CN109779115B - Construction method of steel bar truss - Google Patents

Construction method of steel bar truss Download PDF

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Publication number
CN109779115B
CN109779115B CN201910042128.7A CN201910042128A CN109779115B CN 109779115 B CN109779115 B CN 109779115B CN 201910042128 A CN201910042128 A CN 201910042128A CN 109779115 B CN109779115 B CN 109779115B
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China
Prior art keywords
steel
bar truss
steel bar
plate
plates
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CN201910042128.7A
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CN109779115A (en
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董正申
高岳
常世海
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China Railway Construction Group Co Ltd
Beijing Engineering Co Ltd of China Railway Construction Group Co Ltd
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China Railway Construction Group Co Ltd
Beijing Engineering Co Ltd of China Railway Construction Group Co Ltd
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Publication of CN109779115A publication Critical patent/CN109779115A/en
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Abstract

The invention discloses a construction method of a steel bar truss, which realizes that a steel bar truss plate bracket is completed in one step in the component processing process, eliminates the process of installing and welding an angle steel bracket on site, reduces the on-site workload, can meet the requirement by controlling the gap deviation between the cut steel bar truss plate and a steel column within 50mm due to the arrangement of the angle steel bracket, greatly improves the slurry leakage phenomenon after the concrete pouring, reduces the installation time of a stud due to the adjusted stud interval, avoids additional studs under the condition of the original interval, saves the use amount of the stud, has simple support operation of an overhanging plate, consumes less labor, does not consider the problem of dismantling, is concealed in a decoration ceiling at the later stage, and reduces the service cycle of a scaffold at the same time.

Description

Construction method of steel bar truss
Technical Field
The invention relates to a truss construction method, in particular to a steel bar truss construction method, and belongs to the technical field of building construction.
Background
With the great advocated assembly type buildings in China, steel structure buildings are increasing day by day, steel bar truss plates are used in large quantities in steel structure building engineering, the steel bar truss plates are processed into steel bar trusses by main stress steel bars in a floor slab, and the steel bar trusses and galvanized steel plates are welded into an integrated combined structure system, all the combined structure system are processed and manufactured in factories, components can be immediately installed when being transported to a construction site, the steel bar truss plates are standard plates processed in factories, the steel bar truss plates are often required to be manually cut on site according to actual sizes after being laid to steel column positions, manual operation is difficult to control accurately, gaps at the joints of the steel bar truss plates and the steel columns are large, plugging treatment is required before subsequent concrete pouring, joint steel bars at the positions are more, manual plugging is time-consuming and labor-consuming, the effect is not obvious, traditional studs often collide with the steel bars in the welding process, the reinforcing bar is avoided to on-spot needs adjustment toggle pin position, is unfavorable for the workman to operate, and the board support of tradition encorbelmenting all adopts steel pipe frame or bowl mouth frame, takes time and labours, does not satisfy the rapidity of steel construction.
Disclosure of Invention
The invention aims to solve the problems, and provides a steel bar truss construction method, which reduces the erection of a frame body and the splicing and installation of a top plate template, obviously reduces the workload of steel bar binding on site, obviously accelerates the construction speed, improves the construction efficiency and increases the safety guarantee of site construction.
The invention achieves the aim through the following technical scheme, and the steel bar truss construction method comprises the following steps:
s1), installing a steel bar truss plate, and supporting a steel column at the joint by adopting 50 multiplied by 5 angle steel, wherein the support is connected with a steel beam in a welding mode;
s2) cutting the steel bar truss plates according to the actual size on site after the steel bar truss plates are installed, and cutting the gaps between the steel columns and the truss plates into L shapes by adopting hot-dip galvanized steel plates with the thickness of 0.75mm for plugging;
s3) adjusting and optimizing the distance between the studs of the secondary beam along the axial direction of the beam, and quickly positioning the studs by constructors according to the positions of upper chord steel bars of the steel bar truss plates and installing the studs;
s4), setting supports of the cantilever plates, wherein the cantilever plates are cantilevered by the steel bar truss plates within the range of less than 630mm, and when the cantilever size exceeds 630mm, setting angle steel supports by using steel beams at the positions of the cantilever plates;
s5) covering aerated concrete block walls on two sides of a 600mm wide steel bar truss cast-in-place plate at the position of the shaft of the ladder as an operation protection frame.
And step S1, the steel plate bracket is welded on the steel column in advance according to the floor elevation in the steel column processing and manufacturing process of the steel column in the factory.
And in the step S3, the distance between the adjusted studs and the distance between the upper chord steel bars of the steel bar truss plate is 195 mm.
And step S4, angle steel support is arranged before or during the installation of the steel beam.
And S5, constructing the floor along with the masonry of the aerated concrete block wall, and replacing the reinforced truss plates with cast-in-place reinforced concrete floors.
The invention has the beneficial effects that: the steel bar truss plate bracket is completed in one step in the component processing process, the procedure of welding the steel angle bracket in field installation is cancelled, the field workload is reduced, the steel bar truss plate can meet the requirement after being cut and the gap deviation with a steel column is controlled within 50mm due to the arrangement of the steel angle bracket, the slurry leakage phenomenon after concrete pouring is greatly improved, the installation time of the stud is reduced due to the adjusted stud distance, the additional stud under the condition of the original distance is avoided, the use amount of the stud is saved, the supporting operation of the cantilever plate is simple, the labor consumption is less, the dismantling problem is not considered, the later-stage decoration is hidden in the decoration ceiling, and the service cycle of a scaffold is reduced.
Drawings
FIG. 1 is a flow chart of the operation of the present invention.
Detailed Description
The technical solutions in the embodiments of the present invention will be clearly and completely described below with reference to the drawings in the embodiments of the present invention, and it is obvious that the described embodiments are only a part of the embodiments of the present invention, and not all of the embodiments. All other embodiments, which can be derived by a person skilled in the art from the embodiments given herein without making any creative effort, shall fall within the protection scope of the present invention.
Referring to fig. 1, a method for constructing a steel bar truss includes the following steps:
s1), installing a steel bar truss plate, and supporting a steel column at the joint by adopting 50 multiplied by 5 angle steel, wherein the support is connected with a steel beam in a welding mode;
s2) cutting the steel bar truss plates according to the actual size on site after the steel bar truss plates are installed, and cutting the gaps between the steel columns and the truss plates into L shapes by adopting hot-dip galvanized steel plates with the thickness of 0.75mm for plugging;
s3) adjusting and optimizing the distance between the studs of the secondary beam along the axial direction of the beam, and quickly positioning the studs by constructors according to the positions of upper chord steel bars of the steel bar truss plates and installing the studs;
s4), setting supports of the cantilever plates, wherein the cantilever plates are cantilevered by the steel bar truss plates within the range of less than 630mm, and when the cantilever size exceeds 630mm, setting angle steel supports by using steel beams at the positions of the cantilever plates;
s5) covering aerated concrete block walls on two sides of a 600mm wide steel bar truss cast-in-place plate at the position of the shaft of the ladder as an operation protection frame.
And step S1, the steel plate bracket is welded on the steel column in advance according to the floor elevation in the steel column processing and manufacturing process of the steel column in the factory.
And in the step S3, the distance between the adjusted studs and the distance between the upper chord steel bars of the steel bar truss plate is 195 mm.
And step S4, angle steel support is arranged before or during the installation of the steel beam.
And S5, constructing the floor along with the masonry of the aerated concrete block wall, and replacing the reinforced truss plates with cast-in-place reinforced concrete floors.
Example (b):
the following describes the specific implementation of the present embodiment in detail:
(1) and (3) installing a steel bar truss plate, and supporting a steel column at the joint by adopting 50 multiplied by 5 angle steel, wherein the support is connected with the steel beam in a welding mode.
And welding the steel plate support on the steel column according to the floor elevation in the process of processing and manufacturing the steel column in a factory, so that the steel bar truss plate support is completed at one time in the component processing process, and the process of installing and welding the angle steel support on site is cancelled.
(2) After the bar truss plates are installed, cutting is carried out according to the actual size on site, and the gaps between the steel columns and the truss plates after cutting are cut into L shapes by adopting hot-dip galvanized steel plates with the thickness of 0.75mm for plugging
(3) Stud adoptionSetting, the row number is determined by design according to the beam width, and the secondary beam stud distance (along the beam axis direction) is carried outThe adjustment is optimized, the distance between the studs after adjustment is equal to the distance between the upper chord steel bars of the steel bar truss plate, namely 195mm, and constructors can quickly position the studs according to the positions of the upper chord steel bars of the steel bar truss plate, so that the time is saved, meanwhile, additional studs under the condition of the original distance are avoided, and the use amount of the studs is saved.
(4) The setting board of encorbelmenting supports, and the board of encorbelmenting relies on reinforcing bar truss plate self to encorbelment the satisfaction in the within range that is less than 630mm, and the girder steel that utilizes its position when the size of encorbelmenting to exceed 630mm sets up the angle steel and supports, and to the board of encorbelmenting that needs set up the support frame and carry out interim support, the girder steel that utilizes its position sets up the angle steel and supports for before the girder steel installation or the setting that the installation carried out angle steel simultaneously and.
(5) The building design drawing is combined, aerated concrete block walls are additionally arranged on two sides of a 600mm wide steel bar truss cast-in-place plate at the position of the stairwell and serve as operation protection frames, the floor is built together with the wall, meanwhile, the steel bar truss plate is omitted and the steel bar truss cast-in-place plate is changed into a cast-in-place reinforced concrete floor, and the service cycle of the scaffold is shortened.
It will be evident to those skilled in the art that the invention is not limited to the details of the foregoing illustrative embodiments, and that the present invention may be embodied in other specific forms without departing from the spirit or essential attributes thereof. The present embodiments are therefore to be considered in all respects as illustrative and not restrictive, the scope of the invention being indicated by the appended claims rather than by the foregoing description, and all changes which come within the meaning and range of equivalency of the claims are therefore intended to be embraced therein. Any reference sign in a claim should not be construed as limiting the claim concerned.
Furthermore, it should be understood that although the present description refers to embodiments, not every embodiment may contain only a single embodiment, and such description is for clarity only, and those skilled in the art should integrate the description, and the embodiments may be combined as appropriate to form other embodiments understood by those skilled in the art.

Claims (1)

1. A construction method of a steel bar truss is characterized by comprising the following steps: the method comprises the following steps:
s1) installing a steel bar truss plate, adopting a 50 x 5 angle steel bracket at the joint of a steel column, and connecting the bracket and the steel beam in a welding mode, wherein the steel plate bracket is welded on the steel column in advance according to the floor elevation in the steel column processing and manufacturing process of a factory by welding the S1 angle steel bracket;
s2) cutting the steel bar truss plates according to the actual size on site after the steel bar truss plates are installed, and cutting the gaps between the steel columns and the truss plates into L shapes by adopting hot-dip galvanized steel plates with the thickness of 0.75mm for plugging;
s3), adjusting and optimizing the distance between the secondary beam studs along the beam axis direction, quickly positioning the studs by constructors according to the positions of upper chord steel bars of the steel bar truss plates, and installing the studs, wherein the distance between the studs adjusted in the step S3 and the distance between the upper chord steel bars of the steel bar truss plates are 195 mm;
s4), setting the support of an overhanging plate, wherein the overhanging plate is satisfied by depending on the self-overhanging of a steel bar truss plate within the range of less than 630mm, and when the overhanging size exceeds 630mm, setting an angle steel support by using the steel beam at the position of the overhanging plate, and setting the angle steel support before or during the installation of the steel beam in the step S4;
s5) covering aerated concrete block walls on two sides of a 600mm wide steel bar truss cast-in-place plate at the position of the shaft as an operation protective frame, constructing the floor slab with the aerated concrete block walls in the step S5 together, and replacing the steel bar truss plate with a cast-in-place steel bar concrete floor slab.
CN201910042128.7A 2019-01-17 2019-01-17 Construction method of steel bar truss Active CN109779115B (en)

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CN201910042128.7A CN109779115B (en) 2019-01-17 2019-01-17 Construction method of steel bar truss

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CN201910042128.7A CN109779115B (en) 2019-01-17 2019-01-17 Construction method of steel bar truss

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CN109779115A CN109779115A (en) 2019-05-21
CN109779115B true CN109779115B (en) 2020-11-24

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Citations (6)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN203867216U (en) * 2014-04-02 2014-10-08 北京六建集团有限责任公司 Detachable steel frame supporting structure for ultra-high-rise building cantilevered plate
CN104499572A (en) * 2014-10-23 2015-04-08 广州大学 Earthquake-resistant wall and steel beam connecting node
CN206503230U (en) * 2017-01-24 2017-09-19 白月祥 A kind of fabricated steel building
CN207063169U (en) * 2017-06-21 2018-03-02 浙江越宫钢结构有限公司 A kind of steel frame embeds shear wall system house
CN207419711U (en) * 2017-11-14 2018-05-29 重庆凌锋投资管理有限公司 Steel plate shear force wall and the connection structure of steel bar girder floor plates
KR20180061566A (en) * 2016-11-29 2018-06-08 (주)엔테이지 Steel Frame Construction Method With Double T-Shaped Joint Structure

Patent Citations (6)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN203867216U (en) * 2014-04-02 2014-10-08 北京六建集团有限责任公司 Detachable steel frame supporting structure for ultra-high-rise building cantilevered plate
CN104499572A (en) * 2014-10-23 2015-04-08 广州大学 Earthquake-resistant wall and steel beam connecting node
KR20180061566A (en) * 2016-11-29 2018-06-08 (주)엔테이지 Steel Frame Construction Method With Double T-Shaped Joint Structure
CN206503230U (en) * 2017-01-24 2017-09-19 白月祥 A kind of fabricated steel building
CN207063169U (en) * 2017-06-21 2018-03-02 浙江越宫钢结构有限公司 A kind of steel frame embeds shear wall system house
CN207419711U (en) * 2017-11-14 2018-05-29 重庆凌锋投资管理有限公司 Steel plate shear force wall and the connection structure of steel bar girder floor plates

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