CN114482403B - Construction method of large-section stiff support column conversion beam in narrow space - Google Patents
Construction method of large-section stiff support column conversion beam in narrow space Download PDFInfo
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- CN114482403B CN114482403B CN202210193908.3A CN202210193908A CN114482403B CN 114482403 B CN114482403 B CN 114482403B CN 202210193908 A CN202210193908 A CN 202210193908A CN 114482403 B CN114482403 B CN 114482403B
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- gluten
- closed loop
- layers
- stiff
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Classifications
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04C—STRUCTURAL ELEMENTS; BUILDING MATERIALS
- E04C3/00—Structural elongated elements designed for load-supporting
- E04C3/02—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces
- E04C3/29—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces built-up from parts of different material, i.e. composite structures
- E04C3/293—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces built-up from parts of different material, i.e. composite structures the materials being steel and concrete
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04C—STRUCTURAL ELEMENTS; BUILDING MATERIALS
- E04C5/00—Reinforcing elements, e.g. for concrete; Auxiliary elements therefor
- E04C5/01—Reinforcing elements of metal, e.g. with non-structural coatings
- E04C5/06—Reinforcing elements of metal, e.g. with non-structural coatings of high bending resistance, i.e. of essentially three-dimensional extent, e.g. lattice girders
- E04C5/0627—Three-dimensional reinforcements composed of a prefabricated reinforcing mat combined with reinforcing elements protruding out of the plane of the mat
Abstract
The application discloses a construction method of a large-section stiff support column conversion beam in a narrow space, which is a convenient, safe and efficient construction method for efficiently and quickly completing the construction of the large-section conversion beam which is densely distributed in steel bars and contains stiff steel plates in the narrow space, thereby accelerating the construction progress of building engineering. The application solves the problem that the traditional beam reinforcement binding method can not normally carry out dense arrangement reinforcement binding in a narrow space.
Description
Technical Field
The application relates to the technical field of building construction, in particular to a construction method of a large-section stiff support column conversion beam in a narrow space.
Background
In the construction project of house construction, if working conditions of interactive construction with tunnels and subways exist, large-section conversion beam-to-column conversion is needed, so that the axis of a column net is ensured, and the requirements of the tunnels and subways on space are also ensured. The working condition is that the large-section conversion beam is adopted in design, the maximum section of the conversion beam is 3500 multiplied by 3000mm, and the internal steel bars of the conversion beam are densely distributed. The traditional beam reinforcement binding method can not normally carry out dense arrangement reinforcement binding in a narrow space.
The information disclosed in this background section is only for enhancement of understanding of the general background of the application and should not be taken as an acknowledgement or any form of suggestion that this information forms the prior art already known to a person of ordinary skill in the art.
Disclosure of Invention
In order to overcome the defects in the prior art, a construction method of a large-section stiff support column conversion beam in a narrow space is provided, so that the problem that the conventional beam reinforcement binding method cannot normally carry out dense arrangement reinforcement binding in the narrow space is solved.
In order to achieve the above purpose, the construction method of the large-section stiff support column conversion beam in a small space comprises the following steps:
constructing a cushion layer at the pouring position of the conversion beam;
the stiff steel plate is vertically erected on the cushion layer through a fixing frame;
providing a plurality of door-shaped frames, and arranging the door-shaped frames at intervals along the length direction of the stiff steel plate, so that the cross beams of the door-shaped frames cross over the stiff steel plate;
laying multiple layers of gluten layer by layer on the cross beams of the multiple door-shaped frames from bottom to top, and filling first channel steel between two adjacent layers of gluten;
sleeving a plurality of closed loop stirrups on the outer parts of the gluten layers and the stiff steel plates, so that the closed loop stirrups are hung on the gluten layers;
laying a plurality of layers of bottom reinforcements layer by layer from bottom to top on the lower ends of the plurality of closed-loop stirrups, and arranging second channel steel between two adjacent layers of bottom reinforcements in a cushioning manner;
outer torsion bars are arranged at two opposite side parts of the closed loop stirrups, and horizontal lacing wires are arranged between the outer torsion bars at two sides of the closed loop stirrups;
installing vertical lacing wires between the gluten and the bottom gluten to form a beam framework;
erecting a template outside the beam framework to form a pouring space;
and pouring concrete into the pouring space, so that the concrete coats the beam framework to be solidified to form the conversion beam.
Further, the mount includes:
the bottom of the supporting beam is fixedly provided with two supporting legs, the supporting legs are placed on the cushion layer, and the stiff steel plate is placed on the supporting beam; and
the clamping inclined beam, the opposite ends of the supporting beam are respectively connected with the clamping inclined beam, the upper end of the clamping inclined beam faces towards the middle part of the supporting beam, the upper part of the clamping inclined beam is obliquely provided with a clamping gap, and the stiff steel plate is embedded in the clamping gap.
Further, the number of the fixing frames is multiple, and the multiple fixing frames are arranged along the length direction of the stiff steel plate.
Further, two opposite upright posts are connected to the lower part of the cross beam of the door-shaped frame, and the cushion layer is supported at the bottom ends of the upright posts.
Further, the gluten and the bottom gluten respectively comprise a plurality of combined gluten units, and the combined gluten units comprise two unit ribs vertically overlapped together.
Further, the number of the outer torsion bars is multiple, the horizontal tie bars are arranged between the outer torsion bars of the top layers of the two sides of the closed loop stirrups, and the horizontal tie bars are arranged between the outer torsion bars of the bottom layers of the two sides of the closed loop stirrups.
Further, the number of the vertical lacing wires is multiple, and when the vertical lacing wires are installed, multiple vertical lacing wires are installed from the middle of the closed loop hooping to two sides of the closed loop hooping respectively.
Further, after the vertical lacing wire in the middle of the closed loop hooping is installed, a plurality of layers of internal lacing wires are installed in the vertical lacing wire in the middle of the closed loop hooping, and horizontal lacing wires are respectively installed between the internal lacing wires and the external lacing wires in the middle of the two sides of the closed loop hooping.
The construction method for the large-section stiff support column conversion beam in the narrow space has the advantages that the large-section conversion beam with dense steel bar arrangement and stiff steel plates is constructed in the narrow space efficiently and rapidly, construction progress of building engineering is accelerated, and the construction method is convenient, safe and efficient.
Drawings
Other features, objects and advantages of the present application will become more apparent upon reading of the detailed description of non-limiting embodiments, made with reference to the accompanying drawings in which:
fig. 1 to 9 are schematic structural views of a construction method of a large-section stiff strut conversion beam in a small space according to an embodiment of the present application.
Description of the embodiments
The application is described in further detail below with reference to the drawings and examples. It is to be understood that the specific embodiments described herein are merely illustrative of the application and are not limiting of the application. It should be noted that, for convenience of description, only the portions related to the application are shown in the drawings.
It should be noted that, without conflict, the embodiments of the present application and features of the embodiments may be combined with each other. The application will be described in detail below with reference to the drawings in connection with embodiments.
Referring to fig. 1 to 9, the application provides a construction method of a large-section stiff support column conversion beam in a small space, which comprises the following steps:
s1: and constructing a cushion layer at the pouring position of the conversion beam.
In the embodiment, a large-section conversion beam is adopted, the maximum section is 3500 mm multiplied by 3000mm, the steel bars are densely arranged, liang Mianjin and the bottom bars are in a vertical parallel bar mode, and 2000 mm multiplied by 35mm stiff steel plates are inserted in the middle.
And before construction, a C15 concrete cushion layer with the thickness of 100mm is integrally poured in a construction area of the conversion beam according to the requirements of a drawing, so that good operation conditions are provided for the site. Paying off is carried out on the cushion layer according to drawing marking information, and the section positioning of the conversion beam is accurately paid out.
S2: referring to fig. 1 (the mat is not shown in the drawing), a stiff steel plate 1 is vertically erected on the mat by a fixing frame 2.
In the present embodiment, the mount 2 includes: a bolster 21 and a clamping ramp 22.
Specifically, two legs are fixedly arranged at the bottom of the bolster 21. The support legs are placed on the cushion layer. The stiff steel plate 1 rests on the joists 21. Opposite ends of the bolster 21 are respectively connected with clamping diagonal beams 22. The upper end of the clamping inclined beam 22 is obliquely arranged upwards towards the middle part of the bolster 21. A clamping gap is formed between the upper ends of the clamping diagonal beams 22. The stiff steel plate 1 is embedded in the clamping gap.
The number of the fixing frames 2 is multiple, and the multiple fixing frames 2 are arranged along the length direction of the stiff steel plate 1.
In some embodiments, the plurality of mounts are mounted on a base. Wherein, the base includes two shaped steel that the syntropy set up. The multi-channel fixing frames are arranged at intervals along the length direction of the section steel. The supporting legs of each supporting beam are respectively and fixedly arranged on two sections.
The steel plate fixing frames which are manufactured in advance are erected on the stiff steel plate, and each 2m of fixing frames are placed along the length direction of the conversion beam. And then the stiff steel plates in the conversion beams are lifted by the tower crane and the automobile crane in a matching way, are placed in the clamping gaps of the fixing frame and are placed on the supporting beams.
S3: referring to fig. 2, a plurality of door frames 3 are provided, and the door frames 3 are arranged at intervals along the length direction of the stiff steel plate 1 so that the cross beams 31 of the door frames 3 cross over the stiff steel plate.
In this embodiment, two opposite columns are connected to the lower part of the cross beam 31 of the door-shaped frame 3, and the cushion layer is supported at the bottom ends of the columns. The number of the door-shaped frames is multiple, and the multiple door-shaped frames are arranged at intervals along the length direction of the stiff steel plate.
In this embodiment, the intervals between the multi-channel door-shaped frames and the intervals between the multi-channel fixing frames are respectively 2m.
S4: referring to fig. 3 and 4, a plurality of layers of gluten 41 are laid on the cross beam 31 of the multi-channel door-shaped frame 3 layer by layer from bottom to top, and a first channel steel is arranged between two adjacent layers of gluten 41 in a cushioning manner.
The gluten 41 and the bottom gluten 42 respectively comprise a plurality of combined gluten units, and each combined gluten unit comprises two unit gluten vertically overlapped together.
The gluten of conversion roof beam is vertical and the gluten ligature, and specific ligature flow is as follows, and the vertical and gluten ligature of bottom of gluten, the installation of first channel-section steel, the ligature installation of multilayer gluten is accomplished to the layer by layer like this.
S5: referring to fig. 5, a plurality of closed loop stirrups 43 are sleeved outside the multi-layer gluten 41 and the stiff steel plate 1, so that the closed loop stirrups 43 are hung on the multi-layer gluten 41.
And (3) integrally binding closed-loop stirrups outside the conversion beam, and binding and fixing the closed-loop outer stirrups with gluten.
S6: referring to fig. 6 and 7, a plurality of layers of bottom ribs 42 are laid layer by layer on the lower ends of the plurality of closed-loop stirrups 43 from bottom to top, and a second channel steel is arranged between two adjacent layers of bottom ribs 42.
The binding and fixing procedures of the multilayer bottom ribs are the same as those of the gluten, and are not repeated here.
S7: referring to fig. 8, outer torsion bars 44 are installed at opposite sides of the multi-path closed-loop stirrup 43, and horizontal tie bars 46 are installed between the outer torsion bars 44 at both sides of the closed-loop stirrup 43.
In the present embodiment, the number of the outer torsion bars 44 is multiple. Horizontal tie bars are installed between the outer tie bars 44 of the top layer on both sides of the closed loop stirrup 43. Horizontal tie bars are installed between the outer tie bars 44 of the bottom layers on both sides of the closed loop stirrups 43.
S8: vertical tie bars 47 are installed between the gluten 41 and the bottom bar 42 to form the beam skeleton 4.
In the present embodiment, the number of the vertical tie bars 47 is plural. Wherein, when installing vertical lacing wire 47, the middle part of self-closing ring stirrup is towards the both sides of closed loop stirrup and is installed multichannel vertical lacing wire 47 respectively.
After the vertical lacing wire 47 at the middle part of the closed loop stirrup is installed, a plurality of layers of inner torsion bars 45 are installed at the vertical lacing wire 47 at the middle part of the closed loop stirrup, and horizontal lacing wires 46 are respectively installed between the plurality of layers of inner torsion bars 45 and the outer torsion bars 44 at the middle layers of the two sides of the closed loop stirrup 43.
S9: a form is erected outside the beam skeleton 4 to form a casting space.
And (3) the whole construction of the steel bar binding of the conversion beam is completed, a conversion beam template can be supported, and concrete at the conversion beam part can be poured after each subsection is accepted.
S10: referring to fig. 9, concrete 5 is poured into the pouring space so that the concrete coats the beam skeleton 4 to be solidified to form the conversion beam.
The construction method of the large-section stiff support column conversion beam in the narrow space, disclosed by the application, can be used for efficiently and rapidly completing the construction of the large-section conversion beam which is densely distributed in the reinforcing steel bars and contains the stiff steel plates in the narrow space, so that the construction progress of building engineering is accelerated, and the construction method is convenient, safe and efficient.
The above description is only illustrative of the preferred embodiments of the present application and of the principles of the technology employed. It will be appreciated by persons skilled in the art that the scope of the application referred to in the present application is not limited to the specific combinations of the technical features described above, but also covers other technical features formed by any combination of the technical features described above or their equivalents without departing from the inventive concept. Such as the above-mentioned features and the technical features disclosed in the present application (but not limited to) having similar functions are replaced with each other.
Claims (6)
1. The construction method of the large-section stiff support column conversion beam in the narrow space is characterized by comprising the following steps of:
constructing a cushion layer at the pouring position of the conversion beam;
the stiff steel plate is vertically erected on the cushion layer through a fixing frame;
providing a plurality of door-shaped frames, and arranging the door-shaped frames at intervals along the length direction of the stiff steel plate, so that the cross beams of the door-shaped frames cross over the stiff steel plate;
laying multiple layers of gluten layer by layer on the cross beams of the multiple door-shaped frames from bottom to top, and filling first channel steel between two adjacent layers of gluten;
sleeving a plurality of closed loop stirrups on the outer parts of the gluten layers and the stiff steel plates, so that the closed loop stirrups are hung on the gluten layers;
laying a plurality of layers of bottom reinforcements layer by layer from bottom to top on the lower ends of the plurality of closed-loop stirrups, and arranging second channel steel between two adjacent layers of bottom reinforcements in a cushioning manner;
outer torsion bars are arranged at two opposite side parts of the closed loop stirrups, and horizontal lacing wires are arranged between the outer torsion bars at two sides of the closed loop stirrups;
installing vertical lacing wires between the gluten and the bottom gluten to form a beam framework;
erecting a template outside the beam framework to form a pouring space;
pouring concrete into the pouring space, so that the concrete coats the beam framework to be solidified to form the conversion beam;
the fixing frame comprises:
the bottom of the supporting beam is fixedly provided with two supporting legs, the supporting legs are placed on the cushion layer, and the stiff steel plate is placed on the supporting beam; and
the clamping inclined beams are respectively connected with the opposite ends of the supporting beams, the upper ends of the clamping inclined beams are obliquely arranged upwards towards the middle of the supporting beams, clamping gaps are formed between the upper ends of the clamping inclined beams, and the stiff steel plates are embedded in the clamping gaps;
the number of the fixing frames is multiple, and the multiple fixing frames are arranged along the length direction of the stiff steel plate.
2. The construction method of the large-section stiff support column conversion beam in the narrow space according to claim 1, wherein two opposite upright columns are connected to the lower portion of the cross beam of the door-shaped frame, and the cushion layer is supported at the bottom ends of the upright columns.
3. The construction method of the large-section stiff support column conversion beam in a small space according to claim 1, wherein the gluten and the bottom gluten respectively comprise a plurality of combined gluten units, and the combined gluten units comprise two unit gluten vertically overlapped together.
4. The construction method of the large-section stiff support column conversion beam in a narrow space according to claim 1, wherein the number of the outer torsion bars is multiple, the horizontal tie bars are arranged between the outer torsion bars of the top layers on two sides of the closed loop stirrup, and the horizontal tie bars are arranged between the outer torsion bars of the bottom layers on two sides of the closed loop stirrup.
5. The construction method of the large-section stiff support column conversion beam in a narrow space according to claim 4, wherein the number of the vertical lacing wires is multiple, and when the vertical lacing wires are installed, the multiple vertical lacing wires are installed from the middle part of the closed loop hooping towards the two sides of the closed loop hooping respectively.
6. The construction method of the large-section stiff support column conversion beam in a narrow space according to claim 5, wherein after the vertical tie bar in the middle of the closed loop stirrup is installed, a plurality of layers of inner tie bars are installed on the vertical tie bar in the middle of the closed loop stirrup, and horizontal tie bars are installed between the plurality of layers of inner tie bars and the outer tie bars in the middle layers on both sides of the closed loop stirrup.
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202210193908.3A CN114482403B (en) | 2022-03-01 | 2022-03-01 | Construction method of large-section stiff support column conversion beam in narrow space |
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| CN202210193908.3A CN114482403B (en) | 2022-03-01 | 2022-03-01 | Construction method of large-section stiff support column conversion beam in narrow space |
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| CN114482403B true CN114482403B (en) | 2023-09-01 |
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| JPH0235170A (en) * | 1988-07-22 | 1990-02-05 | Takenaka Komuten Co Ltd | Reinforcement preassembling method for long span beam |
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| WO2016183639A1 (en) * | 2015-05-21 | 2016-11-24 | Lifting Point Pre-Form Pty Limited | A module for a structure |
| CN106245770A (en) * | 2016-08-31 | 2016-12-21 | 中国建筑第八工程局有限公司 | Expanded letter variable cross-section annular stiff beam construction method |
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| CN107035067A (en) * | 2017-06-12 | 2017-08-11 | 中建局集团第建筑有限公司 | The variable section structure and its construction method of a kind of stiff beam |
| CN206737440U (en) * | 2017-05-10 | 2017-12-12 | 江苏省华建建设股份有限公司 | A kind of crossbeam assembling reinforcement structure |
| CN110863608A (en) * | 2019-11-20 | 2020-03-06 | 中国十七冶集团有限公司 | Construction method of large-span space section beam |
| CN113006477A (en) * | 2021-03-06 | 2021-06-22 | 中建三局集团(深圳)有限公司 | High-altitude cantilever stiff structure and construction method thereof |
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2022
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Patent Citations (10)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH0235170A (en) * | 1988-07-22 | 1990-02-05 | Takenaka Komuten Co Ltd | Reinforcement preassembling method for long span beam |
| CN103015716A (en) * | 2012-11-28 | 2013-04-03 | 泰兴市第一建筑安装工程有限公司 | Construction method for ultra-wide section conversion beam steel engineering |
| WO2016183639A1 (en) * | 2015-05-21 | 2016-11-24 | Lifting Point Pre-Form Pty Limited | A module for a structure |
| CN205712733U (en) * | 2016-03-29 | 2016-11-23 | 杭州江润科技有限公司 | Super-section strengthening concrete conversion beam formwork system |
| CN106245770A (en) * | 2016-08-31 | 2016-12-21 | 中国建筑第八工程局有限公司 | Expanded letter variable cross-section annular stiff beam construction method |
| CN106760189A (en) * | 2017-03-15 | 2017-05-31 | 湖南城市学院 | Tall building structure transfer beam construction method |
| CN206737440U (en) * | 2017-05-10 | 2017-12-12 | 江苏省华建建设股份有限公司 | A kind of crossbeam assembling reinforcement structure |
| CN107035067A (en) * | 2017-06-12 | 2017-08-11 | 中建局集团第建筑有限公司 | The variable section structure and its construction method of a kind of stiff beam |
| CN110863608A (en) * | 2019-11-20 | 2020-03-06 | 中国十七冶集团有限公司 | Construction method of large-span space section beam |
| CN113006477A (en) * | 2021-03-06 | 2021-06-22 | 中建三局集团(深圳)有限公司 | High-altitude cantilever stiff structure and construction method thereof |
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| CN114482403A (en) | 2022-05-13 |
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