Edge welding connection, the lower end of the short steel column passes through the hole left on the formwork support platform, and the formwork support platform is pulled by the conversion piece at the lower part of the formwork support platform.
  • step S2 the width of the formwork support platform is the same as the beam width of the conversion beam.
  • the formwork support platform There is a row of pull bolt holes on the formwork support platform for installing the lower sill foot fixing bolts of the bottom formwork of the conversion beam. This makes the existing formwork of the core wall and the newly added wall formwork have the same height and structure, which facilitates subsequent construction.
  • step S3 after the steel bars of the conversion beam are tied, the side formwork of the conversion beam is hoisted in and temporarily fixed on the formwork support platform, and then the movable beam is restored, and the inverted chain tie is hung on the movable beam.
  • the conversion beam side formwork is fine-tuned in place through the inverted chain.
  • the conversion beam side formwork is connected through the pull screw.
  • the lower sill is placed on the formwork support platform through the pull screw. At this point, the conversion beam side formwork is installed. .
  • all formwork adopts standardized design.
  • the large steel formwork at both ends of the steel frame steel beam adopts strip formwork to facilitate disassembly and assembly.
  • the strip formwork must be removed first, and the conversion beam Add an inner corner triangular formwork to each side.
  • the inner corner triangular formwork is used to connect the steel large formwork and the transfer beam side formwork.
  • the thickness of the newly added wall is less than the width of the transfer beam, it is necessary to add a connecting width formwork at the end of the inner corner triangular formwork.
  • the widening formwork is connected to the steel large formwork through bolts.
  • step S4 includes: as the core wall deforms, each time the deformed steel platform climbs one level, a modularly designed sealing plate is used to close the gap at the demolition position.
  • the present invention has the following advantages and beneficial effects:
  • the invention provides an overall construction platform structure for adding a core tube wall in the air, including a steel platform and a conversion beam.
  • the steel platform extends along the cross section of the core tube shear wall.
  • the steel platform includes a top beam, a bottom beam, an inner tube frame and a transfer beam.
  • the upper and lower ends of the inner cylinder frame are fixedly connected to the top beam and the bottom beam respectively.
  • the inner cylinder frame is supported in the reserved hole of the core tube shear wall through the steel corbels at the bottom.
  • the inner cylinder frame includes The outer inner cylinder frame body and the inner inner cylinder frame body are connected by a movable beam.
  • the outer inner cylinder frame body includes a first frame unit and a second frame unit that are detachably connected.
  • the external hanger is suspended below the top beam of the steel platform.
  • a steel-framed steel beam is buried at the bottom of the transfer beam.
  • the two ends of the transfer beam are cast into an integrated structure with the side wall where the top of the stiff steel column is located.
  • the two ends of the steel-framed steel beam are placed on the core tube shear wall along the wall.
  • the two ends of the steel-framed steel beams are in contact with the rigid steel columns on both sides.
  • the lower end of the steel-framed steel beams is suspended from the formwork bracket platform through short steel columns; above the steel-framed steel beams
  • the shoulder pole beams are tied by reverse chains, and multiple shoulder pole beams are arranged at intervals on the main beam of the steel platform above the steel frame steel beam.
  • Figure 1 is a schematic diagram of the overall construction platform structure used for core tube walls in one embodiment of the present invention
  • Figures 2 to 6 are schematic diagrams of steps S1 to S5 of the construction method for adding a core wall in the air in an embodiment of the present invention
  • Figures 7 to 10 are detailed views of step S2 of the construction method for adding a core wall in the air in one embodiment of the present invention.
  • Figure 11 is a cross-sectional view along line A-A of Figure 8.
  • Figure 12 is a B-B cross-sectional view of Figure 9;
  • Figure 13 is a C-C cross-sectional view of Figure 10;
  • Figure 14 is a schematic diagram of the installation of strip formwork used for the overall construction platform structure of the core wall in one embodiment of the present invention.
  • Figure 15 is a schematic diagram of the installation of the inner corner triangular formwork and the widening formwork used in the overall construction platform structure of the core tube wall in one embodiment of the present invention.
  • the present invention provides an overall construction platform structure for adding core tube walls in the air.
  • An overall construction platform structure for adding core tube walls 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 10, a bottom beam, an inner cylinder frame and an external hanger 11.
  • the upper and lower ends of the inner cylinder frame are respectively connected with the steel platform.
  • the top beam 10 and the bottom beam are fixedly connected.
  • the inner cylinder frame is supported in the reserved hole of the core shear wall through the steel corbels 23 located at the bottom.
  • the inner cylinder frame includes an outer inner cylinder frame body 13 connected through a movable beam 12 And the inner inner cylinder frame body 14, the outer inner cylinder frame body 13 includes a first frame body unit 15 and a second frame body unit 16 that are detachably connected.
  • the external pylon 11 is suspended below the steel platform top beam 10, and the conversion beam 20 beam A steel-framed steel beam 21 is buried at the bottom.
  • the two ends of the conversion beam 20 are cast into an integrated structure with the side wall 40 where the top of the stiff steel column 17 is located.
  • the two ends of the steel-framed steel beam 21 are respectively placed on the edge of the core tube shear wall.
  • both ends of the steel frame steel beam 21 are pressed against the stiff steel columns 17 on both sides, and the lower end of the steel frame steel beam 21 hangs the formwork through the short steel columns 25
  • the support platform 30; the top of the steel frame steel beam 21 is connected to the shoulder pole beam 22 through the inverted chain 24, and a plurality of pole beams 22 are arranged at intervals on the steel platform main beam 18 above the steel frame steel beam 21.
  • the steel platform movable beam 12 and the modularly designed inner cylinder frame are used to meet the requirements for rapid construction of the conversion beam 20.
  • the inner cylinder frame can be disassembled and the aerial deformation of the steel platform is completed.
  • the original inner cylinder frame is converted into an external pylon of the deformed steel platform, which improves the safety of high-altitude operations. safety.
  • strip formwork 27 is provided in the steel large formwork structure at the corresponding position of the steel frame steel beam 21, that is, the formwork at both ends of the steel frame steel beam 21 is
  • the width of the strip template 27 is greater than the width of the transfer beam 20, and the strip template 27 is detachably connected to the large steel mold.
  • the invention also provides a construction method for adding core tube walls in the air.
  • the construction method includes the following steps:
  • Step S1 Provide an overall construction platform structure for adding core tube walls in the air, and install a steel platform.
  • the steel platform extends along the cross-section of the core tube shear wall.
  • the steel platform includes a steel platform top beam 18, a bottom beam, an inner cylinder frame and The outer hanging frame 11 and the upper and lower ends of the inner cylinder frame are fixedly connected to the steel platform top beam 18 and the bottom beam respectively.
  • the inner cylinder frame is supported in the reserved hole of the core tube shear wall through the steel corbels 23 at the bottom.
  • the cylinder frame includes an outer inner cylinder body 13 and an inner inner cylinder body 14 connected by a movable beam 12.
  • the outer inner cylinder body 13 includes a first frame unit 15 and a second frame unit 16 that are detachably connected. The frame is suspended below the top beam of the steel platform;
  • Step S2 Climb the steel platform one level, remove the movable beam 12, the inner inner cylinder frame 14 above the steel frame steel beam 21 and the strip formwork 27 at both ends of the steel frame steel beam 21, and install it on the rigid steel column 17
  • the lower end of the steel frame steel beam 21 hangs the formwork support platform 30 through the short steel column 25, and the formwork support platform 30 supports the conversion beam Bottom mold 28;
  • Step S3 tie the steel bars of the conversion beam 20; then hoist in the conversion beam side formwork and the inner corner triangular formwork 29, and complete the fixed connection between each formwork.
  • concrete is poured to complete the construction of the conversion beam 20 and the core wall of the same floor;
  • Step S4 Disconnect the first frame unit 15 and the second frame unit 16 of the outer inner cylinder frame body 13 to obtain the deformed steel platform, and climb the deformed steel platform. At this time, the second frame The volume units are transformed into external scaffolding of the deformed steel platform;
  • Step S5 When the thickness of the core tube wall is less than the width of the conversion beam 20 in the subsequent construction process, a wooden box is added outside the core tube wall to make the template suitable for the wall thickness.
  • step S2 includes the following steps:
  • the first step is to install the steel corbels 23 on the stiff steel columns 17;
  • the second step is to dismantle the movable beam 12 of the steel platform, hoist the steel beam 21 diagonally into the steel platform, first install one end of the steel beam 21 to the steel bracket 23 on one side, and then install the other end of the steel beam 21 One end is installed on the steel corbel 23 on the other side;
  • the third step is to temporarily install multiple pole beams 22 on the main beam 18 of the steel platform; hang inverted chains 24 on the pole beams 22, and the steel frame steel beams 21 are connected to the pole beams 22 through the inverted chains 24;
  • the fourth step is to fine-tune the position of the steel frame beam 21 so that one end of the steel frame steel beam 21 is welded to the rigid steel column 17, and then the other end of the steel frame steel beam 21 is welded and extended to connect it with the rigid steel column 17 on the other side.
  • the steel columns 17 are welded together so that the steel frame steel beams 21 and the rigid steel columns 17 form an integral structure.
  • the minimum length of the short steel column 25 is the sum of the thickness of the concrete protective layer of the steel frame steel beam 21, the thickness of the transfer beam bottom form 28, and the thickness of the formwork support platform 30.
  • the short steel column 25 The upper end is welded to the lower flange of the steel frame beam 21. The lower end of the short steel column 25 passes through the hole left in the formwork support platform 30, and the formwork support platform 30 is pulled by the conversion piece at the lower part of the formwork support platform 30.
  • the short steel column 25 includes a threaded tie rod (not shown) and a height-adjusting nut 31 to ensure the flatness of the conversion beam bottom mold 28 .
  • the width of the formwork support platform 30 is the same as the beam width of the conversion beam 20.
  • the lower part of the mold 28 is fixed with bolts. This makes the existing formwork of the core wall and the newly added wall formwork have the same height and structure, which facilitates subsequent construction.
  • step S3 after the steel bars of the conversion beam 20 are tied, the side formwork of the conversion beam is hoisted in and temporarily fixed on the formwork support platform 30, and then the movable beam 12 is restored and moved.
  • the inverted chain 24 is hung on the beam 12, and the side molds of the conversion beam are finely adjusted in place through the inverted chain 24.
  • the side molds of the conversion beam are connected through the pull screws, and the lower sill feet are placed on the formwork support platform 30 through the pull screws. At this point, The installation of the transfer beam side formwork is completed.
  • stiffening plates 41 are provided on the side molds of the conversion beam.
  • all formwork adopts standardized design.
  • the large steel formwork at both ends of the steel frame steel beam 21 adopts strip formwork 27 to facilitate disassembly and assembly.
  • the inner corner triangular formwork 29 is used to connect the steel large formwork and the conversion beam side formwork; when the thickness of the newly added wall is less than the conversion beam 20
  • a width connecting template 26 needs to be added to the end of the inner corner triangle template 29, and the width connecting template 26 is connected to the steel large mold through bolts.
  • the end of the formwork support platform 30 is also provided with a sealing adjustment member 33 to ensure the safe erection of the conversion beam bottom form 28 and prevent the formwork from slipping and derailing.
  • the step S4 includes: as the core wall deforms, each time the deformed steel platform climbs one level, a modularly designed sealing plate is used to close the gap at the demolition position.

Abstract

本发明属于建筑施工技术领域,特别涉及一种用于空中增加核心筒墙体的整体施工平台结构及方法,用于解决超高层建筑核心筒在空中增加墙体的施工问题。该结构,包括钢平台和转换梁,钢平台包括顶梁、底梁、内筒架和外挂架,内筒架包括通过活动梁连接的外侧内筒架体和内侧内筒架体,外侧内筒架体包括可拆卸式连接的第一架体单元和第二架体单元;转换梁梁底埋设一根钢骨钢梁,转换梁两端分别与劲性钢柱顶端所在的侧墙浇筑为一体结构;钢骨钢梁两端分别搁置于墙体劲性钢柱的钢牛腿上,钢骨钢梁两端与两侧劲性钢柱抵紧,钢骨钢梁下端通过短钢柱悬挂模板支架平台;钢骨钢梁上方通过倒链拉结扁担梁,多根扁担梁间隔设置于外侧内筒架体和内侧内筒架体之间。

Description

一种用于空中增加核心筒墙体的整体施工平台结构及方法 技术领域
本发明属于建筑施工技术领域,特别涉及一种用于空中增加核心筒墙体的整体施工平台结构及方法。
背景技术
超高层建筑大多数都需要设置核心筒来提高整体塔楼的抗侧力能力。面临核心筒在空中增加墙体的施工,传统施工方法多采用由楼板层做落地满堂支模架的方法浇筑转换梁,传统落地支架的做法,支模高度大,施工安全性无法得到保障。
因此,如何提供一种用于空中增加核心筒墙体的整体施工平台结构及方法,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
本发明提供一种用于空中增加核心筒墙体的整体施工平台结构及方法,解决了超高层建筑核心筒在空中增加墙体的施工问题,也可以解决核心筒外墙向中间转移而下部没有墙体的施工问题。
为解决以上技术问题,本发明包括如下技术方案:
一种用于空中增加核心筒墙体的整体施工平台结构,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,所述内筒架包括通过活动梁连接的外侧内筒架体和内侧内筒架体,所述外侧内筒架体包括可拆卸式连接的第一架体单元和第二架体单元,所述外挂架悬挂于钢平台顶梁下方;
转换梁,所述转换梁梁底埋设一根钢骨钢梁,所述转换梁的两端分别与劲性钢柱顶端所在的侧墙浇筑为一体结构;所述钢骨钢梁两端分别搁置于核心筒剪力墙沿墙体高度方向的预埋劲性钢柱的钢牛腿上,所述钢骨钢梁两端与两侧劲性钢柱抵紧,所述钢骨钢梁下端通过短钢柱悬挂模板支架平台;所述钢骨钢梁上方通过倒链拉结扁担梁,多根所述扁担梁间隔设置于所述钢骨钢梁上方的钢平台主梁上。
进一步地,为了方便吊装钢骨钢梁,将钢骨钢梁对应位置处的钢大模结构中设置抽条模板,即钢骨钢梁两端的模板为抽条模板,所述抽条模板的宽度大于转换梁的宽度,所述抽条模板与钢大模可拆卸式连接。
本发明还提供了一种用于空中增加核心筒墙体的施工方法,所述施工方法包括如下步骤:
步骤S1、提供用于空中增加核心筒墙体的整体施工平台结构,安装钢平台,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,所述内筒架包括通过活动梁连接的外侧内筒架体和内侧内筒架体,所述外侧内筒架体包括可拆卸式连接的第一架体单元和第二架体单元,所述外挂架悬挂于钢平台顶梁下方;
将所述钢平台爬升至待施工转换梁的下一层,并在核心筒墙体中对应埋设劲性钢柱;
步骤S2、将所述钢平台爬升一层,移除所述活动梁、钢骨钢梁上方的内侧内筒架体和钢骨钢梁两端的抽条模板,并在劲性钢柱上安装钢牛腿,将钢骨钢梁斜吊进钢平台内并搁置于钢牛腿上;然后在钢平台上安装扁担梁并使 用倒链拉结到所述钢骨钢梁上,微调钢骨钢梁的位置,并使其与两侧劲性钢柱焊接形成整体;所述钢骨钢梁下端通过短钢柱悬挂模板支架平台,所述模板支架平台承托所述转换梁底模;
步骤S3、绑扎转换梁钢筋;随后吊入所述转换梁侧模、阴角三角模板,并完成各模板之间的固定连接,同时浇筑混凝土完成转换梁和同层核心筒墙体的施工;
步骤S4、断开外侧内筒架体的第一架体单元和第二架体单元之间的连接,得到变形后的钢平台,并爬升变形后的钢平台,此时第二架体单元转化为变形后钢平台的外挂脚手;
步骤S5、当后续施工工序中核心筒墙体厚度小于转换梁宽度时,核心筒墙体外侧增加一个木质盒子,以使模板适合墙体的墙厚。
进一步地,所述步骤S2包括如下步骤:
第一步、在劲性钢柱上安装钢牛腿;
第二步、拆除钢平台活动梁,将钢骨钢梁斜吊进钢平台内,先将钢骨钢梁一端安装到一侧钢牛腿上,再将钢骨钢梁另一端安装到另一侧钢牛腿上;
第三步、在钢平台的主梁上临时安装多根扁担梁;并在扁担梁上悬挂倒链,所述钢骨钢梁通过倒链拉结到扁担梁上;
第四步、微调钢骨钢梁的位置,使得所述钢骨钢梁一端与劲性钢柱焊接连接完成后,再将所述钢骨钢梁另一端焊接接长,与另一侧劲性钢柱焊接连接,使得钢骨钢梁与劲性钢柱形成整体结构。
进一步地,所述短钢柱的最小长度为钢骨钢梁的混凝土保护层厚度、转换梁底模的厚度以及模板支架平台厚度之和,所述短钢柱上端与钢骨钢梁的下翼缘焊接连接,所述短钢柱下端穿过模板支架平台留设的洞口,在模板支架平台下部通过转换件将模板支架平台拉住。
进一步地,所述步骤S2中,所述模板支架平台的宽度与转换梁的梁宽相同,在模板支架平台上有一排对拉螺栓孔,用于安装转换梁底模下部坎脚 固定螺栓。这样使得核心筒墙体既有模板和新增加的墙体模板高度、构造相同,便于后续施工。
进一步地,所述步骤S3中,所述转换梁钢筋绑扎完成后,吊入转换梁侧模,并临时固定在模板支架平台上,再恢复活动梁,并在活动梁上悬挂倒链拉结,将所述转换梁侧模通过倒链微调到位,所述转换梁侧模通过对拉螺杆连接,下部的坎脚通过对拉螺杆搁置在模板支架平台上,至此,所述转换梁侧模安装完成。
进一步地,所有模板采用标准化设计,在需要施工转换梁的地方,钢骨钢梁两端的钢大模采用抽条模板,方便拆装,施工转换梁时,先把抽条模板取走,转换梁每边增加一块阴角三角模板,阴角三角模板用于连接钢大模和转换梁侧模;当新增加墙体厚度小于转换梁宽度时,需要在阴角三角模板端部增加一块接宽模板,该接宽模板与所述钢大模通过螺栓连接。
进一步地,所述步骤S4包括:随着核心筒墙体的变形,所述变形后的钢平台每爬升一层,采用模块化设计的封板来封闭拆除位置的空挡。
与现有技术相比,本发明具有如下优点和有益效果:
本发明提供了用于空中增加核心筒墙体的整体施工平台结构,包括钢平台和转换梁,钢平台沿核心筒剪力墙横截面延伸,钢平台包括顶梁、底梁、内筒架和外挂架,内筒架的上下两端分别与所述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,内筒架包括通过活动梁连接的外侧内筒架体和内侧内筒架体,外侧内筒架体包括可拆卸式连接的第一架体单元和第二架体单元,外挂架悬挂于钢平台顶梁下方,转换梁梁底埋设一根钢骨钢梁,转换梁的两端分别与劲性钢柱顶端所在的侧墙浇筑为一体结构;钢骨钢梁两端分别搁置于核心筒剪力墙沿墙体高度方向的预埋劲性钢柱的钢牛腿上,钢骨钢梁两端与两侧劲性钢柱抵紧,钢骨钢梁下端通过短钢柱悬挂模板支架平台;钢骨钢梁上方通过倒链拉结扁担梁,多根扁担梁间隔设置于所述钢骨钢梁上方的钢平台主梁上。通过模块化的钢平台爬模系统,采用钢平台活动梁、模块化设计的内筒架, 满足了转换梁快速施工的要求。而且,通过采用模块化设计的内筒架,实现了内筒架的拆分,完成了钢平台的空中变形,同时原有内筒架转换为变形后钢平台的外挂架,提高了高空作业的安全性。
附图说明
图1为本发明一实施例中用于核心筒墙体的整体施工平台结构的示意图;
图2至图6为本发明一实施例中用于空中增加核心筒墙体的施工方法步骤S1~S5的示意图;
图7至图10为本发明一实施例中用于空中增加核心筒墙体的施工方法步骤S2的详图;
图11是图8的A-A剖视图;
图12是图9的B-B剖视图;
图13是图10的C-C剖视图;
图14是本发明一实施例中用于核心筒墙体的整体施工平台结构的抽条模板的安装示意图;
图15是本发明一实施例中用于核心筒墙体的整体施工平台结构的阴角三角模板、接宽模板的安装示意图。
图中:
10-钢平台顶梁,11-外挂架,12-活动梁,13-外侧内筒架体,14-内侧内筒架体,15-第一架体单元,16-第二架体单元,17-劲性钢柱,18-钢平台主梁;20-转换梁,21-钢骨钢梁,22-扁担梁,23-钢牛腿,24-倒链,25-短钢柱,26-接宽模板,27-抽条模板,28-转换梁底模,29-阴角三角模板,30-模板支架平台,31-调高螺母,33-封口调节件;40-侧墙,41-加劲板。
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用于空中增加核心筒墙体的整体施工平台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15,详细说明本发明的用于空中增加核心筒墙体的整体施工平台结构及方法。
请参考图1至图15,本发明提供了用于空中增加核心筒墙体的整体施工平台结构一种用于空中增加核心筒墙体的整体施工平台结构,包括:
钢平台和转换梁20,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10、底梁、内筒架和外挂架11,内筒架的上下两端分别与钢平台顶梁10和底梁固定连接,内筒架通过位于其底部的钢牛腿23支撑于核心筒剪力墙的预留孔中,内筒架包括通过活动梁12连接的外侧内筒架体13和内侧内筒架体14,外侧内筒架体13包括可拆卸式连接的第一架体单元15和第二架体单元16,外挂架11悬挂于钢平台顶梁10下方,转换梁20梁底埋设一根钢骨钢梁21,转换梁20的两端分别与劲性钢柱17顶端所在的侧墙40浇筑为一体结构;钢骨钢梁21两端分别搁置于核心筒剪力墙沿墙体高度方向的预埋劲性钢柱17的钢牛腿23上,钢骨钢梁21两端与两侧劲性钢柱17抵紧,钢骨钢梁21下端通过短钢柱25悬挂模板支架平台30;钢骨钢梁21上方通过倒链24拉结扁担梁22,多根扁担梁22间隔设置于钢骨钢梁21上方的钢平台主梁18上。通过模块化的钢平台爬模系统,采用钢平台活动梁12、模块化设计的内筒架,满足了转换梁20快速施工的要求。而且,通过采用模块化设计的内筒架,实现了内筒架的拆分,完成了钢平台的空中变形,同时原有内筒架转换为变形后钢平台的外挂架,提高了高空作业的安全性。
在本实施例中,更优选地,为了方便吊装钢骨钢梁21,将钢骨钢梁21对应位置处的钢大模结构中设置抽条模板27,即钢骨钢梁21两端的模板为抽条模板27,抽条模板27的宽度大于转换梁20的宽度,抽条模板27与钢大模可 拆卸式连接。
本发明还提供了一种用于空中增加核心筒墙体的施工方法,所述施工方法包括如下步骤:
步骤S1、提供用于空中增加核心筒墙体的整体施工平台结构,安装钢平台,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18、底梁、内筒架和外挂架11,内筒架的上下两端分别与钢平台顶梁18和底梁固定连接,内筒架通过位于其底部的钢牛腿23支撑于核心筒剪力墙的预留孔中,内筒架包括通过活动梁12连接的外侧内筒架体13和内侧内筒架体14,外侧内筒架体13包括可拆卸式连接的第一架体单元15和第二架体单元16,外挂架悬挂于钢平台顶梁下方;
将钢平台爬升至待施工转换梁的下一层,并在核心筒墙体中对应埋设劲性钢柱17;
步骤S2、将钢平台爬升一层,移除活动梁12、钢骨钢梁21上方的内侧内筒架体14和钢骨钢梁21两端的抽条模板27,并在劲性钢柱17上安装钢牛腿23,将钢骨钢梁21斜吊进钢平台内并搁置于钢牛腿23上;然后在钢平台上安装扁担梁22并使用倒链24拉结到钢骨钢梁21上,微调钢骨钢梁21的位置,并使其与两侧劲性钢柱17焊接形成整体;钢骨钢梁21下端通过短钢柱25悬挂模板支架平台30,模板支架平台30承托转换梁底模28;
步骤S3、绑扎转换梁20钢筋;随后吊入转换梁侧模、阴角三角模板29,并完成各模板之间的固定连接,同时浇筑混凝土完成转换梁20和同层核心筒墙体的施工;
步骤S4、断开外侧内筒架体13的第一架体单元15和第二架体单元16之间的连接,得到变形后的钢平台,并爬升变形后的钢平台,此时第二架体单元转化为变形后钢平台的外挂脚手;
步骤S5、当后续施工工序中核心筒墙体厚度小于转换梁20宽度时,核心筒墙体外侧增加一个木质盒子,以使模板适合墙体的墙厚。
在本实施例中,更优选地,所述步骤S2包括如下步骤:
第一步、在劲性钢柱17上安装钢牛腿23;
第二步、拆除钢平台活动梁12,将钢骨钢梁21斜吊进钢平台内,先将钢骨钢梁21一端安装到一侧钢牛腿23上,再将钢骨钢梁21另一端安装到另一侧钢牛腿23上;
第三步、在钢平台的主梁18上临时安装多根扁担梁22;并在扁担梁22上悬挂倒链24,钢骨钢梁21通过倒链24拉结到扁担梁22上;
第四步、微调钢骨钢梁21的位置,使得钢骨钢梁21一端与劲性钢柱17焊接连接完成后,再将钢骨钢梁21另一端焊接接长,与另一侧劲性钢柱17焊接连接,使得钢骨钢梁21与劲性钢柱17形成整体结构。
在本实施例中,更优选地,短钢柱25的最小长度为钢骨钢梁21的混凝土保护层厚度、转换梁底模28的厚度以及模板支架平台30的厚度之和,短钢柱25上端与钢骨钢梁21的下翼缘焊接连接,短钢柱25下端穿过模板支架平台30留设的洞口,在模板支架平台30下部通过转换件将模板支架平台30拉住。
特别地,短钢柱25包括螺纹拉杆(未图示)和调高螺母31,从而保证转换梁底模28的平整度。
在本实施例中,更优选地,所述步骤S2中,模板支架平台30的宽度与转换梁20的梁宽相同,在模板支架平台30上有一排对拉螺栓孔,用于安装转换梁底模28下部坎脚固定螺栓。这样使得核心筒墙体既有模板和新增加的墙体模板高度、构造相同,便于后续施工。
在本实施例中,更优选地,所述步骤S3中,转换梁20钢筋绑扎完成后,吊入转换梁侧模,并临时固定在模板支架平台30上,再恢复活动梁12,并在活动梁12上悬挂倒链24拉结,将转换梁侧模通过倒链24微调到位,转换梁侧模通过对拉螺杆连接,下部的坎脚通过对拉螺杆搁置在模板支架平台30上,至此,转换梁侧模安装完成。为了保证受力稳定性,转换梁侧模上设有加劲板41。
在本实施例中,更优选地,所有模板采用标准化设计,在需要施工转换梁20的地方,钢骨钢梁21两端的钢大模采用抽条模板27,方便拆装,施工转换 梁20时,先把抽条模板27取走,转换梁20每边增加一块阴角三角模板29,阴角三角模板29用于连接钢大模和转换梁侧模;当新增加墙体厚度小于转换梁20宽度时,需要在阴角三角模板29端部增加一块接宽模板26,该接宽模板26与钢大模通过螺栓连接。
特别地,模板支架平台30的端部还设有封口调节件33,从而保证转换梁底模28的安全架设,防止出现模板滑移脱轨的现象。
在本实施例中,更优选地,所述步骤S4包括:随着核心筒墙体的变形,变形后的钢平台每爬升一层,采用模块化设计的封板来封闭拆除位置的空挡。
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. 一种用于空中增加核心筒墙体的整体施工平台结构,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,所述内筒架包括通过活动梁连接的外侧内筒架体和内侧内筒架体,所述外侧内筒架体包括可拆卸式连接的第一架体单元和第二架体单元,所述外挂架悬挂于钢平台顶梁下方;
    转换梁,所述转换梁梁底埋设一根钢骨钢梁,所述转换梁的两端分别与劲性钢柱顶端所在的侧墙浇筑为一体结构;所述钢骨钢梁两端分别搁置于核心筒剪力墙沿墙体高度方向的预埋劲性钢柱的钢牛腿上,所述钢骨钢梁两端与两侧劲性钢柱抵紧,所述钢骨钢梁下端通过短钢柱悬挂模板支架平台;所述钢骨钢梁上方通过倒链拉结扁担梁,多根所述扁担梁间隔设置于所述钢骨钢梁上方的钢平台主梁上。
  2. 根据权利要求1所述的用于空中增加核心筒墙体的整体施工平台结构,其特征在于,所述钢骨钢梁两端的模板为抽条模板,所述抽条模板的宽度大于转换梁的宽度,所述抽条模板与钢大模可拆卸式连接。
  3. 一种用于空中增加核心筒墙体的施工方法,其特征在于,包括如下步骤:
    步骤S1、提供权利要求1或2所述的用于空中增加核心筒墙体的整体施工平台结构,安装钢平台,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,所述内筒架包括通过活动梁连接的外侧内筒架体和内侧内筒架体,所述外侧内筒架体包括可拆卸式连接的第一架体单元和第二架体单元,所述外挂架悬挂于钢平台顶梁下方;
    将所述钢平台爬升至待施工转换梁的下一层,并在核心筒墙体中对应埋 设劲性钢柱;
    步骤S2、将所述钢平台爬升一层,移除所述活动梁、钢骨钢梁上方的内侧内筒架体和钢骨钢梁两端的抽条模板,并在劲性钢柱上安装钢牛腿,将钢骨钢梁斜吊进钢平台内并搁置于钢牛腿上;然后在钢平台上安装扁担梁并使用倒链拉结到所述钢骨钢梁上,微调钢骨钢梁的位置,并使其与两侧劲性钢柱焊接形成整体;所述钢骨钢梁下端通过短钢柱悬挂模板支架平台,所述模板支架平台承托所述转换梁底模;
    步骤S3、绑扎转换梁钢筋;随后吊入所述转换梁侧模、阴角三角模板,并完成各模板之间的固定连接,同时浇筑混凝土完成转换梁和同层核心筒墙体的施工;
    步骤S4、断开外侧内筒架体的第一架体单元和第二架体单元之间的连接,得到变形后的钢平台,并爬升变形后的钢平台,此时第二架体单元转化为变形后钢平台的外挂脚手;
    步骤S5、当后续施工工序中核心筒墙体厚度小于转换梁宽度时,核心筒墙体外侧增加一个木质盒子,以使模板适合墙体的墙厚。
  4. 根据权利要求3所述的方法,其特征在于,所述步骤S2包括如下步骤:
    第一步、在劲性钢柱上安装钢牛腿;
    第二步、拆除钢平台活动梁,将钢骨钢梁斜吊进钢平台内,先将钢骨钢梁一端安装到一侧钢牛腿上,再将钢骨钢梁另一端安装到另一侧钢牛腿上;
    第三步、在钢平台的主梁上临时安装多根扁担梁;并在扁担梁上悬挂倒链,所述钢骨钢梁通过倒链拉结到扁担梁上;
    第四步、微调钢骨钢梁的位置,使得所述钢骨钢梁一端与劲性钢柱焊接连接完成后,再将所述钢骨钢梁另一端焊接接长,与另一侧劲性钢柱焊接连接,使得钢骨钢梁与劲性钢柱形成整体结构。
  5. 根据权利要求3所述的方法,其特征在于,所述短钢柱的最小长度为钢骨钢梁的混凝土保护层厚度、转换梁底模的厚度以及模板支架平台厚度之和,所述短钢柱上端与钢骨钢梁的下翼缘焊接连接,所述短钢柱下端穿过模板支架 平台留设的洞口,在模板支架平台下部通过转换件将模板支架平台拉住。
  6. 根据权利要求3所述的方法,其特征在于,所述步骤S2中,所述模板支架平台的宽度与转换梁的梁宽相同,在模板支架平台上有一排对拉螺栓孔,用于安装转换梁底模下部坎脚固定螺栓。
  7. 根据权利要求3所述的方法,其特征在于,所述步骤S3中,所述转换梁钢筋绑扎完成后,吊入转换梁侧模,并临时固定在模板支架平台上,再恢复活动梁,并在活动梁上悬挂倒链拉结,将所述转换梁侧模通过倒链微调到位,所述转换梁侧模通过对拉螺杆连接,下部的坎脚通过对拉螺杆搁置在模板支架平台上,至此,所述转换梁侧模安装完成。
  8. 根据权利要求7所述的方法,其特征在于,施工转换梁时,先把抽条模板取走,转换梁每边增加一块阴角三角模板,阴角三角模板用于连接钢大模和转换梁侧模;当墙体厚度小于转换梁宽度时,需要在阴角三角模板端部增加一块接宽模板,该接宽模板与所述钢大模通过螺栓连接。
  9. 根据权利要求3所述的方法,其特征在于,所述步骤S4包括:所述变形后的钢平台每爬升一层,采用模块化设计的封板来封闭拆除位置的空挡。
PCT/CN2022/118867 2022-06-13 2022-09-15 一种用于空中增加核心筒墙体的整体施工平台结构及方法 WO2023240812A1 (zh)

Applications Claiming Priority (2)

Application Number Priority Date Filing Date Title
CN202210678269.X 2022-06-13
CN202210678269.XA CN115233960B (zh) 2022-06-13 2022-06-13 一种用于空中增加核心筒墙体的整体施工平台结构及方法

Publications (1)

Publication Number Publication Date
WO2023240812A1 true WO2023240812A1 (zh) 2023-12-21

Family

ID=83668960

Family Applications (1)

Application Number Title Priority Date Filing Date
PCT/CN2022/118867 WO2023240812A1 (zh) 2022-06-13 2022-09-15 一种用于空中增加核心筒墙体的整体施工平台结构及方法

Country Status (2)

Country Link
CN (1) CN115233960B (zh)
WO (1) WO2023240812A1 (zh)

Families Citing this family (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN115306152B (zh) * 2022-10-12 2022-12-16 上海建工一建集团有限公司 一种大倾角斜墙收分顶升式钢平台施工装置及方法
CN115559554B (zh) * 2022-12-01 2023-03-24 北京市第三建筑工程有限公司 支顶结构过多时安装与既有梁碰撞的新增梁的施工方法

Citations (6)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN201292572Y (zh) * 2008-11-19 2009-08-19 江苏省江建集团有限公司 一种后浇带空中转换层
US20150190944A1 (en) * 2009-09-18 2015-07-09 Rotondo Weirich Enterprises, Inc. System and method for the rapid manufacturing of concrete modular housing units
CN109457930A (zh) * 2018-11-07 2019-03-12 上海建工建集团有限公司 用于不规则墙体施工的整体提升钢平台及其施工方法
CN110805259A (zh) * 2019-11-09 2020-02-18 上海建工集团股份有限公司 用于同步施工的整体钢平台模架装备及施工方法
CN113502924A (zh) * 2021-07-31 2021-10-15 中冶(上海)钢结构科技有限公司 一种高层封闭核心筒内钢梁施工的方法
CN113931313A (zh) * 2021-10-22 2022-01-14 中国土木工程集团有限公司 超高层核心筒水平结构施工方法

Patent Citations (6)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN201292572Y (zh) * 2008-11-19 2009-08-19 江苏省江建集团有限公司 一种后浇带空中转换层
US20150190944A1 (en) * 2009-09-18 2015-07-09 Rotondo Weirich Enterprises, Inc. System and method for the rapid manufacturing of concrete modular housing units
CN109457930A (zh) * 2018-11-07 2019-03-12 上海建工建集团有限公司 用于不规则墙体施工的整体提升钢平台及其施工方法
CN110805259A (zh) * 2019-11-09 2020-02-18 上海建工集团股份有限公司 用于同步施工的整体钢平台模架装备及施工方法
CN113502924A (zh) * 2021-07-31 2021-10-15 中冶(上海)钢结构科技有限公司 一种高层封闭核心筒内钢梁施工的方法
CN113931313A (zh) * 2021-10-22 2022-01-14 中国土木工程集团有限公司 超高层核心筒水平结构施工方法

Also Published As

Publication number Publication date
CN115233960B (zh) 2023-06-02
CN115233960A (zh) 2022-10-25

Similar Documents

Publication Publication Date Title
WO2023240812A1 (zh) 一种用于空中增加核心筒墙体的整体施工平台结构及方法
CN103635643B (zh) 高层钢结构建筑钢筋砼筒体的施工方法
CN106437130A (zh) 一种用于超高层建筑施工的内顶外爬式模架施工平台
CN200975103Y (zh) 液压中心顶升爬模装置
WO2023240813A1 (zh) 一种核心筒斜墙施工的钢平台变形施工结构及方法
CN211447708U (zh) 一种超高层建筑施工电梯进料平台悬挑支撑体系
CN108331336A (zh) 楼板同步施工的整体提升钢平台系统及其施工方法
CN101503908B (zh) 空间悬索结构式模板支撑平台的施工方法
CN109356382B (zh) 抽拉式变形缝支模体系及施工方法
CN107419893A (zh) 一种电梯井钢平台及其制作方法
CN111255217A (zh) 一种电梯井定型化操作平台及其作业方法
CN105696788A (zh) 提升电梯井道模系统
CN114134820A (zh) 一种工字组合梁现浇桥面板的模板支撑及施工方法
CN204781927U (zh) 电梯井支模及电梯井混凝土浇筑操作平台
CN218467052U (zh) 一种爬架辅助框架
CN203547125U (zh) 立柱式整体钢平台液压爬模
CN213174742U (zh) 一种顶撑钢立柱结构
CN212336673U (zh) 一种适用于具有翻边结构墙体的脚手架及脚手架组件
CN211473320U (zh) 一种用于连廊处的工具式外挂架
CN106522542A (zh) 一种单机位液压爬模系统及其爬升方法
CN205894662U (zh) 一种组合式三角钢桁架模板
CN111593874A (zh) 超高层住宅转换层超重外挑悬空构件支撑系统及施工方法
CN110965757A (zh) 一种适用于具有翻边结构墙体的脚手架及其施工方法
CN206800201U (zh) 单索面复合型前支点挂篮
CN216276830U (zh) 超高层核心筒降模施工装置

Legal Events

Date Code Title Description
121 Ep: the epo has been informed by wipo that ep was designated in this application

Ref document number: 22946485

Country of ref document: EP

Kind code of ref document: A1