CN109736440A - A kind of large-span steel staggered floor closes up installation method - Google Patents
A kind of large-span steel staggered floor closes up installation method Download PDFInfo
- Publication number
- CN109736440A CN109736440A CN201910152563.5A CN201910152563A CN109736440A CN 109736440 A CN109736440 A CN 109736440A CN 201910152563 A CN201910152563 A CN 201910152563A CN 109736440 A CN109736440 A CN 109736440A
- Authority
- CN
- China
- Prior art keywords
- layer
- installation
- girder steel
- walls structure
- core walls
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Granted
Links
Landscapes
- Joining Of Building Structures In Genera (AREA)
- Conveying And Assembling Of Building Elements In Situ (AREA)
Abstract
The present invention relates to a kind of large-span steel staggered floors to close up installation method, including following construction procedure: S1, support frame installation；S2, one layer of beam installation: one end of one layer of beam and the bracket on the Core Walls Structure of side are fixed, the other end is disconnected with the bracket on the Core Walls Structure of the other side and temporarily connect；S3, a section support column and two layers of beam installation: a section support column is installed on one layer of beam, segmentation carries out the installation of two layers of beam, and the position disconnected is opposite with one layer of beam；The installation of S4, tri-layer beams: by tri-layer beams segmental hoisting to installation site, keeping the bottom of tri-layer beams and the top of a section support column affixed, the position same layer beam that tri-layer beams disconnect；S5, periproct support column, two layers of beam reciprocal and the installation of top layer beam: two layers of beam and top layer beam reciprocal it is opposite with adjacent lower layer's beam and two layers of beam of inverse respectively with the open position of Core Walls Structure；S6, girder steel and Core Walls Structure open position weld.The present invention has the advantages that construction efficiency height and save the cost.
Description
Technical field
The present invention relates to the technical fields of Construction of Steel Structure, close up more particularly, to a kind of large-span steel vestibule staggered floor
Installation method.
Background technique
Currently, referring to Fig.1, in the installation exercise of large-span steel, the installation method of conventional steel construction be structure by
Layer installation finally is closed up, and as one end of girder steel 2 and the bracket being arranged on the Core Walls Structure 1 of 2 side of girder steel is fixed, the other end with
The Core Walls Structure 1 of 2 other side of girder steel disconnects, and the position that every layer of girder steel 2 and Core Walls Structure 1 disconnect is located at the same side, under girder steel 2
End setting support frame 3 props up girder steel 2.Such method needs to be arranged multiple since support frame 3 undertakes the whole weight of girder steel 2
Support frame 3 and the enough Qiang Caineng in support frame basis prop total, and the conjunction of design requirement need to be reached in folding structures
Hold together temperature, follow-up work not can be carried out before folding structures.
Summary of the invention
The object of the present invention is to provide a kind of construction efficiency, and high, save the cost large-span steel staggered floor closes up installation side
Method.
Foregoing invention purpose of the invention has the technical scheme that
A kind of large-span steel staggered floor closes up installation method, and the Core Walls Structure of girder steel two sides is constructed completion in advance, the Core Walls Structure
It is provided with bracket at corresponding every layer of steel beam position, the girder steel is divided into multilayer, including following construction procedure:
S1, support frame installation: multiple support frames are ridden upon and are used to support girder steel below girder steel；
S2, one layer of beam installation: by one layer of steel beam lifting to installation site and it is supported support frame to one layer of beam, by one layer of beam
One end dock fixation with the bracket on the Core Walls Structure of side, the other end is disconnected with the bracket on the Core Walls Structure of the other side, disconnect
The position of connection is temporarily connected；
S3, a section support column and the installation of two layers of beam: first by a section support column along one layer of beam length direction interval it is fixed
On one layer of beam, then segmentation carries out the installation of two layers of beam, and two layers of beam one end and side Core Walls Structure are affixed, the other end and the other side
Core Walls Structure disconnects, and the position that the position disconnected is disconnected with one layer of beam is on the contrary, the position disconnected temporarily connects
Connect mode same layer beam；
The installation of S4, tri-layer beams: by tri-layer beams segmental hoisting to installation site, make the bottom of tri-layer beams and the top of a section support column
To hold affixed, tri-layer beams one end is affixed with Core Walls Structure, and the other end is disconnected with Core Walls Structure, the position same layer beam disconnected,
It recycles S2-S4 and carries out steel girder erection；
S5, periproct column, two layers of beam reciprocal and the installation of top layer beam: first by periproct support column along between the length direction of girder steel
Every be installed on girder steel, carry out the installation of two layers of beam reciprocal, the position that two layers of beam reciprocal and Core Walls Structure disconnect with it is adjacent
Lower layer's beam disconnect position on the contrary, finally carrying out the installation of top layer beam, the position that top layer beam and Core Walls Structure disconnect with
It is opposite that two layers of beam reciprocal disconnect position；
S6, girder steel and Core Walls Structure open position weld: after top layer beam is installed, the conjunction when open position reaches joining temperature
Hold together.
By using above-mentioned technical proposal, one end of each layer girder steel is welded with the bracket on the Core Walls Structure of corresponding position
Fixation is connect, the other end is disconnected with Core Walls Structure, and the position disconnected is temporarily connected, and each layer girder steel disconnects
Position staggered floor be alternately arranged, to make the gravity of Core Walls Structure and support frame shared girder steel, to reduce the number of support frame
Amount and to the desired strength on supported underneath basis, to reduce construction cost；Due to Core Walls Structure and support frame shared
The gravity of girder steel, so subsequent construction can also be carried out before not closing up after steel girder erection completion, when so as to shorten construction
Between, improve construction efficiency.It avoids since support frame undertakes the weight of girder steel whole, needs to be arranged multiple support frames, Yi Jizhi
The enough Qiang Caineng in support basis prop total, the joining temperature of design requirement need to be reached in folding structures, in structure
The problem of follow-up work not can be carried out before closing up.
The present invention is further arranged to: the position double plate and otic placode disconnected in step S2-S5 by girder steel with
Bracket on Core Walls Structure is temporarily connected, and the top surface of girder steel and bracket is arranged in double plate and otic placode, is connected by screw bolts solid
It is fixed.
It by using above-mentioned technical proposal, is fixed temporarily, is protected by the position that double plate and otic placode will be switched off connection
Integrally-built stability is demonstrate,proved, safety is higher.
The present invention is further arranged to: being located at the section support column ox corresponding with one layer of beam at one layer of beam both ends in step S3
Bearing diagonal is set between leg, and described bearing diagonal one end is fixed on bracket, and the other end is fixed in the top of a section support column.
By using above-mentioned technical proposal, bearing diagonal can play the weight transfer for generating girder steel itself to Core Walls Structure
Effect, can make Core Walls Structure undertake the certain gravity of girder steel, reduce the setting quantity of support frame and to support frame bottom basis
Intensity requirement.
The present invention is further arranged to: the bearing diagonal and a section support column are synchronized and are installed.
By using above-mentioned technical proposal, girder steel is connected into bearing diagonal, the gravity of girder steel can be passed to core well
Heart cylinder undertakes, and reduces pressure suffered by support frame；The bearing diagonal of girder steel connection simultaneously can increase the stability between girder steel.
The present invention is further arranged to: being provided with bearing diagonal between adjacent periproct support column in step S5, is installed in steel
Bearing diagonal is set between the periproct support column at beam both ends and the bracket of top layer beam corresponding position, and described bearing diagonal one end is fixed in
On bracket, the other end is fixed in the bottom of periproct support column, bearing diagonal and adjacent tail between bracket and periproct support column
The bearing diagonal connection saved between support column is wave-shaped.
By using above-mentioned technical proposal, bearing diagonal is added between periproct support column, the whole of top girder steel can be increased
Body and stability.
The present invention is further arranged to: bearing diagonal installation synchronous with periproct support column.
By using above-mentioned technical proposal, when installing girder steel, girder steel synchronized links bearing diagonal and periproct can be made to support
Column makes the easier for installation, stable of girder steel.
The present invention is further arranged to: oval bolt hole is opened up on the otic placode.
Girder steel is not influenced by using above-mentioned technical proposal convenient for the grafting installation and later period dismounting of the bolt in construction
Deformation occurs under the action of axle power.
The present invention is further arranged to: girder steel and Core Walls Structure disconnect position setting deformation joint in step S2-S5, described
The width of deformation joint is 10-15mm.
By using above-mentioned technical proposal, extension deformation is generated for girder steel and presets suitable gap, avoids gap too small, nothing
Method completely discharges stress, and gap is too big, increases later period welding difficulty, influences the bonding strength at node.
The present invention is further arranged to: girder steel and Core Walls Structure are disconnected position and are carried out using restraining plate in step S2-S5
Be fixed temporarily, restraining plate described in multiple tracks is installed in the upper surface of girder steel and Core Walls Structure bracket, the restraining plate close to girder steel one
Hold disconnected in girder steel with Core Walls Structure opened up at position it is fluted.
By using above-mentioned technical proposal, temporary weld is carried out using the position that restraining plate will be switched off connection and is fixed, is operated
Simply, construction efficiency is high.
In conclusion advantageous effects of the invention are as follows:
1. by the way that the open position staggered floor of girder steel is arranged alternately, so that Core Walls Structure is enable to undertake the gravity of most of girder steel,
The stress of support frame is reduced, so that the quantity of support frame is reduced, simultaneously because Core Walls Structure shares the most gravity of girder steel, so
After girder steel construction is completed before open position closes up, subsequent construction can proceed with；
2. the gravity of girder steel can be made to be transmitted on Core Walls Structure well by setting bearing diagonal, and increase the stabilization of girder steel
Property；
3. carrying out the construction of upper layer girder steel by the way that deformation joint is arranged in open position or carrying out subsequent apply after girder steel completion
The load action applied in work is on girder steel, and girder steel can deformation occurs under the action of horizontal axle power, to reach axle power
The purpose of release reduces the moment of flexure that generates on Core Walls Structure to the horizontal axle power that Core Walls Structure act on of girder steel, avoid this stress and
The moment of flexure superposition that other loads generate in structure normal use process.
Detailed description of the invention
Fig. 1 is the structural schematic diagram of background technique of the invention；
Fig. 2 is one layer of beam mounting structure schematic diagram of the invention；
Fig. 3 is the prominent girder steel of the present invention and Core Walls Structure open position using otic placode and clamping plate connection schematic diagram；
Fig. 4 is the prominent girder steel of the present invention and Core Walls Structure open position using restraining plate connection schematic diagram；
Fig. 5 is the mounting structure schematic diagram of a section support column and bearing diagonal of the invention；
Fig. 6 is two layers of beam and tri-layer beams mounting structure schematic diagram of the invention；
Fig. 7 is the mounting structure schematic diagram of four layers of beam and five layers of beam of the invention.
It is the open position of Core Walls Structure and girder steel, 1, Core Walls Structure with the position that circle marks in figure, in Fig. 1-7；11, ox
Leg；2, girder steel；21, one layer of beam；22, two layers of beam；23, tri-layer beams；24, four layers of beam；25, five layers of beam；26, a section support column；27,
Bearing diagonal；28, two section support column；3, support frame；4, clamping plate；5, otic placode；6, restraining plate；61, groove.
Specific embodiment
Below in conjunction with attached drawing, invention is further described in detail.
Referring to Fig.1, by taking site operation as an example, it is five layers that girder steel 2, which divides, be followed successively by from top to bottom one layer of beam, 21, two layers of beam 22,
23, four layers of beam 24 of tri-layer beams and five layers of beam 25, in the two sides of girder steel 2, Core Walls Structure 1 is completed in construction before the installation of girder steel 2,
Core Walls Structure 1 is provided with bracket 11 at corresponding every layer of 2 position of girder steel, and bracket 11 with girder steel 2 for connecting.
Embodiment:
A kind of large-span steel staggered floor disclosed by the invention closes up installation method, including following construction procedure:
S1, support frame installation: referring to Fig. 2, the ground of 2 lower section of girder steel is rolled first and casting concrete carries out firmly
Change, to enhance the anti-pressure ability on ground, prevent ground base from sinking, the safety and girder steel 2 improved in work progress is installed
Accuracy.Three row's support frames 3 are installed on the ground for being supported to girder steel 2.
S2, the installation of one layer of beam: referring to Fig. 2, by one layer of lifting of beam 21 to installation site and make support frame 3 to one layer of beam 21 into
Row support, one end of one layer of beam 21 is docked and then is welded and fixed with the bracket 11 on side Core Walls Structure 1, the other end and the other side
Bracket 11 on Core Walls Structure 1 disconnects.Referring to Fig. 3, the position disconnected uses double plate 4 and otic placode 5 by one layer of beam 21
It is temporarily connect with the bracket 11 on Core Walls Structure 1, otic placode 5 is fixedly welded on the top surface of one layer of beam 21 and Core Walls Structure 1 respectively, double
Clamping plate 4 is folded in the two sides of otic placode 5, and oval bolt hole, the long axis direction of oval bolt hole and one layer of beam are offered on otic placode 5
21 length direction is identical, convenient for the dismounting of the grafting installation and later period of bolt in construction.In oval bolt on double plate 4
The corresponding position in hole offers screw hole, and double plate 4 is folded in the two sides of otic placode 5, is connected and fixed using high-strength bolt.Specifically
Construction procedure are as follows: respectively the top surface of one layer of beam 21 and the bracket 11 of Core Walls Structure 1 weld multiple tracks otic placode 5, then in per pass ear
Clamping plate 4 is installed in 5 two sides of plate, finally passes through clamping plate 4 and otic placode 5 with high-strength bolt and tightens.Referring to Fig. 4, further, the company of disconnection
The position connect can also be used restraining plate 6 and is fixed temporarily, and restraining plate 6 is welded on the upper surface of 1 bracket 11 of girder steel 2 and Core Walls Structure
Girder steel 2 is temporarily fixed on Core Walls Structure 1, restraining plate 6 disconnects position in girder steel 2 and Core Walls Structure 1 close to one end of girder steel 2
Place opens up fluted 61, and opening up groove 61 can make girder steel 2 that horizontal distortion occur when by axle power, so that axle power be released
It goes.
S3, a section support column and two layers of beam installation: referring to Fig. 5, first by a section support column 26 along the length of one layer of beam 21
Direction is evenly spaced is welded on one layer of beam 21 for degree, and the bottom end of a section support column 26 is welded with one layer of beam 21, top and later period
23 bottom surface of tri-layer beams of construction is welded, on a section support column 26 in the position of two layers of beam 22 to two sides integrally formed with interconnecting piece,
For connecting two layers of beam 22 of 26 two sides of a section support column.Then bearing diagonal 27 is installed, bearing diagonal 27 is mounted on 21 liang of one layer of beam
Between one section support column 26 bracket 11 corresponding with one layer of beam 21 at end, 27 one end of bearing diagonal is welded on bracket 11, the other end
It is welded with the top of a section support column 26, bearing diagonal 27 can play the weight transfer for generating girder steel 2 itself to Core Walls Structure 1
Effect can make Core Walls Structure 1 undertake the certain gravity of girder steel 2, reduce the setting quantity of support frame 3 and to 3 bottom of support frame
The intensity requirement on basis.Then it is segmented and two layers of beam 22 is installed, when installation, on two layers of 22 one end of beam and side Core Walls Structure 1
Bracket 11 be welded and fixed, the other end is disconnected with other side Core Walls Structure 1, and the position disconnected is disconnected with one layer of beam 21 to be connected
The position connect is on the contrary, the interim connection type in the position disconnected is identical as one layer of beam 21.
The installation of S4, tri-layer beams: 23 segmental hoisting of tri-layer beams to installation site is made into the bottom of tri-layer beams 23 referring to Fig. 6
It is welded with the top of a section support column 26, one end of tri-layer beams 23 and the bracket 11 on Core Walls Structure 1 weld, the other end and the other side
Bracket 11 on Core Walls Structure 1 disconnects, and the position disconnected is identical as one layer of beam 21.
S5, two section columns, four layers of beam and five layers of beam installation: referring to Fig. 7, first by two section support columns 28 along tri-layer beams
23 length direction is evenly spaced to be welded on tri-layer beams 23.After welding is completed, between two adjacent section support columns 28
Be arranged bearing diagonal 27, while be located at 23 both ends of tri-layer beams two section support columns 28 and five layers of 25 corresponding position of beam bracket 11 it
Between bearing diagonal 27 is set, 27 one end of bearing diagonal is fixed on bracket 11, and the other end is welded on the bottom of two section support columns 28, is located at
27 connecting line of bearing diagonal between bearing diagonal 27 and adjacent two sections support column 28 between bracket 11 and two section support columns 28 is in wave
Wave-like.Bearing diagonal 27 is added between two section support columns 28, the globality and stability of top girder steel 2 can be increased.Then
The installation of four layers of beam 24 is carried out, the position that four layers of beam 24 and Core Walls Structure 1 disconnect finally carries out five layers of beam 25 with two layers of beam 22
Installation, the position same layer beam 21 that five layers of beam 25 and Core Walls Structure 1 disconnect.
S6, girder steel and Core Walls Structure open position weld: after five layers of construction of beam 25 are completed, since five layers of girder steel 2 use
The construction method that staggered floor closes up makes the weight of 3 shared girder steel 2 of two sides Core Walls Structure 1 and support frame, can reduce support frame 3
Usage amount, while can proceed with subsequent construction, when environment temperature is suitable, the open position of girder steel 2 is carried out to close up welding,
After welding is completed, the clamping plate 4 for being fixed temporarily use or restraining plate 6 are removed.The quantity of support frame 3 is saved, is reduced
Construction cost does not influence subsequent construction, improves construction efficiency.
In order to reduce the axle power that girder steel 2 generates the Core Walls Structure 1 of two sides, girder steel 2 in step S2-S5 is broken with Core Walls Structure 1
Link position setting deformation joint is opened, the width of deformation joint is 10-15mm, is carrying out the construction of upper layer girder steel 2 or is completing in girder steel 2
On girder steel 2, under the action of horizontal axle power shape can occur the load action for carrying out applying in subsequent construction later for girder steel 2
Become, to achieve the purpose that discharge axle power, reduces what the horizontal axle power that girder steel 2 acts on Core Walls Structure 1 generated on Core Walls Structure 1
Moment of flexure avoids this stress and is superimposed with the moment of flexure that other loads in structure normal use process generate, and improves the stress of Core Walls Structure 1
Performance and shock resistance.Further, in order to facilitate the installation of girder steel 2, the reserved open end of girder steel 2 can be processed less in advance
10-15mm。
Compared to the mounting means of traditional large-span steel, position that the present invention disconnects each layer girder steel 2 with Core Walls Structure 1
It sets staggered floor alternately to disconnect, while will be switched off position using otic placode 5 and double plate 4 and being fixed temporarily, make Core Walls Structure 1 and support frame
The gravity of 3 shared girder steels 2, the quantity of reduction support frame 3 and such mounting means do not close up it disconnecting girder steel 2
It is preceding to continue subsequent construction after girder steel 2 is installed.
The embodiment of present embodiment is presently preferred embodiments of the present invention, not limits protection of the invention according to this
Range, therefore: the equivalence changes that all structures under this invention, shape, principle are done, should all be covered by protection scope of the present invention it
It is interior.
Claims (9)
1. a kind of large-span steel staggered floor closes up installation method, the Core Walls Structure (1) of girder steel (2) two sides is constructed completion in advance, institute
It states and is provided with bracket (11) at Core Walls Structure (1) corresponding every layer of girder steel (2) position, the girder steel (2) is divided into multilayer, it is characterised in that
Including following construction procedure:
S1, support frame installation: multiple support frames (3) are ridden upon and are used to support girder steel (2) below girder steel (2)；
S2, one layer of beam installation: to installation site and prop up support frame (3) to one layer of beam (21) one layer of girder steel (2) lifting
One end of one layer of beam (21) is docked fixation, the other end and other side Core Walls Structure with the bracket (11) on side Core Walls Structure (1) by support
(1) bracket (11) on disconnects, and the position disconnected is temporarily connected；
S3, a section support column and two layers of beam installation: between the length direction first by a section support column (26) along one layer of beam (21)
Every be installed on one layer of beam (21), then segmentation carries out the installation of two layers of beam (22), two layers of beam (22) one end and side core
Cylinder (1) is affixed, and the other end is disconnected with other side Core Walls Structure (1), and the position disconnected is disconnected with one layer of beam (21)
Position on the contrary, the interim connection type same layer beam (21) in the position disconnected；
The installation of S4, tri-layer beams: by tri-layer beams (23) segmental hoisting to installation site, make bottom and the section branch of tri-layer beams (23)
The top of dagger (26) is affixed, and tri-layer beams (23) one end and Core Walls Structure (1) are affixed, and the other end is disconnected with Core Walls Structure (1), breaks
The position same layer beam (21) of connection is opened, circulation S2-S4 carries out girder steel (2) installation；
S5, periproct column, two layers of beam reciprocal and the installation of top layer beam: first by periproct support column along the length side of girder steel (2)
To being installed on girder steel (2) for interval, the installation of two layers of beam (22) reciprocal is carried out, two layers of beam (22) reciprocal and Core Walls Structure (1) are disconnected
The position and adjacent lower layer's beam for opening connection disconnect position on the contrary, finally carrying out the installation of top layer beam, top layer beam and core
It is opposite that cylinder (1) position that disconnects with two layers of beam of inverse disconnects position；
S6, girder steel and Core Walls Structure open position weld: after top layer beam is installed, the conjunction when open position reaches joining temperature
Hold together.
2. a kind of large-span steel staggered floor according to claim 1 closes up installation method, it is characterised in that: step S2-
The position disconnected in S5 double plate (4) and otic placode (5) carry out girder steel (2) and the bracket (11) on Core Walls Structure (1)
Interim connection, double plate (4) and otic placode (5) are arranged in the top surface of girder steel (2) and bracket (11), are fixed with bolts.
3. a kind of large-span steel staggered floor according to claim 1 closes up installation method, it is characterised in that: in step S3
Bearing diagonal is set between a section support column (26) bracket (11) corresponding with one layer beam (21) at one layer of beam (21) both ends
(27), described bearing diagonal (27) one end is fixed on bracket (11), and the other end is fixed in the top of a section support column (26).
4. a kind of large-span steel staggered floor according to claim 3 closes up installation method, it is characterised in that: the oblique branch
Support (27) He Yijie support column (26), which synchronizes, is installed.
5. a kind of large-span steel staggered floor according to claim 1 closes up installation method, it is characterised in that: in step S5
It is provided with bearing diagonal (27) between adjacent periproct support column, is installed in the periproct support column and top layer beam pair at girder steel (2) both ends
Setting bearing diagonal (27) between the bracket (11) at position is answered, described bearing diagonal (27) one end is fixed on bracket (11), another
End is fixed in the bottom of periproct support column, bearing diagonal (27) and adjacent periproct branch between bracket (11) and periproct support column
Bearing diagonal (27) connection between dagger is wave-shaped.
6. a kind of large-span steel staggered floor according to claim 5 closes up installation method, it is characterised in that: the oblique branch
Support (27) installation synchronous with periproct support column.
7. a kind of large-span steel staggered floor according to claim 2 closes up installation method, it is characterised in that: the otic placode
(5) oval bolt hole is opened up on.
8. a kind of large-span steel staggered floor according to claim 1 closes up installation method, it is characterised in that: step S2-
Girder steel (2) and Core Walls Structure (1) disconnect position setting deformation joint in S5, and the width of the deformation joint is 10-15mm.
9. a kind of large-span steel staggered floor according to claim 1 closes up installation method, it is characterised in that: step S2-
Girder steel (2) is disconnected position with Core Walls Structure (1) and is fixed temporarily using restraining plate (6) in S5, restraining plate described in multiple tracks (6)
It is installed in the upper surface of bracket (11) on girder steel (2) and Core Walls Structure (1), one end of the restraining plate (6) close girder steel (2) is in steel
Beam (2) and Core Walls Structure (1), which disconnect, opens up fluted (61) at position.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201910152563.5A CN109736440B (en) | 2019-02-28 | 2019-02-28 | Staggered-layer folding installation method for large-span steel structure |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201910152563.5A CN109736440B (en) | 2019-02-28 | 2019-02-28 | Staggered-layer folding installation method for large-span steel structure |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN109736440A true CN109736440A (en) | 2019-05-10 |
| CN109736440B CN109736440B (en) | 2020-07-14 |
Family
ID=66368914
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201910152563.5A Active CN109736440B (en) | 2019-02-28 | 2019-02-28 | Staggered-layer folding installation method for large-span steel structure |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN109736440B (en) |
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110359476A (en) * | 2019-07-04 | 2019-10-22 | 中铁七局集团有限公司 | A kind of construction method of steel sheet-pile cofferdam inner support and drilled pile steel pile casting installation operation platform |
| CN111321669A (en) * | 2020-03-14 | 2020-06-23 | 中交路桥建设有限公司 | Device and method for quickly locking steel beam closure opening |
| CN113431386A (en) * | 2021-08-11 | 2021-09-24 | 中建八局第四建设有限公司 | Staggered floor steel structure building and semi-reverse construction method thereof |
| CN113431195A (en) * | 2021-07-29 | 2021-09-24 | 中国建筑西南设计研究院有限公司 | Building structure |
Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2611057B2 (en) * | 1991-02-15 | 1997-05-21 | 川崎製鉄株式会社 | How to build a building |
| CN202227476U (en) * | 2011-09-15 | 2012-05-23 | 浙江城建建设集团有限公司 | High-altitude large-span overhung corridor-type reinforced concrete structure |
| CN102839812A (en) * | 2012-09-13 | 2012-12-26 | 中建三局建设工程股份有限公司 | Intelligent construction platform for construction of super high-rise building |
| CN106088337A (en) * | 2016-07-22 | 2016-11-09 | 中国十九冶集团有限公司 | Large cantilever steel frame structure with pull rod and construction method thereof |
| JP6369244B2 (en) * | 2014-09-08 | 2018-08-08 | 株式会社Ihi | Crossing rack apparatus and crossing rack construction method |
| CN109231006A (en) * | 2018-09-26 | 2019-01-18 | 北京建工集团有限责任公司 | The construction method of hanging hang structure under a kind of steel structure truss |
-
2019
- 2019-02-28 CN CN201910152563.5A patent/CN109736440B/en active Active
Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2611057B2 (en) * | 1991-02-15 | 1997-05-21 | 川崎製鉄株式会社 | How to build a building |
| CN202227476U (en) * | 2011-09-15 | 2012-05-23 | 浙江城建建设集团有限公司 | High-altitude large-span overhung corridor-type reinforced concrete structure |
| CN102839812A (en) * | 2012-09-13 | 2012-12-26 | 中建三局建设工程股份有限公司 | Intelligent construction platform for construction of super high-rise building |
| JP6369244B2 (en) * | 2014-09-08 | 2018-08-08 | 株式会社Ihi | Crossing rack apparatus and crossing rack construction method |
| CN106088337A (en) * | 2016-07-22 | 2016-11-09 | 中国十九冶集团有限公司 | Large cantilever steel frame structure with pull rod and construction method thereof |
| CN109231006A (en) * | 2018-09-26 | 2019-01-18 | 北京建工集团有限责任公司 | The construction method of hanging hang structure under a kind of steel structure truss |
Non-Patent Citations (1)
| Title |
|---|
| 王建勋等: "巨型钢框架多核心筒结构体系中多层巨型钢桁架安装施工技术", 《施工技术》 * |
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110359476A (en) * | 2019-07-04 | 2019-10-22 | 中铁七局集团有限公司 | A kind of construction method of steel sheet-pile cofferdam inner support and drilled pile steel pile casting installation operation platform |
| CN111321669A (en) * | 2020-03-14 | 2020-06-23 | 中交路桥建设有限公司 | Device and method for quickly locking steel beam closure opening |
| CN113431195A (en) * | 2021-07-29 | 2021-09-24 | 中国建筑西南设计研究院有限公司 | Building structure |
| CN113431386A (en) * | 2021-08-11 | 2021-09-24 | 中建八局第四建设有限公司 | Staggered floor steel structure building and semi-reverse construction method thereof |
Also Published As
| Publication number | Publication date |
|---|---|
| CN109736440B (en) | 2020-07-14 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN109736440A (en) | A kind of large-span steel staggered floor closes up installation method | |
| US20230203801A1 (en) | Systems and methods for fabrication and use of brace designs for braced frames | |
| CN105603877B (en) | Large-span cable-stayed bridge steel beam locking and adjusting method | |
| CN105540460B (en) | A kind of arm crane is from jacking apparatus | |
| CN108240069A (en) | A kind of large span multi-section combined truss roof structure system and its construction method | |
| CN109231006A (en) | The construction method of hanging hang structure under a kind of steel structure truss | |
| CN101787732A (en) | Cable-stayed multi-layer framework structure and construction control method thereof | |
| CN104942506B (en) | Low-floor bogie outside beam assembling and welding tool and assembling and welding method thereof | |
| CN1169764A (en) | Steel moment resisting foame beam-to-column connections | |
| CN109736439A (en) | Welding procedure method after annular Core Walls Structure column braces across center support frame greatly | |
| CN109629450B (en) | Device, system and method for adjusting transverse linear matching of cantilever assembly of steel box girder | |
| CN205171466U (en) | Welding bottom support on integral hinge dam | |
| CN101967862B (en) | Middle-bolted slit steel plate shear wall and processing and manufacturing method thereof | |
| CN101260671B (en) | Deep pit trussed-beam type inner support prestressed force applying method | |
| CN215167758U (en) | Multifunctional operation platform for large-span truss | |
| CN212224677U (en) | Temporary fixing adjusting system for drop position of section steel beam | |
| CN114108811A (en) | Non-support mounting method for super high-rise transfer truss | |
| JP7045307B2 (en) | Construction method of suspended structure | |
| CN208472585U (en) | A kind of Y type pier Construction of continuous beam π type bracket | |
| CN106643139A (en) | Heating furnace frame structural modularization installation and construction method | |
| CN108755438A (en) | A kind of Y types pier Construction of continuous beam π types holder and its construction method of installation | |
| CN205296397U (en) | Huge node field weld construction platform of box steel truss polylinker | |
| CN218969738U (en) | Support frame for 321 type bailey trestle | |
| CN205014326U (en) | Big plate -girder stoplog installation device | |
| CN214738765U (en) | Green building frame steel column supports connected node structure |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant |