CN105781107A - Method for setting construction joint in bracket position at end of steel reinforced concrete column in sliding formwork technique - Google Patents
Method for setting construction joint in bracket position at end of steel reinforced concrete column in sliding formwork technique Download PDFInfo
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- CN105781107A CN105781107A CN201410824306.9A CN201410824306A CN105781107A CN 105781107 A CN105781107 A CN 105781107A CN 201410824306 A CN201410824306 A CN 201410824306A CN 105781107 A CN105781107 A CN 105781107A
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Abstract
The invention relates to a method for setting a construction joint in a bracket position at the end of a steel reinforced concrete column in a sliding formwork technique. The method comprises the steps that firstly, carrying bars are fixed to the end of the steel reinforced concrete column of each layer; secondly, combined formworks are arranged on the two sides of a steel reinforced concrete beam; thirdly, a first sliding formwork and a second sliding formwork are arranged on the two sides of the steel reinforced concrete beam, and a folded formwork is arranged on the inner side of the second sliding formwork; fourthly, the first sliding formwork and the second sliding formwork are lifted to the position of the top surface in a sliding mode, and the folded formwork reaches the first sliding formwork in the opening direction and is connected with the first sliding formwork through plug pins; fifthly, tension screws are fixed to the combined formworks and the folded formwork; sixthly, concrete is poured; seventhly, the folded formwork is moved to the second sliding formwork in the retracting direction and connected with the second sliding formwork through plug pins; eighthly, the carrying bars are dug out, adhesive tape sealing threaded sleeves is opened, and the carrying bars are connected; and ninthly, the first sliding formwork and the second sliding formwork are lifted to the structural construction position of the next layer in a sliding mode, and the combined formworks are taken out and moved to the construction position of the next layer. By the adoption of the method, the construction speed of a structure is increased, and semi-mechanized construction is guaranteed.
Description
Technical field
The present invention relates to the steel reinforced concrete styletable bracket position construction joint placement method in a kind of slipform process.
Background technology
At present, adopt the frame-core tube system of stiffness steel reinforced concrete structure, generally encorbelmenting in Core Walls Structure steel reinforced concrete sleeper end a segment type steel corbel, being connected by girder with rolled steel section en cased in concrete with outside framework profile steel concrete column, thus forming an overall lateral resisting structure system.With regard to the slipform process that the more difficult employing Core Walls Structure of this structural system is constructed in advance, generally adopt traditional template system by technique with layer integral construction of housing trestle and Core Walls Structure.This kind of construction technology speed is slow, and construction layer operation is crossing many, and construction space is fettered.
Summary of the invention
It is contemplated that overcome the defect of prior art, steel reinforced concrete styletable bracket position construction joint placement method in a kind of slipform process is provided, solving core wall structure adopts slipform process in the problem of section steel beam bracket position construction joint indwelling, optimize the construction technology of structure, improve the speed of application of structure and ensure that semi-mechanization is constructed.
In order to solve above-mentioned technical problem, the present invention is achieved in that
Steel reinforced concrete styletable bracket position construction joint placement method in a kind of slipform process, it is characterised in that comprise the steps:
Step one: before every stratotype steel concrete column stay in place form supports, principal rod at the pre-fixed girder with rolled steel section en cased in concrete meeting anchorage length of its styletable, and I grade of straight thread connector is set in the connection cross section of girder with rolled steel section en cased in concrete Yu profile steel concrete column, joint adopts adhesive tape to be wound around and closes, and described girder with rolled steel section en cased in concrete is I shape shaped steel；
Step 2: gang form is set in girder with rolled steel section en cased in concrete both sides, gang form includes the flat board that two panels is symmetrical, two panels flat board be stitched together after the I shape shape of one hollow of intermediate formation, the one side of two panels flat board is provided with latch, another side is provided with taper dabbing tip, the one side being provided with taper dabbing tip touch concrete surface, and two panels flat board is fixed by latch；
Step 3: girder with rolled steel section en cased in concrete be respectively arranged on the left side and the right side the first sliding formwork and the second sliding formwork, be positioned at inside the second sliding formwork of girder with rolled steel section en cased in concrete bottom and be provided with amounting to template, this is amounted to and is connected by folding between template with the second sliding formwork；
Step 4: the first sliding formwork and the second sliding formwork are sliding to top side location, open and amount to template, along opening direction to the first sliding formwork, and is integrally connected by latch with the first sliding formwork；
Step 5: fix Screw arbor with nut at both-ends in template with amounting in the gang form left and right sides；
Step 6: the sliding formwork of non-bracket position supports complete, casting concrete；
Step 7: after concrete setting, removes Screw arbor with nut at both-ends, opens latch, will amount to template along regaining direction to the second sliding formwork, and is connected by latch interim fixing with the second sliding formwork；
Step 8: dig out the principal rod with straight screw sleeve on girder with rolled steel section en cased in concrete cross section, opens the adhesive tape of sealing thread sleeve, connects principal rod；
Step 9: by sliding to the first sliding formwork and the second sliding formwork to next Rotating fields construction location, take out gang form and move to next layer of construction location.
Steel reinforced concrete styletable bracket position construction joint placement method in described slipform process, it is characterised in that: described profile steel concrete column is Core Walls Structure.
The invention has the beneficial effects as follows: on the basis of form construction technology, adopt this steel concrete styletable bracket position construction joint placement method, bracket by girder with rolled steel section en cased in concrete position of encorbelmenting to Core Walls Structure Shaped Steel concrete sleeper end, the method adopting gang form and the pre-buried steel reinforced concrete beam steel meeting anchorage length with straight screw sleeve, solving core wall structure adopts slipform process in the problem of section steel beam bracket position construction joint indwelling, optimize the construction technology of structure, improve the speed of application of structure and ensure that semi-mechanization is constructed.
Accompanying drawing explanation
Below in conjunction with drawings and embodiments, the present invention is described in further detail:
Fig. 1 is the structural representation of the present invention.
Fig. 2 is the structural representation that profile steel concrete column is connected node with girder with rolled steel section en cased in concrete.
Fig. 3 is the structural representation of gang form.
Fig. 4 is the structural representation in Fig. 3 side-looking direction.
Detailed description of the invention
As depicted in figs. 1 and 2: the steel reinforced concrete styletable bracket position construction joint placement method in a kind of slipform process, comprise the steps:
Step one: before every stratotype steel concrete column 1 stay in place form supports, principal rod 3 at the pre-fixed girder with rolled steel section en cased in concrete 2 meeting anchorage length of its styletable, and I grade of straight thread connector 4 is set in the connection cross section of girder with rolled steel section en cased in concrete Yu profile steel concrete column, joint adopts adhesive tape to be wound around and closes, and described girder with rolled steel section en cased in concrete is I shape shaped steel；
Step 2: gang form 5 is set in girder with rolled steel section en cased in concrete both sides, as shown in Figure 3 and Figure 4, gang form includes the symmetrical flat board that two panels is made up of the steel form that 3mm is thick, two panels flat board be stitched together after the I shape shape of one hollow of intermediate formation, the one side of two panels flat board is provided with latch 51, another side is provided with taper dabbing tip 52, and the one side being provided with taper dabbing tip touch concrete surface, and two panels flat board is fixed by latch；
Step 3: girder with rolled steel section en cased in concrete be respectively arranged on the left side and the right side the first sliding formwork 6 and the second sliding formwork 7, be positioned at inside the second sliding formwork of girder with rolled steel section en cased in concrete bottom and be provided with amounting to template 8, this is amounted to and is connected by folding 9 between template with the second sliding formwork；
Step 4: the first sliding formwork and the second sliding formwork are sliding to top side location, open and amount to template, along opening direction A to first sliding formwork, and is integrally connected by latch with the first sliding formwork；
Step 5: fix Screw arbor with nut at both-ends 10 in template with amounting in the gang form left and right sides；
Step 6: the sliding formwork of non-bracket position supports complete, casting concrete；
Step 7: after concrete setting, removes Screw arbor with nut at both-ends, opens latch, will amount to template along regaining direction B to second sliding formwork, and is connected by latch interim fixing with the second sliding formwork；
Step 8: dig out the principal rod with straight screw sleeve on girder with rolled steel section en cased in concrete cross section, opens the adhesive tape of sealing thread sleeve, connects principal rod；
Step 9: by sliding to the first sliding formwork and the second sliding formwork to next Rotating fields construction location, take out gang form and move to next layer of construction location.
Described profile steel concrete column is Core Walls Structure.
Claims (2)
1. the steel reinforced concrete styletable bracket position construction joint placement method in a slipform process, it is characterised in that comprise the steps:
Step one: before every stratotype steel concrete column stay in place form supports, principal rod at the pre-fixed girder with rolled steel section en cased in concrete meeting anchorage length of its styletable, and I grade of straight thread connector is set in the connection cross section of girder with rolled steel section en cased in concrete Yu profile steel concrete column, joint adopts adhesive tape to be wound around and closes, and described girder with rolled steel section en cased in concrete is I shape shaped steel；
Step 2: gang form is set in girder with rolled steel section en cased in concrete both sides, gang form includes the flat board that two panels is symmetrical, two panels flat board be stitched together after the I shape shape of one hollow of intermediate formation, the one side of two panels flat board is provided with latch, another side is provided with taper dabbing tip, the one side being provided with taper dabbing tip touch concrete surface, and two panels flat board is fixed by latch；
Step 3: girder with rolled steel section en cased in concrete be respectively arranged on the left side and the right side the first sliding formwork and the second sliding formwork, be positioned at inside the second sliding formwork of girder with rolled steel section en cased in concrete bottom and be provided with amounting to template, this is amounted to and is connected by folding between template with the second sliding formwork；
Step 4: the first sliding formwork and the second sliding formwork are sliding to top side location, open and amount to template, along opening direction to the first sliding formwork, and is integrally connected by latch with the first sliding formwork；
Step 5: fix Screw arbor with nut at both-ends in template with amounting in the gang form left and right sides；
Step 6: the sliding formwork of non-bracket position supports complete, casting concrete；
Step 7: after concrete setting, removes Screw arbor with nut at both-ends, opens latch, will amount to template along regaining direction to the second sliding formwork, and is connected by latch interim fixing with the second sliding formwork；
Step 8: dig out the principal rod with straight screw sleeve on girder with rolled steel section en cased in concrete cross section, opens the adhesive tape of sealing thread sleeve, connects principal rod；
Step 9: by sliding to the first sliding formwork and the second sliding formwork to next Rotating fields construction location, take out gang form and move to next layer of construction location.
2. the steel reinforced concrete styletable bracket position construction joint placement method in slipform process according to claim 1, it is characterised in that: described profile steel concrete column is Core Walls Structure.
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| Application Number | Priority Date | Filing Date | Title |
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| CN201410824306.9A CN105781107B (en) | 2014-12-26 | 2014-12-26 | Steel reinforced concrete styletable bracket position construction joint placement method in slipform process |
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| Application Number | Priority Date | Filing Date | Title |
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| CN201410824306.9A CN105781107B (en) | 2014-12-26 | 2014-12-26 | Steel reinforced concrete styletable bracket position construction joint placement method in slipform process |
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| CN105781107A true CN105781107A (en) | 2016-07-20 |
| CN105781107B CN105781107B (en) | 2017-11-07 |
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Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101979791A (en) * | 2010-12-02 | 2011-02-23 | 北京建工集团有限责任公司 | Ring beam and annular corbel column reinforced connection joint and construction method thereof |
| CN103437425A (en) * | 2013-08-27 | 2013-12-11 | 陕西建科兴业钢结构有限公司 | Connecting joint of prefabricated hollow steel-reinforced concrete column and steel beam and construction method |
| CN103806660A (en) * | 2014-01-17 | 2014-05-21 | 永升建设集团有限公司 | Stiff concrete structure beam-column node construction method |
| CN104032956A (en) * | 2014-06-24 | 2014-09-10 | 天津二十冶建设有限公司 | Construction method for connecting reinforced concrete beams with steel reinforced concrete columns |
-
2014
- 2014-12-26 CN CN201410824306.9A patent/CN105781107B/en active Active
Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101979791A (en) * | 2010-12-02 | 2011-02-23 | 北京建工集团有限责任公司 | Ring beam and annular corbel column reinforced connection joint and construction method thereof |
| CN103437425A (en) * | 2013-08-27 | 2013-12-11 | 陕西建科兴业钢结构有限公司 | Connecting joint of prefabricated hollow steel-reinforced concrete column and steel beam and construction method |
| CN103806660A (en) * | 2014-01-17 | 2014-05-21 | 永升建设集团有限公司 | Stiff concrete structure beam-column node construction method |
| CN104032956A (en) * | 2014-06-24 | 2014-09-10 | 天津二十冶建设有限公司 | Construction method for connecting reinforced concrete beams with steel reinforced concrete columns |
Non-Patent Citations (2)
| Title |
|---|
| 范波等: ""中国华电大厦结构设计"", 《建筑结构》 * |
| 赵雅等: ""型钢混凝土组合结构深化设计及施工技术"", 《赵雅第五届全国钢结构工程技术交流会论文集》 * |
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