CN111779248B - High formwork system and construction method thereof - Google Patents
High formwork system and construction method thereof Download PDFInfo
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- CN111779248B CN111779248B CN202010624701.8A CN202010624701A CN111779248B CN 111779248 B CN111779248 B CN 111779248B CN 202010624701 A CN202010624701 A CN 202010624701A CN 111779248 B CN111779248 B CN 111779248B
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- 238000009415 formwork Methods 0.000 title claims abstract description 93
- 238000010276 construction Methods 0.000 title claims abstract description 49
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 160
- 239000010959 steel Substances 0.000 claims abstract description 160
- 239000004567 concrete Substances 0.000 claims abstract description 74
- 238000000034 method Methods 0.000 claims description 31
- 230000008093 supporting effect Effects 0.000 claims description 28
- 238000004873 anchoring Methods 0.000 claims description 12
- 238000002955 isolation Methods 0.000 claims description 10
- 238000003466 welding Methods 0.000 claims description 8
- 239000004575 stone Substances 0.000 claims description 4
- 239000011150 reinforced concrete Substances 0.000 abstract description 7
- 230000000694 effects Effects 0.000 abstract description 6
- 230000007613 environmental effect Effects 0.000 abstract description 4
- 239000002023 wood Substances 0.000 description 25
- 238000010408 sweeping Methods 0.000 description 6
- 230000000903 blocking effect Effects 0.000 description 5
- 238000010586 diagram Methods 0.000 description 5
- 238000005034 decoration Methods 0.000 description 3
- 239000000463 material Substances 0.000 description 3
- 230000000284 resting effect Effects 0.000 description 3
- XEEYBQQBJWHFJM-UHFFFAOYSA-N Iron Chemical compound [Fe] XEEYBQQBJWHFJM-UHFFFAOYSA-N 0.000 description 2
- 238000003754 machining Methods 0.000 description 2
- 239000000725 suspension Substances 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 1
- 238000009435 building construction Methods 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 229910052742 iron Inorganic materials 0.000 description 1
- 238000012423 maintenance Methods 0.000 description 1
- 238000007726 management method Methods 0.000 description 1
- 239000011120 plywood Substances 0.000 description 1
- 230000003014 reinforcing effect Effects 0.000 description 1
- 238000006467 substitution reaction Methods 0.000 description 1
Classifications
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04G—SCAFFOLDING; FORMS; SHUTTERING; BUILDING IMPLEMENTS OR AIDS, OR THEIR USE; HANDLING BUILDING MATERIALS ON THE SITE; REPAIRING, BREAKING-UP OR OTHER WORK ON EXISTING BUILDINGS
- E04G3/00—Scaffolds essentially supported by building constructions, e.g. adjustable in height
- E04G3/18—Scaffolds essentially supported by building constructions, e.g. adjustable in height supported by cantilevers or other provisions mounted in openings in the building, e.g. window openings
-
- 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
- E04G13/00—Falsework, forms, or shutterings for particular parts of buildings, e.g. stairs, steps, cornices, balconies foundations, sills
- E04G13/02—Falsework, forms, or shutterings for particular parts of buildings, e.g. stairs, steps, cornices, balconies foundations, sills for columns or like pillars; Special tying or clamping means therefor
-
- 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
- E04G13/00—Falsework, forms, or shutterings for particular parts of buildings, e.g. stairs, steps, cornices, balconies foundations, sills
- E04G13/04—Falsework, forms, or shutterings for particular parts of buildings, e.g. stairs, steps, cornices, balconies foundations, sills for lintels, beams, or transoms to be encased separately; Special tying or clamping means therefor
-
- 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
- E04G3/20—Scaffolds essentially supported by building constructions, e.g. adjustable in height supported by walls
-
- 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
- E04G3/22—Scaffolds essentially supported by building constructions, e.g. adjustable in height supported by roofs or ceilings
-
- 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
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04G—SCAFFOLDING; FORMS; SHUTTERING; BUILDING IMPLEMENTS OR AIDS, OR THEIR USE; HANDLING BUILDING MATERIALS ON THE SITE; REPAIRING, BREAKING-UP OR OTHER WORK ON EXISTING BUILDINGS
- E04G5/00—Component parts or accessories for scaffolds
- E04G5/006—Scaffold with cantilevered sections, e.g. to accommodate overhangs or recesses in the facade
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04G—SCAFFOLDING; FORMS; SHUTTERING; BUILDING IMPLEMENTS OR AIDS, OR THEIR USE; HANDLING BUILDING MATERIALS ON THE SITE; REPAIRING, BREAKING-UP OR OTHER WORK ON EXISTING BUILDINGS
- E04G5/00—Component parts or accessories for scaffolds
- E04G5/04—Means for fastening, supporting, or bracing scaffolds on or against building constructions
- E04G5/046—Means for fastening, supporting, or bracing scaffolds on or against building constructions for fastening scaffoldings on walls
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04G—SCAFFOLDING; FORMS; SHUTTERING; BUILDING IMPLEMENTS OR AIDS, OR THEIR USE; HANDLING BUILDING MATERIALS ON THE SITE; REPAIRING, BREAKING-UP OR OTHER WORK ON EXISTING BUILDINGS
- E04G5/00—Component parts or accessories for scaffolds
- E04G5/06—Consoles; Brackets
- E04G5/061—Consoles; Brackets specially adapted for attachment to scaffolds
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04G—SCAFFOLDING; FORMS; SHUTTERING; BUILDING IMPLEMENTS OR AIDS, OR THEIR USE; HANDLING BUILDING MATERIALS ON THE SITE; REPAIRING, BREAKING-UP OR OTHER WORK ON EXISTING BUILDINGS
- E04G5/00—Component parts or accessories for scaffolds
- E04G5/16—Struts or stiffening rods, e.g. diagonal rods
Landscapes
- Engineering & Computer Science (AREA)
- Architecture (AREA)
- Mechanical Engineering (AREA)
- Civil Engineering (AREA)
- Structural Engineering (AREA)
- Conveying And Assembling Of Building Elements In Situ (AREA)
Abstract
本申请提供一种高支模体系及其施工方法，其中，高支模体系包括：悬挑操作平台、脚手架、钢梁托架和砼梁柱木模板排架；脚手架搭设于悬挑操作平台上，钢梁托架安装于悬挑操作平台的上方，用于承托悬空梁结构；钢梁托架包括托架主体和托架斜撑，托架主体的两端分别插入剪力墙中并与剪力墙固定连接，托架斜撑的其中一端与托架主体固定连接，托架斜撑的另一端与剪力墙的预埋件固定连接；砼梁柱木模板排架安装于钢梁托架上。在本申请提供的高支模体系及其施工方法中，采用大截面型钢搁置梁搭配高空悬挑钢平台的方式，解决了高空大截面钢筋混凝土构件无法施工的难题，不但能够取得良好的实用效果，而且具备施工难度低、经济环保、安全系数高等诸多优点。
The present application provides a high-support formwork system and a construction method thereof, wherein the high-support formwork system includes: a cantilever operating platform, a scaffolding, a steel beam bracket and a concrete beam-column wooden formwork rack; the scaffolding is erected on the cantilever operating platform, and the steel beam bracket is installed above the cantilever operating platform to support the suspended beam structure; the steel beam bracket includes a bracket body and a bracket diagonal brace, the two ends of the bracket body are respectively inserted into the shear wall and fixedly connected to the shear wall, one end of the bracket diagonal brace is fixedly connected to the bracket body, and the other end of the bracket diagonal brace is fixedly connected to the embedded part of the shear wall; the concrete beam-column wooden formwork rack is installed on the steel beam bracket. In the high-support formwork system and the construction method thereof provided in the present application, a large-section steel shelving beam is used in combination with a high-altitude cantilever steel platform to solve the problem that large-section reinforced concrete components at high altitude cannot be constructed, which can not only achieve good practical effects, but also has many advantages such as low construction difficulty, economy, environmental protection, and high safety factor.
Description
Technical Field
The invention relates to the technical field of building construction, in particular to a high formwork system and a construction method thereof.
Background
In the field of high-rise residential building, in order to highlight individual building design individuation or meet regional overall planning requirements, concrete flower frame beams, three-dimensional grid structures or steel member models and the like with different models are designed at the positions of an outer eave, a roof and the like, so that the appearance design with unique models and modern sense is formed, and the effect of the appearance is excellent.
However, the construction problems of civil engineering and decoration construction such as lifting of high-altitude large steel members, supporting of high-altitude suspended reinforced concrete structural formwork, decoration and decoration of roof protruding outer eaves, and the like are derived, the construction process is high in technical difficulty, a large number of high-altitude operations are involved, and the anti-falling safety management and control requirements are high.
Along with the larger building scale, the higher the requirements on rigidity, strength and stability of a high formwork system in reinforced concrete construction are, the difficulty of implementing formwork construction is correspondingly increased, and the defects of high construction difficulty and low safety coefficient generally exist in the high-altitude suspension high formwork of a large-section reinforced concrete member. Because the construction technology of the high formwork system is not skilled, or the engineering experience is insufficient, the phenomenon of engineering accidents occurs, the safety of the building is endangered, and the damage of lives and properties is seriously caused.
Disclosure of Invention
The invention aims to provide a high formwork system and a construction method thereof, which are used for solving the problems of high construction difficulty and low safety coefficient of the existing high formwork system.
In order to solve the technical problems, the invention provides a high formwork system which comprises an overhanging operation platform, a scaffold, a steel beam bracket and a concrete beam column wood formwork bent frame;
The cantilever operation platform comprises a cantilever main beam, a horizontal yoke and a platform plate, wherein the horizontal yoke and the cantilever main beam are vertically arranged, the cantilever main beam comprises an anchoring section and a cantilever section, the anchoring section of the cantilever main beam is fixed on a designated floor slab, the cantilever section of the cantilever main beam extends out of the designated floor slab, and the horizontal yoke and the platform plate are both fixed on the cantilever section of the cantilever main beam;
the scaffold is arranged on the overhanging operation platform and is fixedly connected with the horizontal yoke;
the steel beam bracket is arranged above the overhanging operation platform and is used for supporting a suspended beam structure;
The steel beam bracket comprises a bracket main body and bracket inclined struts, wherein two ends of the bracket main body are respectively inserted into a reserved placing groove of the shear wall and are fixedly connected with the shear wall, one end of each bracket inclined strut is fixedly connected with the bracket main body, and the other end of each bracket inclined strut is fixedly connected with an embedded part of the shear wall;
The bracket body is laid with a foundation for supporting the concrete beam column wood templates, and the concrete beam column wood template bent is arranged on the foundation for supporting the concrete beam column wood templates.
Optionally, in the high formwork system, the overhanging operation platform further comprises a platform diagonal brace, a tie bar and a steel wire rope;
one end of the platform diagonal brace is fixedly connected with the lower surface of the cantilever main beam, and the other end of the platform diagonal brace is fixedly connected with an embedded part of a lower floor slab;
One end of the tie rod is fixedly connected with the platform diagonal brace, and the other end of the tie rod is fixedly connected with the cantilever girder;
The cantilever operation platform further comprises a steel wire rope, one end of the steel wire rope is connected with the main beam, and the other end of the steel wire rope is fixedly connected with an embedded part of the upper floor slab.
Optionally, in the high formwork system, the concrete beam column wood formwork support foundation comprises a plurality of steel pipes, and the plurality of steel pipes are arranged at intervals along the span direction of the steel beam bracket.
Optionally, in the high formwork system, the scaffold comprises a plurality of vertical rods, a plurality of transverse rods, wall-attached pull joints and scaffold plates;
The plurality of vertical rods are vertically arranged, and the bottom ends of the vertical rods are fixedly connected with the horizontal yoke;
the cross bars are horizontally arranged and fixedly connected with the upright bars through first fasteners;
one end of the wall-attached pull connection is fixedly connected with the vertical rod, and the other end of the wall-attached pull connection is fixedly connected with the main body structure of the building;
The scaffold board is laid on the horizontal yoke.
Optionally, in the high formwork system, the plurality of vertical rods are all located at the junction of the overhanging main beam and the horizontal yoke.
Optionally, in the high formwork system, the scaffold further comprises a hard isolation and safety net;
the hard isolation device is arranged on the wall attaching pull connection, and the safety net is arranged on the inner sides of the plurality of vertical rods and fixedly connected with the plurality of vertical rods.
Optionally, the high formwork system further comprises a first steel pipe bent and a second steel pipe bent;
the first steel tube row frame is arranged above the overhanging girder and used for supporting the overhanging girder and an upper floor slab of the appointed floor slab;
The second steel pipe bent is arranged in the corridor of the main body structure and used for propping up the appointed floor slab and the floor slab below the appointed floor slab.
Optionally, in the high formwork system, projections of the first steel pipe bent and the second steel pipe bent in the vertical direction all fall into an anchoring section range of the overhanging main beam.
Optionally, in the high formwork system, the overhanging girder is fixedly connected with the designated floor slab through at least four U-bolts.
Optionally, in the high formwork system, the overhanging main beam adopts No. 20 i-steel, the horizontal yoke beam adopts No. 16 i-steel, the bracket main body adopts No. 56 i-steel, and the bracket diagonal bracing adopts No. 22 i-steel.
Optionally, in the high formwork system, the platform diagonal bracing adopts No. 20 i-steel, and the tie bar adopts No. 16 channel steel.
Correspondingly, the invention also provides a construction method of the high formwork system, which comprises the following steps:
Firstly, constructing a floor main concrete structure, and arranging an embedded part in the floor main concrete structure;
step two, installing an overhanging operation platform on the appointed floor slab;
Step three, erecting an upper layer of scaffold on the overhanging operation platform and applying an upper layer of main body structure, wherein a groove of a steel beam bracket and a groove of a first suspended beam are reserved in the upper layer of main body structure;
Step four, installing a steel beam bracket below the first suspended beam;
and fifthly, constructing a large-section suspension beam on the steel beam bracket.
Optionally, in the construction method of the high formwork system, the process of installing the overhanging operation platform on the designated floor slab includes:
Processing the overhanging girder, the platform diagonal bracing and the tie bars on the ground, and forming a plurality of platform supports by the overhanging girder, the platform diagonal bracing and the tie bars;
hoisting the plurality of platform supports into position by a tower crane;
fixing the overhanging main beam on the appointed floor slab through at least four U-shaped bolts;
Fixedly connecting the lower end of the platform diagonal brace with an embedded part of a lower floor slab;
a horizontal yoke and a platform plate are sequentially paved on the cantilever main beam;
And connecting the steel wire rope between the overhanging main beam and the embedded part of the upper floor slab.
Optionally, in the construction method of the high formwork system, before the overhanging operation platform is installed on the appointed floor slab, the construction method further comprises the step of installing a second steel pipe bent in the corridor of the main body structure after the main body concrete structure of the floor is applied.
Optionally, in the construction method of the high formwork system, before the scaffold is erected on the overhanging operation platform, after the overhanging operation platform is installed on the appointed floor slab, the construction method further comprises the step of installing a first steel pipe bent on the overhanging main beam.
Optionally, in the construction method of the high formwork system, the process of setting up a scaffold on the overhanging operation platform includes:
Fixing a plurality of vertical rods on a horizontal yoke, and fixedly connecting a plurality of cross rods with the plurality of vertical rods through a first fastener;
adopting a two-step two-span pre-embedding method or a through wall connecting method to make wall attaching pull connection;
Fully laying a scaffold plate on the top surface of said horizontal yoke and
The hard isolation, the foot blocking plate and the safety net are sequentially arranged.
Optionally, in the construction method of the high formwork system, the process of installing the steel beam bracket below the first suspended beam includes:
Machining the bracket body and bracket diagonal braces on the ground to form a steel beam bracket;
Hoisting the steel beam bracket into position through a tower crane;
Inserting two ends of the bracket main body into the reserved placing grooves of the upper layer of main body structure respectively, fixedly connecting the lower ends of the bracket diagonal braces with embedded parts of the shear wall in a welding mode, and
Leveling, and respectively pouring and compacting the placing grooves by using high fine stone concrete.
Optionally, in the construction method of the high formwork system, the process of applying the large-section suspended beam on the steel beam bracket includes:
Paving a plurality of steel pipes on the steel beam bracket to serve as a first concrete beam column wood template supporting foundation;
A first concrete beam column wood template is supported on the foundation on which the first concrete beam column wood template is supported;
Pouring concrete, and
And (5) performing concrete curing until the concrete strength of the first suspended beam meets the design requirement.
Optionally, in the construction method of the high formwork system, the construction method further comprises the step of continuously erecting a scaffold on the overhanging operation platform and constructing a layer of structural concrete and a second suspended beam.
Compared with the prior art, the invention has the following advantages and beneficial effects:
1. The invention adopts the large-section steel shelving beam to combine with the high-altitude overhanging steel platform, solves the problem that the high-altitude large-section reinforced concrete member cannot be constructed, not only can obtain good practical effect, but also has the advantages of low construction difficulty, excellent economy, material saving, environmental protection, high safety coefficient and the like;
2. The high formwork system of the invention not only uses the appointed floor slab where the overhanging operation platform is positioned as a support, but also uses the floor slab below the appointed floor slab and the floor slab above the appointed floor slab for supporting, so that the supporting effect is better and the supporting is more stable.
Drawings
FIG. 1 is a schematic illustration of an elevational arrangement of a high formwork system in accordance with an embodiment of the present invention;
FIG. 2 is a schematic plan view of a high formwork system in accordance with an embodiment of the present invention;
FIG. 3 is a schematic cross-sectional layout of a high formwork system in accordance with an embodiment of the present invention;
FIG. 4 is a schematic view of the structure of the area A in FIG. 1;
FIG. 5 is a schematic view of the structure of the region B in FIG. 3;
FIG. 6 is a schematic diagram of a wall attachment pull joint using a two-step two-span pre-embedding method;
FIG. 7 is a schematic illustration of a wall attachment using a through-wall connection;
FIG. 8 is a schematic structural view of a concrete beam column timber formwork bent in an embodiment of the invention;
FIG. 9 is a schematic structural diagram corresponding to step one in the construction method of the high formwork system according to the embodiment of the present invention;
fig. 10 is a schematic structural diagram corresponding to a third step in the construction method of the high formwork system according to the embodiment of the present invention;
Fig. 11 is a schematic structural diagram corresponding to step four in the construction method of the high formwork system according to the embodiment of the present invention.
Detailed Description
The high formwork system and the construction method thereof provided by the invention are further described in detail below with reference to the accompanying drawings and specific examples.
Please refer to fig. 1-3 in combination, which illustrate a schematic structure of a high formwork system according to an embodiment of the present invention. The high formwork system 100 comprises an overhanging operation platform, a scaffold, a steel beam bracket and a concrete beam column wood formwork bent frame, wherein the overhanging operation platform comprises an overhanging main beam 11, a horizontal joint beam 12 and a platform plate (not shown in the figure), the horizontal joint beam 12 is vertically arranged with the overhanging main beam 11, the overhanging main beam 11 comprises an anchoring section and an overhanging section, the anchoring section of the overhanging main beam 11 is fixed on a designated floor slab, the overhanging section of the overhanging main beam 11 extends out of the designated floor slab, the horizontal joint beam 12 and the platform plate are both fixed on the overhanging section of the overhanging main beam 11, the steel beam bracket is arranged above the overhanging operation platform, the steel beam bracket comprises a bracket main body 31 and a bracket diagonal brace 32, two ends of the bracket main body 31 are respectively inserted into a reserved concrete placing groove of a shear wall and are fixedly connected with the shear wall, one end of the bracket diagonal brace 32 is fixedly connected with the bracket main body 31, the other end of the bracket diagonal brace 32 is fixedly connected with the pre-set cantilever beam and the wood formwork bent beam, the cantilever beam is fixedly arranged on the foundation column, and the foundation column is fixedly arranged on the cantilever beam frame 12.
Specifically, the overhanging girder 11 includes a plurality of shaped steel, a plurality of shaped steel sets up side by side and the interval is equal, and every shaped steel all includes anchor section and section of encorbelmenting, anchor section be located on appointed floor (for example the floor of 26 th building) and through anchor assembly (U type bolt) with appointed floor fixed connection, the section of encorbelmenting stretch out in outside the appointed floor.
In this embodiment, the length of the cantilever main beam 11 is 12m, where the length of the anchoring section is 6.7m, and the length of the cantilever section is 5.3m.
In this embodiment, the cantilever girder 11 includes 7 h-steel beams 20a, and the 7 h-steel beams 20a are all disposed along the horizontal direction.
Preferably, the overhanging girder 11 is fixedly connected with the designated floor slab through at least four U-shaped bolts, i.e. each i-steel of number 20a is fixedly connected with the designated floor slab through at least four U-shaped bolts.
Please refer to fig. 5, which is a schematic diagram illustrating a structure of the region B in fig. 3. As shown in fig. 5, the U-shaped bolts 16 are pre-embedded in the designated floor slab, the bottoms of the U-shaped bolts 16 are pressed by two pre-embedded steel bars 18 in the designated floor slab, the cantilever main beams 11 are inserted into the U-shaped bolts 16, and the lateral directions of the cantilever main beams 11 are tightly wedged by wood wedges.
In this embodiment, the length of the reinforcing bar 18 is 3m and the diameter is 20mm.
With continued reference to fig. 3, a distance D1 between the overhanging main beams 11 (a distance between adjacent i-beams No. 20 a) is 1500m, the overhanging main beams 11 adjacent to the shear wall are side beams, and a distance D2 between the side beams and the shear wall is 500mm.
Referring to fig. 2 and 3 in combination, the horizontal yoke 12 is disposed perpendicular to the overhanging main beam 11, the horizontal yoke 12 is fixed on the overhanging main beam 11 by welding, and the platform board (not shown in the figure) is laid on the overhanging main beam 11 and fixedly connected with the overhanging main beam 11 by iron wire binding. Wherein, the horizontal yoke 12 also comprises a plurality of section steel, and the section steel is arranged side by side and has equal interval.
In this embodiment, the horizontal yoke 12 includes 6 h-steels 16, and the 6 h-steels 16 are all disposed along the horizontal direction, the length of the horizontal yoke 12 (i.e., the length of the h-steels 16) is 10 meters, and the distance (the distance between the adjacent h-steels 16) D3 between the horizontal yoke 12 is 500-800 mm.
With continued reference to fig. 3, the overhanging operation platform further includes a platform diagonal brace 13, a tie bar 14 and a wire rope 15, where the upper end of the platform diagonal brace 13 is fixedly connected with the lower surface of the overhanging main beam 11, the lower end of the platform diagonal brace 13 is fixedly connected with a first embedded part of a lower floor slab (e.g., a floor slab of a 25 th floor), an included angle between the platform diagonal brace 13 and a horizontal plane is α, one end of the tie bar 14 is fixedly connected with the platform diagonal brace 13, the other end of the tie bar 14 is fixedly connected with an overhanging section of the overhanging main beam 11, one end of the wire rope 15 is fixedly connected with the overhanging main beam 11, and the other end of the wire rope 15 is fixedly connected with a second embedded part of an upper floor slab (e.g., a floor slab of a 27 th floor slab), so that the structural stability of the overhanging operation platform can be further improved by means of the pull-connection effect of the wire rope 15, and the overhanging operation platform is prevented from being overturned.
In this embodiment, the operation platform encorbelments is the high altitude steel platform that encorbelments, and the bottom of every girder 11 of encorbelmenting all is provided with platform bracing 13 and tie rod 14, so can reduce the slenderness ratio of bracing, ensures the bracing safety.
In this embodiment, the platform diagonal brace 13 is made of No. 20 i-steel, the tie bar 14 is made of No. 16 channel steel, and an included angle between the platform diagonal brace 13 and a horizontal plane is 45 °.
Referring to fig. 3, 6 and 7, the scaffold includes a plurality of vertical rods 21, a plurality of cross rods 22, a wall-attached pull connection (reference numeral not shown in the figure) and a scaffold board (not shown in the figure), wherein the plurality of vertical rods 21 are all vertically arranged, the bottom ends of the vertical rods are fixedly connected with the horizontal yoke 12, the plurality of cross rods 22 are horizontally arranged and are fixedly connected with the plurality of vertical rods 21 through first fasteners (not shown in the figure), the scaffold board is fully paved on the top surface of the horizontal yoke 12, one end of the wall-attached pull connection is fixedly connected with the scaffold, the other end of the wall-attached pull connection is fixedly connected with a shear wall, and the wall-attached pull connection is used for transmitting the tensile force and the compressive force generated in the use process of the scaffold, so that the overall stability of the scaffold can be enhanced.
In this embodiment, the wall-attached pull connection is performed by a two-step two-span pre-embedding method or a wall-penetrating connecting method. As shown in fig. 6, the wall-attached pull joint manufactured by adopting the two-step two-span pre-embedding method comprises a wall connecting rod 231, a second fastener 232 and a pre-embedded steel pipe 233, wherein the pre-embedded steel pipe 233 is pre-embedded in the shear wall, one end of the wall connecting rod 231 is fixedly connected with the pre-embedded steel pipe 233 through a second fastener 232, and the other end of the wall connecting rod 231 is fixedly connected with the upright rod 21 of the scaffold through another second fastener 232, so that the scaffold is connected with the main structure of the building through the wall-attached pull joint.
As shown in fig. 7, the wall-attached pull joint formed by the through-wall connection method comprises a wall connecting rod 231 and a second fastener 232, wherein one end of the wall connecting rod 231 penetrates through the shear wall and is fixedly connected with the shear wall through the second fastener 232, and the other end of the wall connecting rod 231 is fixedly connected with the upright rod 21 of the scaffold through the second fastener 232, so that the scaffold is connected with the main structure through the wall-attached pull joint.
In this embodiment, the plurality of vertical rods 21 and the plurality of cross rods 22 are steel pipes, the plurality of vertical rods 21 are arranged in 6 rows in the transverse direction, are arranged in 7 rows in the longitudinal direction, the longitudinal spacing is 1.5m, the transverse spacing is 500-1500 mm, the step pitch of the plurality of cross rods 22 is 1.5m, and the first fastener is a right-angle fastener. Preferably, the plurality of upright rods 21 are all located at the junction of the overhanging main beam 11 and the horizontal yoke 12.
Please continue to refer to fig. 3, 6 and 7, the scaffold further comprises a hard isolation (not shown in the drawings), a foot blocking plate (not shown in the drawings) and a safety net (not shown in the drawings), the hard isolation is arranged on the wall attaching pull connection, the hard isolation comprises two steel pipes, a third fastener and a steel fence net, the two steel pipes are horizontally arranged and fixedly connected through the third fastener, the steel fence net is paved on the two steel pipes, the foot blocking plate is arranged at the bottom of the plurality of vertical rods 21 and fixedly connected with the plurality of vertical rods 21, and the safety net is arranged at the inner side of the plurality of vertical rods 21 and fixedly connected with the plurality of vertical rods 21.
In this embodiment, the external corner department all around of scaffold sets up along outer frame vertical through length full height, the scaffold board is steel basketry piece scaffold board, the fender sole adopts the seven splint of highly being 180mm, seven splint are along the full length setting all around of scaffold board, the safety net is green dense mesh safety net, the full in-range of pole setting 21 is hung green dense mesh safety net enclosure, forms totally enclosed operation space, guarantees workman operation safety.
Referring to fig. 3 and 8, the scaffold further includes a sweeping rod 24, a capping rod 25, a horizontal rod 26, a horizontal scissor support (reference numeral is not shown in the figure) and a vertical scissor support, the sweeping rod 24 is disposed at the bottom of the scaffold, the capping rod 25 is disposed at the top of the scaffold, the horizontal rod 26 is disposed between the sweeping rod 24 and the capping rod 25, and the horizontal scissor support and the vertical scissor support are all set according to the requirements of building specifications.
In this embodiment, the distance between the sweeping rod 24 and the scaffold board is 200mm, the distance between the capping rod 25 and the adjustable jacking is less than 500mm, and the step distance between the horizontal rod 26 is less than 1200mm.
Referring to fig. 1 and 4 in combination, the steel beam bracket includes a bracket main body 31 and two bracket diagonal braces 32, the bracket main body 31 is horizontally disposed, two ends of the bracket main body are respectively inserted into a groove reserved in the shear wall and fixedly connected with the shear wall, one ends of the two bracket diagonal braces 32 are fixedly connected with the bracket main body 31, and the other ends of the two bracket diagonal braces 32 are fixedly connected with an embedded part of the shear wall. Wherein the two bracket diagonal braces 32 are symmetrically disposed and are required to provide sufficient supporting force and supporting area.
In this embodiment, the bracket main body 31 adopts No. 56 i-steel, the bracket diagonal brace 32 adopts No. 22 i-steel, and the included angle between the bracket diagonal brace 32 and the horizontal plane is 10 ° to 75 °.
Preferably, the two bracket diagonal braces 32 have the same structural size, and the two bracket diagonal braces 32 are all located at the same height.
Referring to fig. 1 and 8 in combination, a concrete beam column wood formwork support foundation is laid on the bracket main body 31, the concrete beam column wood formwork support foundation includes a plurality of steel pipes 41, the plurality of steel pipes 41 are laid on the bracket main body 31 in parallel, and are sequentially arranged along the span direction of the steel beam bracket, and adjacent steel pipes 41 keep a certain interval.
In this embodiment, the plurality of steel pipes 41 are disposed in parallel at equal intervals, and each has a length of 750mm.
In this embodiment, the short steel pipes 41 are also used as main keels of the templates, the concrete beam column wood template bent 42 is installed on the steel pipes 41, and the concrete beam column wood template bent 42 adopts a conventional wood template bent system and is composed of horizontal rods, vertical rods, sweeping rods, plywood templates, split bolts and other components.
It should be noted that the above-mentioned dimensions, angles and intervals of the cantilever girder 11, the horizontal yoke 12, the platform diagonal 13, the tie bars 14, the upright rods 21, the cross bars 22, the foot blocking plates, the floor sweeping rods 24, the capping rods 25, the horizontal rods 26, the bracket main bodies 31, the bracket diagonal 32 and the steel pipes 41 are merely exemplary, but not limiting, and those skilled in the art can set the dimensions, angles and intervals of the cantilever girder 11, the horizontal yoke 12, the platform diagonal 13, the tie bars 14, the upright rods 21, the cross bars 22, the bracket main bodies 31, the bracket diagonal 32 and the steel pipes 41 according to the requirements of the building specifications.
With continued reference to fig. 2, the high formwork system 100 further includes a first steel pipe bent 51 and a second steel pipe bent 52, where the top end of the first steel pipe bent 51 abuts against the upper floor of the designated floor, the bottom end of the first steel pipe bent 51 abuts against the cantilever girder 11 to prop the cantilever girder 11 against the upper floor of the designated floor, and the second steel pipe bent 52 is disposed in the gallery of the main structure to prop the designated floor and the lower floor thereof. The first steel pipe bent frame 51 forms effective downward connection with the anchoring section of the cantilever main beam 11, and forms an additional supporting measure for resisting the warping acting force of the anchoring section. The second steel pipe bent 52 and the first steel pipe bent 51 together form an additional supporting measure to prevent structural damage.
Preferably, the second steel pipe bent 52 is disposed in the 3-layer gallery of the main structure. For example, the designated floor is a floor of the 26 th floor, and the second steel pipe bent 52 is disposed between floors of the 24 th floor, the 25 th floor and the 26 th floor, for supporting the floors of the 24 th floor to the 26 th floor.
Preferably, the projections of the first steel pipe bent 51 and the second steel pipe bent 52 in the vertical direction fall within the range of the anchoring section of the cantilever girder 11.
In this embodiment, the overhanging operation platform is erected on a designated floor slab of a building, the steel beam bracket is installed above the overhanging operation platform and is used as a stressed foundation of a cantilever large-section concrete beam column wood formwork bent frame, and the overhanging operation platform is used as a construction operation platform and bears the dead weight of a cantilever concrete structure and all construction load pressures.
For large-section suspended beam construction, formwork support is a key link. In the prior art, the suspended concrete structure is constructed by adopting a ground leg hand frame or a cantilever platform and a template bent frame, but aiming at the suspended concrete structure with large mass and large weight, the existing construction method cannot ensure the safety, namely the existing high formwork system cannot meet the construction requirement.
In the high formwork system 100 provided in this embodiment, the steel beam bracket is a large-section steel shelving beam, and the large-section steel shelving beam is combined with a high-altitude overhanging steel platform, so that the problem that a high-altitude large-section reinforced concrete member (high formwork) cannot be constructed is solved, a good practical effect can be achieved, and the high formwork system has the advantages of low construction difficulty, excellent economy, material saving, environmental protection, high safety coefficient and the like, and has advantages in the aspects of safety, economy and practicability. In addition, the high formwork system 100 uses the designated floor where the overhanging operation platform is located as a support, and also uses the floor below the designated floor and the floor above the designated floor for supporting, so that the supporting effect is better and the supporting is more stable.
Correspondingly, the application also provides a construction method of the high formwork system. Referring to fig. 1 to 3 and fig. 9 to 11, the construction method of the high formwork system 100 includes:
Firstly, constructing a floor main concrete structure, and arranging an embedded part in the floor main concrete structure;
step two, installing an overhanging operation platform on the appointed floor slab;
Step three, erecting an upper layer of scaffold on the overhanging operation platform and applying an upper layer of main body structure, wherein a groove of a steel beam bracket and a groove of a first suspended beam are reserved in the upper layer of main body structure;
Step four, installing a steel beam bracket below the first suspended beam;
Step five, paving a first concrete beam column wood template support foundation on the steel beam bracket;
step six, supporting the first concrete beam column wood template on the foundation of supporting the first concrete beam column wood template, and pouring concrete.
Specifically, first, as shown in fig. 9, when the floor main concrete structure is applied, a first embedded part 1a and a second embedded part (not shown in the figure) are respectively arranged at the edges of the floor, the first embedded part 1a is located on the lower floor of the specified floor and used as a welding point of the inclined strut at the lower part of the cantilever girder, and the second embedded part is located on the upper floor of the specified floor and used for connecting the steel wire rope 15.
Then, the overhanging operation platform is installed on the appointed floor slab. The concrete process for installing the overhanging operation platform comprises the following steps:
S21, processing the cantilever main beams 11, the platform diagonal braces 13 and the tie bars 14 on the ground, fixedly connecting one end of each tie bar 14 with each platform diagonal brace 13 in a welding mode, fixedly connecting the other end of each tie bar 14 with the cantilever section of each cantilever main beam 11, fixedly connecting one end of each platform diagonal brace 13 with the cantilever section of each cantilever main beam 11, and fixedly welding each cantilever main beam 11 (namely single I-steel No. 20 a) with one platform diagonal brace 13 and one tie bar 14 to form a platform support;
s22, supporting and hoisting each platform to be positioned on a designated floor by a tower crane;
S23, fixing the cantilever main beam 11 on the appointed floor slab (such as a floor slab of a 26 th floor) through at least four U-shaped bolts;
step S24, fixedly connecting the lower end of the platform diagonal brace 13 with a first embedded part 1a in a lower floor (such as a floor of a 25 th floor) in a welding mode;
step S25, paving a horizontal yoke 12 and a platform plate on the cantilever main beam 11 in sequence;
And step S26, connecting the steel wire rope 15 between the overhanging main beam 11 and a second embedded part of the upper floor plate.
Before the overhanging operation platform is installed, additional supporting measures can be added in the finished structure floor to prevent structural damage. The concrete process of adding the additional supporting measures comprises the step of arranging a second steel pipe bent 52 in the corridor of the main body structure for supporting the appointed floor slab and the floor slab below the appointed floor slab.
After the overhanging operation platform is installed, additional supporting measures can be further added in the finished structural building layer. The concrete process of adding the additional supporting measures comprises the steps of fixing a first steel pipe bent 51 on the cantilever girder 11 and supporting the cantilever girder 11 and the upper floor of the appointed floor.
As shown in fig. 3, the projections of the first steel pipe bent 51 and the second steel pipe bent 52 in the vertical direction are required to fall within the range of the anchoring section of the cantilever main beam 11.
Then, a layer of scaffold and an adjacent side protection frame are erected on the overhanging operation platform, and the adjacent side protection frame is used for hanging a protection net. The concrete process for erecting the upper layer of scaffold on the overhanging operation platform comprises the following steps:
Step S31, fixing a plurality of vertical rods 21 on the horizontal yoke 12, and fixedly connecting a plurality of cross rods 22 with the plurality of vertical rods 21 through a first fastener;
s32, adopting a two-step two-span pre-embedding method or a through wall connecting method to make wall attaching pull connection;
step S33, fully paving a scaffold board on the top surface of the horizontal yoke 12;
and S34, sequentially installing a hard isolation, a foot blocking plate and a safety net.
And in the process of erecting the upper layer of scaffold on the overhanging operation platform, an upper layer of main body structure is constructed, and a groove of a steel beam bracket and a groove of a first suspended beam are reserved in the shear wall of the upper layer of main body structure according to the design.
Referring to fig. 1 and 10 in combination, the groove of the steel beam bracket includes a resting groove 102, and the resting groove 102 is located below the groove 101 of the first suspended beam for resting the bracket body 31 of the steel beam bracket.
After the form of the recess is removed, the girder bracket is installed. The concrete process for installing the steel beam bracket comprises the following steps:
step S41, machining the bracket main body 31 and the two bracket diagonal braces 32 on the ground, and fixing one end of each bracket diagonal brace 32 on the bracket main body 31 to form a steel beam bracket;
s42, hoisting the steel beam bracket into position through a tower crane;
Step S43, respectively inserting two ends of the bracket main body 31 into the reserved placing grooves of the upper layer of main body structure (shear wall);
And S44, leveling, and respectively pouring and compacting the placing grooves by using high-fine stone concrete.
Before the placing grooves are compacted by high-fine stone concrete pouring, horizontal ribs in the shear wall are restored to be lengthened, and the bracket diagonal braces 32 are fixedly connected with embedded parts of the shear wall. As shown in fig.4, the lower end of the bracket diagonal brace 32 is fixedly connected with the third embedded part 1d of the main body structure (shear wall) in a welding manner.
As shown in fig. 11, the bracket main body 31 of the steel beam bracket is placed in the placing groove 102, and after the placing groove 102 is respectively poured and compacted by adopting Gao Xidan concrete, the steel beam bracket is fixedly installed below the groove 101 of the first suspended beam and is connected with the shear wall into a whole.
In this embodiment, the width of the groove is 200mm and the depth is 700mm, and the width of the groove of the first suspended beam is 600mm and the depth is 400mm.
And after the steel beam bracket is installed, starting to construct a large-section suspended beam structure. The concrete process of constructing the large-section suspended beam structure comprises the steps of firstly paving a plurality of short steel pipes on a steel beam bracket, paving the plurality of short steel pipes along the span direction of the steel beam bracket to serve as a first concrete beam column wood formwork support foundation, then supporting the first concrete beam column wood formwork on the first concrete beam column wood formwork support foundation, binding the first concrete beam column wood formwork (comprising a bottom die and a side die) by steel bars, then carrying out concrete pouring, reserving suspended column dowel bars in the concrete pouring process, and then carrying out concrete maintenance until the concrete strength of the first suspended beam and the suspended column meets the design requirement.
In the concrete curing process, a scaffold can be continuously erected on the overhanging operation platform, and a layer of structural concrete, a second suspended beam and a suspended column are applied. After the second suspended beam and the suspended column are finished, a scaffold can be continuously erected on the overhanging operation platform, the third suspended beam and the suspended column are finished, and the rest structural shear wall and the floor slab are finished to the top elevation of the designed structure.
With continued reference to fig. 1, when the scaffold is erected, the scaffold body is additionally provided with safety protection structures such as steel pipe hard drawknots 28.
In this embodiment, three suspended beams, namely, a first suspended beam 10, a second suspended beam 20 and a third suspended beam 30, are applied together, wherein the dimensions of the first suspended beam and the second suspended beam are 600mm×400mm, and the dimensions of the third suspended beam are 600mm×1000mm.
In other embodiments, only one suspended beam, two suspended beams or more than four suspended beams can be applied according to design requirements.
After all the suspended beams and suspended columns are applied, the concrete beam column wood template bent frame 42, the steel beam brackets, the scaffolds, the horizontal yoke 12, the scaffold plates and the overhanging main beams 11 are sequentially removed.
In summary, in the high formwork system and the construction method thereof provided by the invention, the mode of matching the large-section steel shelving beam with the high-altitude overhanging steel platform is adopted, so that the problem that the high-altitude large-section reinforced concrete member cannot be constructed is solved, a good practical effect can be obtained, and the high formwork system has the advantages of low construction difficulty, excellent economy, material saving, environmental protection, high safety coefficient and the like.
The foregoing is a further detailed description of the application in connection with the preferred embodiments, and it is not intended that the application be limited to the specific embodiments described. It will be apparent to those skilled in the art that several simple deductions or substitutions may be made without departing from the spirit of the application, and these should be considered to be within the scope of the application.
Claims (17)
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| CN113047617B (en) * | 2021-03-26 | 2022-08-23 | 宁波建工建乐工程有限公司 | Formwork supporting platform for high-altitude corridor construction and construction method thereof |
| CN113323361B (en) * | 2021-06-08 | 2023-02-28 | 中国建筑第八工程局有限公司 | Construction method of high-altitude supporting operation frame based on bottom steel platform |
| CN113565307A (en) * | 2021-07-02 | 2021-10-29 | 华北冶建工程建设有限公司 | High-altitude suspension modeling construction device and method thereof |
| CN114033171B (en) * | 2021-12-07 | 2023-02-24 | 中国建筑第八工程局有限公司 | Clamp type triangular support system of cantilever roof panel and construction method thereof |
| CN114427290B (en) * | 2022-01-24 | 2023-04-28 | 中铁三局集团建筑安装工程有限公司 | Super high-rise reinforced concrete core tube aluminum mould climbing frame and construction method |
| CN115075530B (en) * | 2022-07-01 | 2024-03-22 | 中亿丰建设集团股份有限公司 | Cantilever structure and construction method thereof |
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| CN102535845A (en) * | 2012-02-14 | 2012-07-04 | 浙江省建工集团有限责任公司 | Construction method of bearing frame of corridor structure |
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| CN106150088B (en) * | 2016-08-11 | 2019-07-26 | 上海嘉实（集团）有限公司 | Large cantilever beam slab combined type formwork system and construction method |
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