WO2020098278A1 - 整体钢平台模架超大承载力附墙***及施工方法 - Google Patents

整体钢平台模架超大承载力附墙***及施工方法 Download PDF

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Publication number
WO2020098278A1
WO2020098278A1 PCT/CN2019/092624 CN2019092624W WO2020098278A1 WO 2020098278 A1 WO2020098278 A1 WO 2020098278A1 CN 2019092624 W CN2019092624 W CN 2019092624W WO 2020098278 A1 WO2020098278 A1 WO 2020098278A1
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WO
WIPO (PCT)
Prior art keywords
wall
formwork
attached
core tube
platform
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PCT/CN2019/092624
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English (en)
French (fr)
Inventor
龚剑
朱毅敏
黄玉林
王小安
陈东
王庆春
扶新立
Original Assignee
上海建工集团股份有限公司
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Application filed by 上海建工集团股份有限公司 filed Critical 上海建工集团股份有限公司
Publication of WO2020098278A1 publication Critical patent/WO2020098278A1/zh

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    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04G—SCAFFOLDING; FORMS; SHUTTERING; BUILDING IMPLEMENTS OR AIDS, OR THEIR USE; HANDLING BUILDING MATERIALS ON THE SITE; REPAIRING, BREAKING-UP OR OTHER WORK ON EXISTING BUILDINGS
    • E04G11/00—Forms, shutterings, or falsework for making walls, floors, ceilings, or roofs
    • E04G11/06—Forms, shutterings, or falsework for making walls, floors, ceilings, or roofs for walls, e.g. curved end panels for wall shutterings; filler elements for wall shutterings; shutterings for vertical ducts
    • E04G11/20—Movable forms; Movable forms for moulding cylindrical, conical or hyperbolical structures; Templates serving as forms for positioning blocks or the like
    • E04G11/28—Climbing forms, i.e. forms which are not in contact with the poured concrete during lifting from layer to layer and which are anchored in the hardened concrete
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04G—SCAFFOLDING; FORMS; SHUTTERING; BUILDING IMPLEMENTS OR AIDS, OR THEIR USE; HANDLING BUILDING MATERIALS ON THE SITE; REPAIRING, BREAKING-UP OR OTHER WORK ON EXISTING BUILDINGS
    • E04G17/00—Connecting or other auxiliary members for forms, falsework structures, or shutterings
    • E04G17/16—Members, e.g. consoles, for attachment to the wall to support girders, beams, or the like carrying forms or moulds for floors, lintels, or transoms

Definitions

  • the invention relates to an integral steel platform formwork super-large bearing capacity wall-attaching system and a construction method, which belong to the technical field of construction.
  • the monolithic steel platform formwork is the main equipment for the construction of high-rise and super-high-rise core tube shear wall concrete structures.
  • the Chinese patent CN102661039B discloses a cantilever support type power built-in integral jacking steel platform formwork system.
  • the telescopic corbels are supported in the reserved holes of the concrete shear wall, so that the formwork equipment can be used for shelving and climbing.
  • the width of the reserved opening is generally controlled within 150mm, which results in a smaller supporting area of the telescopic corbel and affects the bearing capacity of the steel platform formwork.
  • the invention provides an integral steel platform formwork super-bearing capacity wall-attaching system and a construction method, which are used to solve the problem in the prior art that the platform tube rack is directly supported on the wall of the core tube, and the bearing capacity of the platform mold frame is limited. problem.
  • the present invention includes the following technical solutions:
  • the wall-attaching system includes a plurality of wall-attaching units.
  • the wall-attaching unit includes a wall-attaching steel plate.
  • a corbel placing device is provided on one side of the wall-attaching steel plate. One side is provided with a shear key, the corbel rest device is used to support the platform formwork, the shear key is attached to the wall of the core tube and transmits the force on the wall-attached steel plate to all Describe the wall of the core tube;
  • the wall-attached steel plates of the wall-attached units adjacent to each other are spliced and fixed to form an overall bearing mechanism.
  • a side connecting plate is provided around the wall-attached steel plate, a connecting hole is provided on the side connecting plate, and adjacent wall-attaching units are bolted through the connecting hole.
  • the steel plate attached to the wall is provided with a bolt hole, and is fixed on the wall of the core tube by a fixing member passing through the bolt hole;
  • the fixing member is a pre-embedded screw, and the pre-embedded screw enters the wall
  • the end is hook-shaped or claw-shaped or enlarged end.
  • the steel plate attached to the wall is provided with a bolt hole, and is fixed on the wall of the core tube by a fixing piece passing through the bolt hole; the fixing piece is a pull bolt, and the other end of the pull bolt is provided with Anchoring steel plate.
  • the wall attachment units are spliced with each other to form a first formwork
  • the anchor steel plates are spliced with each other to form a second formwork.
  • the first formwork and the second formwork are arranged oppositely and serve as a formwork system for the concrete pouring of the core wall.
  • a mold release device is provided on the wall-attachment unit of the first formwork, and the mold release device includes:
  • the support assembly includes a foot support panel and a foot support sleeve provided on the back of the foot support panel, and a connection sleeve sleeved outside the foot support sleeve and fixedly connected to the lateral purlin, the support Bolt holes are correspondingly provided on the foot sleeve and the connection sleeve and fixed by the connection bolt; the wall-attached steel plate of the wall-attached unit is provided with a reserved hole, and the foot support panel matches the reserved hole; The front surface of the foot support panel is flush with the inner surface of the steel plate attached to the wall;
  • the mold-removing assembly includes a fixing frame, a mold-removing sleeve, a shaft, and a shaft handle;
  • the ejection sleeve is threadedly connected to the shaft, one end of the shaft is fixedly connected to the shaft shank, and the other end extends into the foot bushing.
  • the present invention also provides a construction method for the super-bearing capacity of the integral steel platform formwork wall attachment system, including:
  • Fixing parts are pre-buried on the core tube wall, and reserved holes are set, and the fixing parts and the reserved holes are respectively matched with the bolt holes and shear keys of the wall-attached unit;
  • step S6 Repeat step S3 to step S5 until the core wall construction is completed.
  • the present invention also provides another construction method for the super-bearing capacity of the integral steel platform formwork attached wall system, which is characterized by including:
  • T1 After the steel bar binding of the first layer of the core tube is completed, install the wall-attaching unit and the anchoring steel plate, and fix it with the pull bolt.
  • the shearing key of the wall-attaching unit is opposite to the anchoring steel plate.
  • Several wall-attaching units are spliced together.
  • the first formwork and a number of anchoring steel plates are spliced together to form a second formwork; the first formwork and the second formwork are respectively spliced and fixed with the ordinary formwork to form the formwork system of the first wall of the core tube;
  • T2 pouring concrete to form the first wall of the core tube, after the concrete reaches the strength of demolding, remove the ordinary formwork;
  • T3 After the concrete reaches the bearing strength, install a steel platform system so that the supporting corbels and climbing corbels under the platform formwork are supported on the corbel placing device of the wall-attached unit on the first wall of the core tube;
  • T4 Repeat steps T1 and T2 to complete the formwork system installation, concrete pouring, and demolition of the common formwork of the second wall of the core tube;
  • T5 After the concrete of the second wall of the core tube reaches the bearing strength, use the hydraulic climbing system of the platform formwork to make the steel platform climb one level, so that the supporting corbel and the climbing corbel are respectively supported on the second wall of the core tube The corbel rest device on the first template on the top;
  • T6 Remove the first formwork and second formwork of the first layer wall of the core tube, and install it on the third layer wall of the core tube;
  • step T7 Repeat step T4 to step T6 until all core wall construction is completed.
  • step T5 the hydraulic climbing system of the platform formwork is used to climb the steel platform up one level, so that the supporting corbel and the climbing corbel are respectively supported on the first formwork on the first formwork on the second wall of the core tube.
  • T5-1 retracting the climbing corbel to separate the climbing corbel from the corbel placing device, and using the hydraulic climbing system to support the climbing corbel on the corbel placing device on the first template on the second wall of the core tube;
  • T5-2 Contract and support the corbel to separate the supporting corbel from the corbel holding device, and use the hydraulic climbing system to support the corbel on the corbel holding device on the first formwork on the second wall of the core tube.
  • step T6 the first formwork of the first-layer wall of the core tube is removed, specifically including the following steps:
  • T6-1 Release the connection between the adjacent wall-attachment unit and the connection between the wall-attachment unit and the anchor steel plate, release the connection bolt between the foot sleeve and the connection sleeve, so that the foot support panel and the wall-attached steel plate Are in a state of separation;
  • T6-2 Rotate the rotating handle to make the foot panel press against the wall of the core tube. Continue to rotate the rotating handle so that the shaft presses against the foot panel and push the steel plate attached to the wall away from the wall.
  • the present invention has the following advantages and positive effects due to the adoption of the above technical solutions: the wall-attaching system is formed by splicing a plurality of wall-attaching units to form an integral bearing mechanism, and the corbel rest device The force on the scatter key is distributed to multiple shear keys, thereby reducing the stress of each shear key and avoiding stress concentration, and under the joint support of multiple shear keys, the carrying capacity of the corbel rest device is doubled. , which greatly improves the carrying capacity and safety of the platform formwork.
  • the wall attachment system can also be combined with the core tube wall formwork system, which simplifies the installation process and installation difficulty of the wall attachment device and greatly improves the construction efficiency.
  • the construction method has the advantages of reasonable procedure, easy operation, safety and reliability.
  • FIG. 1 is a positional relationship diagram of a wall attachment system, a steel platform formwork, and a core tube according to an embodiment of the invention
  • FIG. 2 is a plan view of a wall-attached unit in an embodiment of the invention.
  • FIG. 3 is a connection diagram of a wall-attached unit and a core tube according to an embodiment of the invention
  • FIG. 4 is a schematic diagram of a wall-attached unit provided with a shearing key having a strip structure according to an embodiment of the present invention
  • FIG. 5 is another connection diagram of a wall attachment unit and a core tube according to an embodiment of the invention.
  • FIG. 6 is a schematic diagram of a connection between a first template and a second template provided by an embodiment of the present invention and a common template;
  • FIG. 7 is a schematic structural diagram of a mold release device and a wall-attaching unit according to another embodiment of the present invention.
  • the present invention provides a system for providing a super-bearing capacity of an integral steel platform 10 with a super-high bearing capacity.
  • FIG. 1 shows only one grid of the core barrel.
  • the steel platform 10 is disposed on the platform mold frame 11.
  • the platform mold frame 11 is located in the grid of the core barrel 30.
  • the platform mold frame 11 passes through the support steel
  • the beam 12 and the climbing steel beam 13 are fixed on the core tube 30.
  • two ends of telescopic corbels are provided, which are called supporting corbel and climbing corbel respectively.
  • the detailed structure of the frame will not be introduced too much in the present invention.
  • the wall-attaching system of the present invention is installed on the wall of the core barrel 30 and is used to fix and support the corbel and climbing corbel. Physically, thereby expanding the bearing capacity of the steel platform 10 and effectively avoiding stress concentration.
  • the integral steel platform formwork super-high-capacity wall-attaching system includes a number of wall-attaching units 20.
  • the wall-attaching unit 20 includes a wall-attaching steel plate 21, which is provided on one side
  • the bracing device 27 is provided with a shearing key 26 on the other side.
  • the bracing device 27 is used to support the platform mold frame 11 and is specifically used to support and support the corbel and the climbing corbel.
  • the shearing key 26 is attached On the wall of the core tube 30 and transfer the force on the wall steel plate 21 to the wall of the core tube 30; the adjacent wall-attachment units 20 are spliced and fixed to form a whole Bearing organization.
  • the integral steel platform 10 mold frame super-large bearing capacity wall-attaching system provided by the present invention is formed by splicing a plurality of wall-attaching units 20 to form an integral bearing mechanism to distribute the force on the corbel rest device 27 to a plurality of shear keys 26 , So as to reduce the acting stress of each shear key 26 and avoid stress concentration, and under the joint support of multiple shear keys 26, the load-bearing capacity of the wall attachment system is doubled, which greatly improves the platform formwork 11 Carrying capacity and security.
  • a side connecting plate 22 is provided around the wall-attached steel plate 21, and a connecting hole 24 is provided on the side connecting plate 22, and the adjacent wall-attaching unit 20 passes through the connecting hole 24 Bolted.
  • the multiple wall-attaching units 20 are firmly connected by bolts to form an integral bearing mechanism.
  • the force of the platform formwork 11 is transmitted to the wall-attaching unit 20 through the corbel rest device 27, and then passes through the shear key 26 of the entire wall-attaching system Withstand this force.
  • the wall-attached steel plate 21 is provided with bolt holes 25, and is fixed to the wall of the core barrel 30 by a fixing member 28 passing through the bolt holes 25.
  • the fixing member 28 may be a pre-embedded screw, and the wall-entrending end of the pre-embedded screw has a hook or claw shape or an enlarged end to increase the bearing capacity of the fixing member 28.
  • the fixing member 28 can play a role of fixing the wall-attaching unit 20, and at the same time can bear the shearing force transmitted by the wall-attaching steel plate 21 together with the shear-resistant key 26.
  • each of the wall attachment units 20 includes two or more shear keys 26.
  • the shear key 26 may be a metal block welded to the steel plate 21 attached to the wall.
  • the core tube 30 is provided with a reserved hole corresponding to the shape of the shear key 26 when the wall unit 20 is attached to the core tube 30 When on the wall, the shear key 26 is supported in the reserved hole.
  • the cross section of the shear key 26 is a right-angled trapezoid.
  • the right-angled side of the right-angled trapezoid is set horizontally. The hypotenuse is located above the right-angled side.
  • the shear key 26 is a horizontally arranged strip structure, that is, increase the width of the shear key 26 in the horizontal direction, and further increase the wall of the shear key 26 and the core tube 30 The contact area of the body, thereby avoiding stress concentration and improving the bearing capacity.
  • FIG. 5 shows another fixed form of the wall attachment unit 20.
  • the wall-attached steel plate 21 is provided with bolt holes, and is fixed to the wall of the core barrel 30 by a fixing member 28 passing through the bolt holes.
  • the fixing member is a pull bolt
  • the other end of the pull bolt is provided with an anchor steel plate 40.
  • the wall-attached steel plate 21 is provided with a purlin 23 on one side where the corbel rest device 27 is provided, and the ends of the pull bolts are fixed to the purlin 23 by chevron fasteners and nuts.
  • the purlin 23 includes a lateral purlin and a longitudinal purlin.
  • a more preferred embodiment is that, as shown in FIG. 5, the wall attachment units 20 are spliced with each other to form a first formwork, and the anchor steel plates 40 are spliced with each other to form a second formwork.
  • the anchor steel plate 40 is provided with bolt holes, surrounding side connection plates are provided, and the side connection plates are provided with connection holes, and adjacent anchor steel plates 40 are fixedly connected by bolts passing through the connection holes.
  • the size of the anchor steel plate 40 is the same as that of the wall-attached steel plate 21.
  • the bolt holes of the anchor steel plate 40 correspond to the positions of the bolt holes 25 of the wall-attached steel plate 21, and are fixed by pulling bolts.
  • the difference between the anchor steel plate 40 and the wall-attached steel plate 21 is that the anchor steel plate 40 may not be provided with a shear key and a bracing device.
  • This embodiment has the following advantages.
  • the core tube 30 template and the wall attachment device are combined into one, which simplifies the installation process and installation difficulty of the wall attachment device, and greatly improves the construction efficiency.
  • the first formwork formed by the wall attachment unit 20 and the second formwork formed by the anchoring steel plate 40 can be used in conjunction with the ordinary formwork 50 and set at positions corresponding to the supporting corbels and climbing corbels For the first template and the second template, it is sufficient to set the ordinary template 50 in other positions.
  • the difference between the second formwork and the first formwork 10 is that the second formwork is provided on the outer side of the wall of the core tube 30, and the shear key 26 and the corbel rest device 27 may not be provided.
  • the core tube is a multi-grid structure, for the wall shared by adjacent palaces, the first formwork and the second formwork on both sides of the wall need to play a bearing role.
  • the second formwork and the first formwork has the same structure, and also includes the shear key 26 and the corbel rest device 27, that is, the structure of the anchor steel plate 40 is the same as the structure of the wall-attached unit.
  • the cross section of the shear key 26 is a right angle Trapezoid
  • the right-angled side of the right-angled trapezoid is set horizontally
  • the hypotenuse is located above the right-angled side
  • the two bottom sides are set vertically
  • the longer right-angled side is welded and fixed to the lateral purlin. More preferably, the chamfered edge of the right-angle trapezoid and the shorter right-angled edge are rounded.
  • a mold release device is provided on the wall-attached unit 20, and the mold release device includes:
  • the support assembly 61 includes a foot support panel 611, a foot support sleeve 612 provided on the back of the foot support panel 611, and a connection sleeve 613 sleeved outside the foot support sleeve 612 and fixedly connected to the lateral purlin ,
  • the foot sleeve 612 and the connection sleeve 613 are correspondingly provided with bolt holes and fixed by the connection bolt 614;
  • the wall-attached steel plate 21 of the wall attachment unit 20 is provided with a reserved hole, and the foot support panel 611 Match with the reserved hole;
  • the front surface of the foot support panel 611 is flush with the inner surface of the attached steel plate 21 (the side of the core tube wall);
  • the mold-removing assembly 62 includes a fixing frame 621, a mold-removing sleeve 622, a shaft 623, and a shaft 624; the fixing frame 621 is fixedly disposed on the back of the wall-attached unit 20, and the mold-removing sleeve 622 is The fixing frame 621 is fixedly connected, the ejection sleeve 622 is screwed to the shaft 623, one end of the shaft 623 is fixedly connected to the shaft 624, and the other end extends into the foot sleeve 612 .
  • the fixing bracket 621 may be a pair of channel steels arranged at intervals, and the ejection sleeve 622 is fixedly connected to the channel steel through a connecting plate.
  • the fixing bracket may also be a longitudinal purlin or a lateral purlin, which is not limited here .
  • the working principle of the mold release device is as follows: (1) When the concrete of the core tube 30 wall is poured, the supporting sleeve 612 and the connecting sleeve 613 are fixedly connected with the connecting bolt 614, and the supporting plate 611 blocks the steel plate attached to the wall The reserved hole on 21 forms a complete formwork structure with the attached steel plate 21, which is used for pouring concrete, and the mold release assembly 62 does not participate in the work; (2) When the attached wall unit 20 is removed, remove the connecting bolt 614 to make the brace The foot sleeve 612 is separated from the connection sleeve 613, the foot support panel 611 and the wall-attached steel plate 21 are also independent of each other, the shaft 623 is screwed to the mold release sleeve 622, and the shaft 624 is rotated to make the shaft 623 bear on the foot support panel 611 The front of the foot support panel 611 abuts against the wall of the core tube 30, and the ejection sleeve 622 is subjecte
  • the other end of the shaft handle 624 is provided with a rotation handle 625, which is more convenient for rotating the shaft 623.
  • the shaft handle 624 is provided with a waist hole 626 for inserting a crowbar. When the mold release resistance is greater, a crowbar can be inserted into the waist hole 626, and the shaft 623 can be rotated by the crowbar.
  • the present invention provides a construction method of a super-bearing capacity attached wall system of an integral steel platform formwork, which will be further described below with reference to FIGS. 1-7.
  • the construction method includes:
  • a fixing member 28 is pre-buried on the wall of the core tube 30, and a reserved hole is provided.
  • the fixing member 28 and the reserved hole are matched with the bolt hole 25 and the shear key 26 of the wall-attached unit 20, respectively.
  • the fixing member 28 may be a pre-embedded screw, and the end of the pre-embedded screw is hook-shaped or claw-shaped or the end is enlarged to increase the bearing capacity of the fixing frame.
  • the position and size of the reserved hole match the shear key 26, and the position and size of the fixing member 28 match the position and size of the shear key 26.
  • the shear keys 26 of the plurality of wall-attaching units 20 are sequentially inserted into the reserved holes on the wall of the core tube 30, so that the fixing member 28 passes through the bolt holes 25 of the wall-attaching unit 20 and fixes the wall-attaching unit 20
  • the upper and lower adjacent wall-attaching units 20 are spliced and fixed to form an integral bearing mechanism.
  • the wall attachment unit 20 is provided with a side connection plate 22, and the side connection plate 22 is provided with a connection hole 24, and the side connection plates 22 of the adjacent wall attachment unit 20 are spliced and fixed by bolts to form a whole wall attachment system Forced structure.
  • S3 Install the platform mold frame 11 and place the climbing corbels and supporting corbels at the bottom of the platform mold frame 11 on the corresponding corbel placing devices 27 respectively.
  • a supporting steel beam 12 and a climbing steel beam 13 are provided below the platform mold frame 11.
  • the supporting steel beam 12 and the climbing steel beam 13 are supported on the corbel placing device 27 by supporting corbels and climbing corbels, respectively, from the platform mold
  • the force of the rack 11 is transmitted to all the wall-attached steel plates 21 through the bracing device 27, and is supported on the wall of the core tube 30 by the shear keys 26 on all the wall-attached steel plates 21, so that the wall-attached system has Large carrying capacity.
  • the steel platform 10 is used for the wall construction of the core tube 30.
  • the hydraulic form climbing system of the platform formwork 11 is used to make the steel platform 10 climb one layer to support the corbel and climbing corbel Respectively supported on the corbel rest device 27 of the upper wall-attached unit 20;
  • step S6 Repeat step S3 to step S5 until the core wall construction is completed.
  • the wall-attaching system includes at least two sets of wall-attaching units 20, and the height of each group of wall-attaching units 20 is equal to the climbing height of the platform formwork 11, when the concrete of the core barrel 30 above the wall-attaching system reaches After the design strength, the first group of wall-attached units 20 located below are removed and installed above the second group of wall-attached units 20 for the platform formwork 11 to climb.
  • the invention provides a construction method of a super-bearing wall-attaching system of an integral steel platform formwork frame.
  • the construction method in this embodiment uses the wall-attaching system as a formwork of the core cylinder 30 wall and The wall attaching device of the platform formwork 11, and the construction method in the third embodiment is that the wall attaching system installed on the wall of the core tube 30 that has been completed is only used as the wall attaching device of the platform formwork 11.
  • the construction method includes:
  • T1 After the reinforcement of the first wall of the core tube 30 is bound, install the wall-attaching unit 20 and the anchor steel plate 40, and fix them with pull bolts.
  • the shear key 26 of the wall-attaching unit 20 is opposite to the anchor steel plate 40.
  • the wall-attachment unit 20 is spliced together to form a first formwork, and several anchor steel plates 40 are spliced together to form a second formwork; the first formwork and the second formwork are respectively spliced and fixed with the ordinary formwork 50 to form the formwork system of the first wall of the core tube 30;
  • T2 pouring concrete to form the first wall of the core tube 30, and after the concrete reaches the strength of demolding, the common formwork 50 is removed;
  • the supporting steel beam 12 of the platform formwork 11 and the supporting corbel and climbing corbel of the climbing steel beam 13 are respectively supported on the corbel placing device 27, and the force from the platform formwork 11 is transmitted to all through the corbel placing device 27
  • the wall-attached steel plate 21 is supported on the wall of the core tube 30 by the shear keys 26 on all the wall-attached steel plates 21, so that the wall-attached system has a greater bearing capacity;
  • T4 Repeat steps T1 and T2 to complete the formwork system installation, concrete pouring, and common formwork removal construction of the second wall of the core tube 30;
  • T6 The first formwork and the second formwork of the first layer wall of the core tube 30 are removed and installed on the third layer wall of the core tube;
  • step T7 Repeat step T4 to step T6 until all the core 30 wall construction is completed.
  • step T5 a hydraulic climbing system is used to climb the steel platform one level, and a hydraulic climbing system of the platform formwork 11 is used to climb the steel platform 10 to the first level, so that the supporting corbel and the climbing corbel are respectively supported by the core barrel 30 second
  • the corbel rest device 27 on the first formwork on the multi-layer wall specifically includes the following steps:
  • T5-1 retract the climbing leg to separate the climbing leg from the leg rest device 27, and use the hydraulic climbing system to support the rising leg on the first formwork on the second wall of the core tube 30 27 on
  • T5-2 Shrink the supporting corbels to separate the supporting corbels from the corbel holding device 27, and use the hydraulic climbing system to support the corbels on the first template on the second wall of the core tube 30 27 on.
  • step T6 the first formwork of the first-layer wall of the core tube 30 is removed, specifically including the following steps:
  • T6-1 release the connection between the adjacent wall attachment unit 20 and the connection between the wall attachment unit 20 and the anchor steel plate 40, release the connection bolt 614 between the support sleeve 612 and the connection sleeve 613, and make the support feet
  • the panel 611 is separated from the attached steel plate 21;
  • T6-2 Turn the rotating handle 625 to make the foot support panel 611 press the wall of the core tube 30, and continue to rotate the rotating handle 625 to make the shaft 623 press the foot support panel 611 to move the wall-attached steel plate 21 away from the wall Eject.
  • a waist hole 626 is provided on the shaft handle 624, a spudger can also be inserted into the waist hole, and the shaft 623 can be rotated by the spudger.

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Abstract

一种整体钢平台模架超大承载力附墙***及施工方法，该附墙***包括若干附墙单元(20)，附墙单元(20)包括附墙钢板(21)，附墙钢板(21)两侧分别设置抗剪键(26)和牛腿搁置装置(27)，牛腿搁置装置(27)支撑平台模架(11)，抗剪键(26)附着于核心筒(30)的墙体上，相邻附墙单元(20)之间拼接固定并形成整体承力机构，附墙单元(20)上设置退模装置；整体钢平台模架超大承载力附墙***的施工方法包括：T1：在核心筒(30)第一层墙体钢筋绑扎完成后，安装附墙单元(20)、锚固钢板(40)和普通模板(50)拼接组成模板***；T2：浇筑混凝土，并适时拆除普通模板(50)；T3：安装钢平台***；T4：重复步骤T1、步骤T2完成核心筒(30)第二层墙体的施工；T5：利用平台模架(11)的液压爬升***使钢平台(10)爬升一层；T6：拆除核心筒(30)第一层墙体的模板，并安装至核心筒第三层墙体上；T7：重复步骤T4至步骤T6，完成全部核心筒(30)墙体施工。该整体钢平台模架超大承载力附墙***及施工方法能够将平台模架(11)的作用力分散至多个附墙单元(20)的抗剪键(26)上，提高了平台模架(11)的承载能力和安全性。

Description

整体钢平台模架超大承载力附墙***及施工方法 技术领域
本发明涉及一种整体钢平台模架超大承载力附墙***及施工方法，属于建筑施工技术领域。
背景技术
整体钢平台模架是高层及超高层核心筒剪力墙混凝土结构施工的主要装备，如中国专利CN102661039B公开的一种筒架支撑式动力内置整体顶升钢平台模架体系，其筒架支撑可通过伸缩牛腿支撑于混凝土剪力墙预留孔洞内，实现模架装备搁置使用和爬升需要。为了避让剪力墙结构竖向钢筋以及减少对结构的损伤，预留洞口宽度一般控制在150mm以内，导致伸缩牛腿可支撑面积较小，影响钢平台模架的承载力。同时在整体钢平台模架搁置和爬升时，核心筒混凝土剪力墙上只有一组同一水平面上的预留洞口对整体钢平台模架进行支撑，所以整体钢平台模架的荷载能力非常有限。
发明内容
本发明提供了一种整体钢平台模架超大承载力附墙***及施工方法，用于解决现有技术中将平台筒架直接支撑于核心筒的墙体上，平台模架的承载能力有限的问题。
为解决以上技术问题，本发明包括如下技术方案：
一种整体钢平台模架超大承载力附墙***，所述附墙***包括若干附墙单元，所述附墙单元包括附墙钢板，所述附墙钢板一侧设置有牛腿搁置装置，另一侧设置有抗剪键，所述牛腿搁置装置用于支撑平台模架，所述抗剪键附着于所述核心筒的墙体上并将所述附墙钢板上的作用力传递至所述核心筒的墙体 上；
上下相邻的所述附墙单元的所述附墙钢板之间拼接固定，形成整体承力机构。
进一步，所述附墙钢板四周设置有侧部连接板，所述侧部连接板上设置有连接孔，相邻的附墙单元通过所述连接孔螺栓连接。
进一步，所述附墙钢板上设置有螺栓孔，并通过穿过所述螺栓孔的固定件固定在核心筒的墙体上；所述固定件为预埋螺杆，所述预埋螺杆的入墙端呈钩状或爪状或扩大端头。
进一步，所述附墙钢板上设置有螺栓孔，并通过穿过所述螺栓孔的固定件固定在核心筒的墙体上；所述固定件为对拉螺栓，对拉螺栓的另一端设置有锚固钢板。
进一步，所述附墙单元相互拼接形成第一模板，所述锚固钢板相互拼接形成第二模板，所述第一模板与第二模板相对设置并作为核心筒墙体混凝土浇筑时的模板***。
进一步，所述第一模板的附墙单元上设置有退模装置，所述退模装置包括：
支撑组件，包括撑脚面板和设置于所述撑脚面板背部的撑脚套管，以及套设在所述撑脚套管外且与所述横向围檩固定连接的连接套筒，所述撑脚套管与连接套筒上对应设置有螺栓孔并通过连接螺栓固定；所述附墙单元的附墙钢板上设置有预留孔，所述撑脚面板与所述预留孔相匹配；所述撑脚面板的正面与所述附墙钢板的内表面平齐；
退模组件，包括固定架、退模套筒、轴杆以及轴柄；所述固定架固定设置于所述附墙单元的背面，所述退模套筒与所述固定架固定连接，所述退模套筒与所述轴杆螺纹连接，所述轴杆的一端与所述轴柄固定连接，另一端伸入所述撑脚套管中。
相应地，本发明还提供了一种整体钢平台模架超大承载力附墙***的施工方法，包括：
S1.在核心筒墙体上预埋固定件，并设置预留孔，固定件、预留孔分别与 附墙单元的螺栓孔、抗剪键相匹配；
S2.依次将多个附墙单元的抗剪键分别嵌入核心筒墙体上的预留孔中，使固定件穿过附墙单元的螺栓孔并将附墙单元固定在核心筒的墙体上；将上下相邻的附墙单元拼接固定，形成一整体承力机构；
S3.安装平台模架，并将平台模架底部的爬升牛腿和支撑牛腿分别搁置在相应的牛腿搁置装置上；
S4.完成核心筒第一层墙体施工后，利用平台模架的液压爬升***使钢平台爬升一层，使支撑牛腿和爬升牛腿分别支撑于上一层的附墙单元的牛腿搁置装置上；
S5：拆除下一层的附墙单元并安装至上方的核心筒墙体上；
S6：重复步骤S3至步骤S5，直至完成核心筒墙体施工。
相应地，本发明还提供了另一种整体钢平台模架超大承载力附墙***的施工方法，其特征在于，包括：
T1：核心筒第一层墙体的钢筋绑扎完成后，安装附墙单元和锚固钢板，并通过对拉螺栓固定，附墙单元的抗剪键与锚固钢板相对设置，若干附墙单元相互拼接组成第一模板，若干锚固钢板相互拼接组成第二模板；第一模板、第二模板分别与普通模板拼接固定，组成核心筒第一层墙体的模板***；
T2：浇筑混凝土形成核心筒的第一层墙体，待混凝土达到拆模强度后，拆除普通模板；
T3：待混凝土达到承载强度后，安装钢平台***，使平台模架下方的支撑牛腿和爬升牛腿分别支撑于核心筒第一层墙体上的附墙单元的牛腿搁置装置上；
T4：重复步骤T1、步骤T2，完成核心筒第二层墙体的模板***安装、混凝土浇筑、普通模板拆除施工；
T5：待核心筒第二层墙体的混凝土达到承载强度后，利用平台模架的液压爬升***使钢平台爬升一层，使支撑牛腿和爬升牛腿分别支撑于核心筒第二层墙体上的第一模板上的牛腿搁置装置上；
T6：拆除核心筒第一层墙体的第一模板、第二模板，并安装至核心筒第三层墙体上；
T7：重复步骤T4至步骤T6，直至完成全部核心筒墙体施工。
进一步，步骤T5中，利用平台模架的液压爬升***使钢平台爬升一层，使支撑牛腿和爬升牛腿分别支撑于核心筒第二层墙体上的第一模板上的牛腿搁置装置上，具体包括如下步骤：
T5-1：收缩爬升牛腿，使爬升牛腿与牛腿搁置装置分离，利用液压爬升***将爬升牛腿支撑于核心筒第二层墙体上的第一模板上的牛腿搁置装置上；
T5-2：收缩支撑牛腿，使支撑牛腿与牛腿搁置装置分离，利用液压爬升***将支撑牛腿支撑于核心筒第二层墙体上的第一模板上的牛腿搁置装置上。
进一步，第一模板的附墙单元设置有退模装置时，步骤T6中，拆除核心筒第一层墙体的第一模板，具体包括如下步骤：
T6-1：解除相邻附墙单元之间的连接以及附墙单元与锚固钢板之间的连接，解除撑脚套管与连接套筒之间的连接螺栓，使撑脚面板与附墙钢板之间处于分离状态；
T6-2：转动旋转手柄，使撑脚面板顶紧核心筒的墙体，继续转动旋转手柄，使轴杆顶紧撑脚面板，将附墙钢板向远离墙体方向顶出。
本发明由于采用以上技术方案，使之与现有技术相比，具有以下的优点和积极效果：所述附墙***，通过多个附墙单元拼接形成整体的承力机构，将牛腿搁置装置上的作用力分散至多个抗剪键上，从而降低每个抗剪键的作用应力，避免应力集中，而且在多个抗剪键的共同支撑下，使牛腿搁置装置的承载能力成倍增加，极大地提高了平台模架的承载能力和安全性。另外，附墙***还可以与核心筒墙体的模板***合二为一，简化了附墙装置的安装流程和安装难度，极大地提高了施工效率。所述施工方法，具有工序合理、易于操作、安全可靠的优点。
附图说明
图1为本发明一实施例中的附墙***与钢平台模架、核心筒的位置关系图；
图2为本发明一实施例中的附墙单元的平面图；
图3为本发明一实施例提供的附墙单元与核心筒的一种连接关系图；
图4为本发明一实施例提供的附墙单元设置有条带状结构的抗剪键的示意图；
图5为本发明一实施例提供的附墙单元与核心筒的另一种连接关系图；
图6为本发明一实施例提供的第一模板、第二模板分别与普通模板连接示意图；
图7为本发明另一实施例提供的退模装置与附墙单元的结构示意图。
图中标号如下：
10-钢平台；11-平台模架；12-支撑钢梁；13-爬升钢梁；20-附墙单元；21-附墙钢板；22-侧部连接板；23-围檩；24-连接孔；25-螺栓孔；26-抗剪键；27-牛腿搁置装置；28-固定件；30-核心筒；40-锚固钢板；50-普通模板；61-支撑组件；611-撑脚面板11；612-撑脚套管；613-连接套筒；614-连接螺栓；62-退模组件；621-固定架；622-退模套筒；623-轴杆；624-轴柄；625-旋转手柄；626-腰型孔。
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整体钢平台模架超大承载力附墙***及施工方法作进一步详细说明。结合下面说明，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。
实施例一
下面将结合图1至图4，对本发明提供一种整体钢平台10模架超大承载力附墙***作进一步介绍。
为了便于说明，图1中仅显示了核心筒的一个宫格，钢平台10设置于平 台模架11上，平台模架11位于核心筒30的宫格内，平台模架11的下方通过支撑钢梁12、爬升钢梁13固定在核心筒30上，对于支撑钢梁12、爬升钢梁13两端设置有伸缩牛腿，分别称之为支撑牛腿和爬升牛腿，对钢平台及平台模架的细部结构，本发明不做过多介绍。本发明的附墙***设置于核心筒30的墙体上，用于固定支撑牛腿和爬升牛腿，其目的是，将支撑牛腿和爬升牛腿的作用力分散传递至核心筒30的墙体上，从而扩大钢平台10的承载力并有效避免应力集中。
结合图1和图2所示，整体钢平台模架超大承载力附墙***，包括若干附墙单元20，所述附墙单元20包括附墙钢板21，所述附墙钢板21一侧设置有牛腿搁置装置27，另一侧设置有抗剪键26，所述牛腿搁置装置27用于支撑平台模架11，具体用于搁置支撑牛腿和爬升牛腿，所述抗剪键26附着于所述核心筒30的墙体上并将所述附墙钢板21上的作用力传递至所述核心筒30的墙体上；相邻的所述附墙单元20之间拼接固定并形成整体承力机构。
本发明提供的整体钢平台10模架超大承载力附墙***，通过多个附墙单元20拼接形成整体的承力机构，将牛腿搁置装置27上的作用力分散至多个抗剪键26上，从而降低每个抗剪键26的作用应力，避免应力集中，而且在多个抗剪键26的共同支撑下，使附墙***的承载能力成倍增加，极大地提高了平台模架11的承载能力和安全性。
进一步，如图2所示，所述附墙钢板21四周设置有侧部连接板22，所述侧部连接板22上设置有连接孔24，相邻的附墙单元20通过所述连接孔24螺栓连接。多个附墙单元20通过螺栓牢牢连接为一整体承力机构，平台模架11的作用力通过牛腿搁置装置27传递至附墙单元20上，然后通过整个附墙***的抗剪键26承受该作用力。
进一步，如图2所示，所述附墙钢板21上设置有螺栓孔25，并通过穿过所述螺栓孔25的固定件28固定在核心筒30的墙体上。作为举例，如图3中所示，固定件28可以为预埋螺杆，所述预埋螺杆的入墙端呈钩状或爪状或扩大端头，以增加固定件28的承载力。固定件28可以起到固定附墙单元20的 作用，同时还可以同抗剪键26一起承受附墙钢板21传来的剪力。
为了进一步增加附墙***的承载能力，每个所述附墙单元20包括两个或两个以上的所述抗剪键26。作为举例，抗剪键26可以为焊接在附墙钢板21上的金属块，核心筒30墙体上设置有与抗剪键26形状相应的预留孔，当附墙单元20附着于核心筒30的墙体上时，抗剪键26支撑于预留孔中。为了便于拆模，抗剪键26的横断面为直角梯形，直角梯形的直角边水平设置，斜边位于直角边上方，两底边垂直设置且较长的直角边紧贴附墙钢板21。
进一步，如图4所示，优选为所述抗剪键26为水平设置的条带状结构，也就是增加抗剪键26在水平方向的宽度，进一步增大抗剪键26与核心筒30墙体的接触面积，从而避免应力集中，提高承载能力。
图5展示了附墙单元20的另一种固定形式。所述附墙钢板21上设置有螺栓孔，并通过穿过所述螺栓孔的固定件28固定在核心筒30的墙体上。其中，固定件为对拉螺栓，对拉螺栓的另一端设置有锚固钢板40。作为举例，附墙钢板21设置有牛腿搁置装置27的一侧设置有围檩23，对拉螺栓的端部通过山字形紧固件及螺母固定在围檩23上。作为举例，围檩23包括横向围檩和纵向围檩。
更优选的实施方式为，如图5所示，所述附墙单元20相互拼接形成第一模板，所述锚固钢板40相互拼接形成第二模板，所述第一模板与第二模板相对设置并作为核心筒30墙体混凝土浇筑时的模板***，并在核心筒30墙体达到设计强度后作为平台模架11的附墙装置。锚固钢板40上设置有螺栓孔，周围设置有侧部连接板，侧部连接板上设置有连接孔，相邻的锚固钢板40之间通过穿过连接孔的螺栓固定连接。锚固钢板40的尺寸和附墙钢板21相同，锚固钢板40的螺栓孔与附墙钢板21的螺栓孔25位置相对应，并通过对拉螺栓固定。锚固钢板40与附墙钢板21不同之处在于，锚固钢板40可以不设置抗剪键和牛腿搁置装置。本实施例具有如下优点，将核心筒30模板与附墙装置合二为一，简化了附墙装置的安装流程和安装难度，极大地提高了施工效率。
需要说明的是，如图6所示，附墙单元20形成的第一模板和锚固钢板40 形成的第二模板，可以与普通模板50配合使用，在支撑牛腿、爬升牛腿对应的位置设置第一模板和第二模板，而在其它位置设置普通模板50即可。
需要说明的是，第二模板与第一模板10的区别在于，第二模板设置于核心筒30墙体的外侧，可以不设置抗剪键26和牛腿搁置装置27。但是，在核心筒为多宫格结构时，对于相邻宫格共用的墙体，墙体两侧的第一模板和第二模板均需要起到承载作用，此时，第二模板与第一模板的结构相同，也包括抗剪键26和牛腿搁置装置27，也就是说锚固钢板40的结构与附墙单元的结构相同。
实施例二
由于抗剪键26嵌入核心筒内，在一定程度上增加了拆模的难度，为了降低拆模难度，更进一步，如图3和图5所示，所述抗剪键26的横断面为直角梯形，直角梯形的直角边水平设置，斜边位于直角边上方，两底边垂直设置且较长的直角边与所述横向围檩焊接固定。更优选为，直角梯形的斜边与较短的直角边之间呈圆弧状倒角。
因抗剪键26嵌入核心筒内导致拆模难度增加，若暴力拆模有可能损坏核心筒30的墙体及附墙单元20，影响核心筒混凝土质量，减少第一模板的周转次数。优选的实施方式为，如图7所示，所述附墙单元20上设置有退模装置，所述退模装置包括：
支撑组件61，包括撑脚面板611和设置于所述撑脚面板611背部的撑脚套管612，以及套设在所述撑脚套管612外且与横向围檩固定连接的连接套筒613，所述撑脚套管612与连接套筒613上对应设置有螺栓孔并通过连接螺栓614固定；所述附墙单元20的附墙钢板21上设置有预留孔，所述撑脚面板611与所述预留孔相匹配；所述撑脚面板611的正面与所述附墙钢板21的内表面(核心筒墙体的一面)平齐；
退模组件62，包括固定架621、退模套筒622、轴杆623以及轴柄624；所述固定架621固定设置于所述附墙单元20的背面，所述退模套筒622与固定架621固定连接，所述退模套筒622与所述轴杆623螺纹连接，所述轴杆 623的一端与所述轴柄624固定连接，另一端伸入所述撑脚套管612中。作为举例，固定架621可以为一对间隔设置的槽钢，退模套筒622通过连接板与槽钢固定连接，当然，固定架也可以为纵向围檩或横向围檩，此处不做限制。
退模装置的工作原理如下：(1)核心筒30墙体的混凝土浇筑时，用连接螺栓614将撑脚套管612与连接套筒613固定连接，此时撑脚面板611堵住附墙钢板21上的预留孔，与附墙钢板21形成完整的模板结构，用于浇筑混凝土，且退模组件62不参与工作；(2)附墙单元20拆除时，取出连接螺栓614，使撑脚套管612与连接套筒613分离，撑脚面板611与附墙钢板21也相互独立，轴杆623与退模套筒622螺纹连接，旋转轴柄624使轴杆623顶在撑脚面板611的背面，撑脚面板611的正面抵在核心筒30的墙体上，退模套筒622受到轴杆623的反作用力，从而使固定架621牵引附墙单元20的附墙钢板21，使附墙钢板21与核心筒30的墙体分离，从而实现附墙单元20的拆模工作。本实施例提供的退模装置，可避免暴力拆模问题，有效提高大模板退摸的施工效率。
进一步，轴柄624的另一端设置有旋转手柄625，更便于旋动轴杆623。更进一步，所述轴柄624上设置有用于***撬棒的腰型孔626，在退模阻力更大时，可在腰型孔626中***撬棒，通过撬棒使轴杆623旋转。
实施例三
本发明提供了一种整体钢平台模架超大承载力附墙***的施工方法，下面结合附图1至附图7作进一步说明。该施工方法包括：
S1：在核心筒30墙体上预埋固定件28，并设置预留孔，固定件28、预留孔分别与附墙单元20的螺栓孔25、抗剪键26相匹配。其中，固定件28可以为预埋螺杆，预埋螺杆的入墙端呈钩状或爪状或扩大端头，以增加固定架的承载力。预留孔的位置、大小与抗剪键26相匹配，固定件28的位尺、寸置与抗剪键26的位置、尺寸相匹配。
S2：依次将多个附墙单元20的抗剪键26分别嵌入核心筒30墙体上的预留孔中，使固定件28穿过附墙单元20的螺栓孔25并将附墙单元20固定在核 心筒30的墙体上，将上下相邻的附墙单元20拼接固定，形成一整体承力机构。附墙单元20设置有侧部连接板22，侧部连接板22上设置有连接孔24，通过螺栓将相邻的附墙单元20的侧部连接板22拼接固定，使附墙***形成一个整体受力结构。
S3：安装平台模架11，并将平台模架11底部的爬升牛腿和支撑牛腿分别搁置在相应的牛腿搁置装置27上。作为举例，平台模架11下方设置有支撑钢梁12和爬升钢梁13，支撑钢梁12、爬升钢梁13分别通过支撑牛腿、爬升牛腿支撑于牛腿搁置装置27上，来自平台模架11的作用力通过该牛腿搁置装置27传递至所有附墙钢板21上，并通过所有附墙钢板21上的抗剪键26支撑于核心筒30的墙体上，使得附墙***具有较大的承载能力。
S4：利用钢平台10进行核心筒30的墙体施工，待平台模架11需要向上爬升时，利用平台模架11的液压爬升***使钢平台10爬升一层，使支撑牛腿和爬升牛腿分别支撑于上方的附墙单元20的牛腿搁置装置27上；
S5：拆除下方的附墙单元20并安装至上方的已施工完毕的核心筒20墙体上；
S6：重复步骤S3至步骤S5，直至完成核心筒墙体施工。
优选为，所述附墙***至少包括上下两组附墙单元20，每一组附墙单元20的高度等于平台模架11的爬升高度，当附墙***上方的核心筒30墙体的混凝土达到设计强度后，将位于下方的第一组附墙单元20拆除并安装在第二组附墙单元20的上方，供平台模架11爬升。
实施例四
本发明提供了一种整体钢平台模架超大承载力附墙***的施工方法，与实施例三不同的是，本实施例中的施工方法将附墙***兼做核心筒30墙体的模板及平台模架11的附墙装置，而实施例三中的施工方法是在已施工完毕的核心筒30墙体上安装的附墙***仅作为平台模架11的附墙装置。下面结合附图1至图7作进一步说明，该施工方法包括：
T1：核心筒30第一层墙体的钢筋绑扎完成后，安装附墙单元20和锚固 钢板40，并通过对拉螺栓固定，附墙单元20的抗剪键26与锚固钢板40相对设置，若干附墙单元20相互拼接组成第一模板，若干锚固钢板40相互拼接组成第二模板；第一模板、第二模板分别与普通模板50拼接固定，组成核心筒30第一层墙体的模板***；
T2：浇筑混凝土形成核心筒30的第一层墙体，待混凝土达到拆模强度后，拆除普通模板50；
T3：待混凝土达到承载强度后，安装钢平台***，使平台模架11下方的支撑牛腿和爬升牛腿分别支撑于核心筒30第一层墙体上的附墙单元20的牛腿搁置装置27上；
平台模架11的支撑钢梁12、爬升钢梁13的支撑牛腿、爬升牛腿分别支撑于牛腿搁置装置27上，来自平台模架11的作用力通过该牛腿搁置装置27传递至所有附墙钢板21上，并通过所有附墙钢板21上的抗剪键26支撑于核心筒30的墙体上，使得附墙***具有较大的承载能力；
T4：重复步骤T1、步骤T2，完成核心筒30第二层墙体的模板***安装、混凝土浇筑、普通模板拆除施工；
T5：待核心筒30第二层墙体的混凝土达到承载强度后，利用平台模架11的液压爬升***使钢平台10爬升一层，使支撑牛腿和爬升牛腿分别支撑于核心筒30第二层墙体上的第一模板上的牛腿搁置装置27上；
T6：拆除核心筒30第一层墙体的第一模板、第二模板，并安装至核心筒第三层墙体上；
T7：重复步骤T4至步骤T6，直至完成全部核心筒30墙体施工。
进一步，步骤T5中，利用液压爬升***使钢平台爬升一层，利用平台模架11的液压爬升***使钢平台10爬升一层，使支撑牛腿和爬升牛腿分别支撑于核心筒30第二层墙体上的第一模板上的牛腿搁置装置27上，具体包括如下步骤：
T5-1：收缩爬升牛腿，使爬升牛腿与牛腿搁置装置27分离，利用液压爬升***将爬升牛腿支撑于核心筒30第二层墙体上的第一模板上的牛腿搁置装 置27上；
T5-2：收缩支撑牛腿，使支撑牛腿与牛腿搁置装置27分离，利用液压爬升***将支撑牛腿支撑于核心筒30第二层墙体上的第一模板上的牛腿搁置装置27上。
进一步，第一模板的附墙单元20设置有退模装置时，步骤T6中，拆除核心筒30第一层墙体的第一模板，具体包括如下步骤：
T6-1：解除相邻附墙单元20之间的连接以及附墙单元20与锚固钢板40之间的连接，解除撑脚套管612与连接套筒613之间的连接螺栓614，使撑脚面板611与附墙钢板21之间处于分离状态；
T6-2：转动旋转手柄625，使撑脚面板611顶紧核心筒30的墙体，继续转动旋转手柄625，使轴杆623顶紧撑脚面板611，将附墙钢板21向远离墙体方向顶出。当轴柄624上设置有腰型孔626时，还可以在腰型孔中***撬棒，通过撬棒使轴杆623旋转。
以上所述实施例的各技术特征可以进行任意的组合，为使描述简洁，未对上述实施例中的各个技术特征所有可能的组合都进行描述，然而，只要这些技术特征的组合不存在矛盾，都应当认为是本说明书记载的范围。
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 (5)

  1. 一种整体钢平台模架超大承载力附墙***，其特征在于，所述附墙***包括若干附墙单元，所述附墙单元包括附墙钢板，所述附墙钢板一侧设置有牛腿搁置装置，另一侧设置有抗剪键，所述牛腿搁置装置用于支撑平台模架，所述抗剪键附着于核心筒的墙体上并将所述附墙钢板上的作用力传递至所述核心筒的墙体上；
    上下相邻的所述附墙单元的所述附墙钢板之间拼接固定，形成整体承力机构；
    所述附墙钢板上设置有螺栓孔，并通过穿过所述螺栓孔的固定件固定在核心筒的墙体上；所述固定件为对拉螺栓，对拉螺栓的另一端设置有锚固钢板；所述附墙单元相互拼接形成第一模板，所述锚固钢板相互拼接形成第二模板，所述第一模板与第二模板相对设置并作为核心筒墙体混凝土浇筑时的模板***；
    所述第一模板的附墙单元上设置有退模装置，所述退模装置包括：
    支撑组件，包括撑脚面板和设置于所述撑脚面板背部的撑脚套管，以及套设在所述撑脚套管外且与横向围檩固定连接的连接套筒，所述撑脚套管与连接套筒上对应设置有螺栓孔并通过连接螺栓固定；所述附墙单元的附墙钢板上设置有预留孔，所述撑脚面板与所述预留孔相匹配；所述撑脚面板的正面与所述附墙钢板的内表面平齐；
    退模组件，包括固定架、退模套筒、轴杆以及轴柄；所述固定架固定设置于所述附墙单元的背面，所述退模套筒与所述固定架固定连接，所述退模套筒与所述轴杆螺纹连接，所述轴杆的一端与所述轴柄固定连接，另一端伸入所述撑脚套管中。
  2. 如权利要求1所述的整体钢平台模架超大承载力附墙***，其特征在于，
    所述附墙钢板四周设置有侧部连接板，所述侧部连接板上设置有连接孔， 相邻的附墙单元通过所述连接孔螺栓连接。
  3. 一种整体钢平台模架超大承载力附墙***的施工方法，其特征在于，包括：
    T1：核心筒第一层墙体的钢筋绑扎完成后，安装附墙单元和锚固钢板，并通过对拉螺栓固定，附墙单元的抗剪键与锚固钢板相对设置，若干附墙单元相互拼接组成第一模板，若干锚固钢板相互拼接组成第二模板；第一模板、第二模板分别与普通模板拼接固定，组成核心筒第一层墙体的模板***；
    T2：浇筑混凝土形成核心筒的第一层墙体，待混凝土达到拆模强度后，拆除普通模板；
    T3：待混凝土达到承载强度后，安装钢平台***，使平台模架下方的支撑牛腿和爬升牛腿分别支撑于核心筒第一层墙体上的附墙单元的牛腿搁置装置上；
    T4：重复步骤T1、步骤T2，完成核心筒第二层墙体的模板***安装、混凝土浇筑、普通模板拆除施工；
    T5：待核心筒第二层墙体的混凝土达到承载强度后，利用平台模架的液压爬升***使钢平台爬升一层，使支撑牛腿和爬升牛腿分别支撑于核心筒第二层墙体上的第一模板上的牛腿搁置装置上；
    T6：拆除核心筒第一层墙体的第一模板、第二模板，并安装至核心筒第三层墙体上；
    T7：重复步骤T4至步骤T6，直至完成全部核心筒墙体施工。
  4. 如权利要求3所述的施工方法，其特征在于，
    步骤T5中，利用平台模架的液压爬升***使钢平台爬升一层，使支撑牛腿和爬升牛腿分别支撑于核心筒第二层墙体上的第一模板上的牛腿搁置装置上，具体包括如下步骤：
    T5-1：收缩爬升牛腿，使爬升牛腿与牛腿搁置装置分离，利用液压爬升***将爬升牛腿支撑于核心筒第二层墙体上的第一模板上的牛腿搁置装置上；
    T5-2：收缩支撑牛腿，使支撑牛腿与牛腿搁置装置分离，利用液压爬升系 统将支撑牛腿支撑于核心筒第二层墙体上的第一模板上的牛腿搁置装置上。
  5. 如权利要求3所述的施工方法，其特征在于，第一模板的附墙单元设置有退模装置时，步骤T6中，拆除核心筒第一层墙体的第一模板，具体包括如下步骤：
    T6-1：解除相邻附墙单元之间的连接以及附墙单元与锚固钢板之间的连接，解除撑脚套管与连接套筒之间的连接螺栓，使撑脚面板与附墙钢板之间处于分离状态；
    T6-2：转动旋转手柄，使撑脚面板顶紧核心筒的墙体，继续转动旋转手柄，使轴杆顶紧撑脚面板，将附墙钢板向远离墙体方向顶出。
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