CN107100271B - A method of steel member camber is adjusted using adjustable drawbar - Google Patents
A method of steel member camber is adjusted using adjustable drawbar Download PDFInfo
- Publication number
- CN107100271B CN107100271B CN201710355445.5A CN201710355445A CN107100271B CN 107100271 B CN107100271 B CN 107100271B CN 201710355445 A CN201710355445 A CN 201710355445A CN 107100271 B CN107100271 B CN 107100271B
- Authority
- CN
- China
- Prior art keywords
- steel member
- adjustable drawbar
- section
- steel
- adjustable
- 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.)
- Active
Links
Classifications
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
- E04B1/342—Structures covering a large free area, whether open-sided or not, e.g. hangars, halls
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
- E04B1/18—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons
- E04B1/24—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons the supporting parts consisting of metal
Landscapes
- Engineering & Computer Science (AREA)
- Architecture (AREA)
- Physics & Mathematics (AREA)
- Electromagnetism (AREA)
- Civil Engineering (AREA)
- Structural Engineering (AREA)
- Bridges Or Land Bridges (AREA)
Abstract
A method of steel member camber being adjusted using adjustable drawbar, comprises the following steps that step 1, technique preparation；Whether step 2, review adjustable drawbar tensile capacity are enough；Step 3, the absolute altitude of the connector of the preparatory connection adjustable drawbar inbuilt on the body construction of review and plan-position；Steel member is tentatively connect by step 4 in main structure；Step 5, one end of adjustable drawbar are detachably connected with main structure, are fixedly connected with steel；Step 6 measures steel member key section actual elevation and root actual elevation；Step 7 adjusts at adjustable drawbar to final theoretical elevation location；Step 8 finally fixes steel member；Step 9 adjusts adjustable drawbar, gradually unloads to steel member.Security risk big technical problem when the invention solves traditional construction methods to install large span or long cantilever construction part time length, construction cost is high, installation accuracy is low and installs to the component being located on the outside of structure.
Description
Technical field
The present invention relates to a kind of methods for adjusting steel structure girder camber using adjustable drawbar.
Background technique
With the progress of Building technology, more and more super high-rise buildings or public building are in order to realize construction style and function
The diversification of energy is provided with more large span or super large cantilevered structure.The application of large span or long cantilever construction, can be more effective
Utilize space resource, more lower spaces are provided, avoid column net from causing to build the missing of aesthetic feeling, and by building
Large-scale overhanging steel structure after building design minute design can more give strong artistic feeling.Such large span or large cantilever knot
The general present position of component is higher, component is heavier, needs the higher pre- arch camber of precision.It is such using traditional construction method construction
Often there are the following problems for component: the set-up time is more, construction cost is high, the precision of large cantilever component installation is low, while installing outstanding
Choosing component during steel construction, to be located at the security risk generated when installation on the outside of structure big.
Summary of the invention
The object of the present invention is to provide a kind of methods for adjusting steel structure girder camber using adjustable drawbar, to solve tradition
Construction method installation large span or long cantilever construction part time it is long, construction cost is high, installation accuracy is low and to being located at structure
Security risk big technical problem when the component in outside is installed.
To achieve the above object, the present invention adopts the following technical scheme that.
A method of steel construction camber being adjusted using adjustable drawbar, including steps are as follows.
Step 1, technique preparation；Obtain the pre- springing height value in the crucial section of steel member to be installed, and comprehensive welding shadow
Deflection value c is rung, determines the final theoretical absolute altitude in steel member key section.
Step 2 is checked in installation process and the crucial section of steel member is pulled to step by designed elevation using adjustable drawbar
In one when final theory absolute altitude, whether adjustable drawbar tensile capacity is enough.
Step 3 checks the absolute altitude to connect the connector of adjustable drawbar inbuilt on the body construction in advance before installing
And plan-position.
Steel member is hung at designed elevation by step 4, with pre-plugged on the body construction, to connect steel member
Built-in fitting is tentatively connected.
Adjustable drawbar is hung to above steel member by step 5, and the connector on one end and main structure of adjustable drawbar can
Dismantling connection, the other end are fixedly connected with steel member.
Step 6 measures steel member key section actual elevation and root actual elevation, and show that steel member key is cut
The actual elevation in face and theoretical absolute altitude deviation.
Step 7 adjusts adjustable drawbar, gradually applies tension load to steel member, by the sectional position initial adjustment of steel member key
At the final theoretical elevation location in the whole steel member key section determined into step 1.
Step 8, check steel member key section actual elevation, and continue adjust adjustable drawbar until actual elevation with
Final theory absolute altitude zero deflection, finally fixes overhanging steel member.
Step 9 adjusts adjustable drawbar, gradually unloads to overhanging steel member, while monitoring measurement overhanging steel member
Downwarp size, is equal to steel member to be installed self weight to downwarp height value and uniformly distributed mobile load of constructing causes deflection value a and welding influence
After the sum of deflection value c, i.e. a+c, continuation gradually carries out unloading mount components, unloads completely after no longer downwarp to be monitored.
Preferably, steel member described in step 1 is cantilever steel girder or the steel to be successively spliced by one group of girder steel unit
Beam；When the steel member is cantilever steel girder, crucial section is overhanging end face；When the steel member be by one group of girder steel unit according to
When the secondary girder steel being spliced, crucial section is girder steel spaning middle section.
Preferably, in step 1 the crucial section of steel member pre- springing height value dead load as suffered by steel member and 1/2
Obtained by mobile load superposition calculation, this pre- springing height value is equal to the crucial section of steel member during the installation process due to being self-possessed and constructing
Uniformly distributed mobile load causes deflection value a and the summation for being installed deflection value b caused by rear floow load, i.e. a+b；Comprehensive welding influences
After deflection value c, the final theoretical absolute altitude in crucial section are as follows: the designed elevation in a+b+c+ key section.
Preferably, adjustable drawbar described in step 2 includes a sleeve sections and two linkage sections；The sleeve sections
Both ends are equipped with internal screw thread, and wherein one end is levogyrate inner thread, and the other end is dextrorotation internal screw thread；One end of the linkage section
Equipped with connection otic placode, the other end is equipped with external screw thread corresponding with internal screw thread on sleeve sections；Between the linkage section and sleeve sections
Pass through the adjustable connection of screw thread.
Preferably, the steel pole to turnbarrel section is equipped on the sleeve sections of the adjustable drawbar, close to middle position.
Preferably, connector described in step 3 includes connecting plate and lifting lug one；The connecting plate is fixedly connected on main body
On texture edge；The lifting lug one is connected on connecting plate；Built-in fitting in the step 4 is to be welded to connect in main structure
On bracket.
Preferably, adjustable drawbar and connector are detachably connected the connection specifically, adjustable drawbar one end in step 5
It is connected between otic placode and lifting lug one by pin shaft；Adjustable drawbar is fixedly connected with the company of the specially adjustable drawbar other end with steel member
It is welded to connect between ear connecting plate and lifting lug two.
Preferably, the specific method of adjustment adjustable drawbar described in step 7 is the sleeve sections for rotating adjustable drawbar, makes to cover
It is gradually tightened between cylinder section and linkage section, adjusts the reality in crucial section by increasing the pulling force that adjustable drawbar generates steel member
Border springing height value.
Preferably, carrying out final fixing means to overhanging steel member described in step 8 is to cooperate to weld using high-strength bolt
It connects and is connected and fixed.
Preferably, the specific method of adjustment adjustable drawbar described in step 9 is the sleeve sections for reversely rotating adjustable drawbar,
Make gradually to unscrew between sleeve sections and linkage section, adjusts crucial section by reducing the pulling force that adjustable drawbar generates steel member
Practical downwarp value.
Beneficial effects of the present invention are as follows.
1, present invention installation requires execution conditions low, and installation component is not limited by construction site condition；Compare traditional approach
It avoids and sets up a large amount of frame bodies, save money and manpower and material resources.
2, the present invention directly adjusts the springing height in steel member key section with adjustable drawbar, can greatly improve construction effect
Rate shortens the construction period of cantilever steel girder installation.
It 3, is pivot pin connection between adjustable drawbar and main structure or steel member in the present invention, working measure is simply easy
It tears open, construction efficiency can be greatly improved, shorten the construction period of cantilever steel girder installation；And due to adjustable drawbar and main structure it
Between it is detachable, component used in compensation linkage installation system can all realize turnover, it can be achieved that zero loss.
4, the present invention in method to the actual elevation in steel member key section be repeated adjusting meet, it is compound, thus
Keep cantilever steel girder installation accuracy higher.
5, the method adjusting steel member camber in the present invention is safe and reliable, so that the safe of cantilever steel girder installation personnel obtains
To guarantee；
6, the method in the present invention is suitable for the large span or large cantilever steel knot that required precision is higher and execution conditions are limited
The installation of structure.
Detailed description of the invention
Present invention will be further explained below with reference to the attached drawings and examples.
Fig. 1 is the front schematic view of adjustable drawbar in the present invention.
Fig. 2 is the side schematic view of adjustable drawbar in the present invention.
Fig. 3 is a kind of embodiment schematic diagram that steel member is connect with main structure in the present invention.
A kind of embodiment schematic diagram when Fig. 4 is the actual elevation in the crucial section of adjustable drawbar adjustment in the present invention.
Appended drawing reference: 1- steel member, 2- main structure, 3- adjustable drawbar, 31- sleeve sections, 32- linkage section, 33-
Steel pole, 4- connecting plate, 5- lifting lug one, 6- lifting lug two.
Specific embodiment
As shown in Figs 1-4, this method for adjusting steel construction camber using adjustable drawbar, including steps are as follows.
Step 1, technique preparation；Obtain the pre- springing height value in the crucial section of steel member 1 to be installed, and comprehensive welding
Deflection value c is influenced, determines the final theoretical absolute altitude in the crucial section of steel member 1.
Step 2 is checked in installation process and the crucial section of steel member 1 is pulled to step by designed elevation using adjustable drawbar 3
In rapid one when final theory absolute altitude, whether 3 tensile capacity of adjustable drawbar is enough；3 tensile capacity of adjustable drawbar is checked to calculate:
Load is girder steel self weight+construction live load, calculates 3 limit tensile capacity of adjustable drawbar, compares the size of the two.
Step 3 checks the inbuilt mark to connect the connector of adjustable drawbar 3 in main structure 2 in advance before installing
High and plan-position.
Steel member 1 is hung at designed elevation, with pre-plugged in main structure by step 4 using lifting machine cooperation jack
The upper, built-in fitting to connect steel member 1 is tentatively connected, and is temporarily connected by 1 end of steel member and is calculated requirement, calculates and wear
The bearing capacity for entering corresponding connection bolt or welded steel beam installation locating clamp plate temporarily install to steel member 1 and be fixed.
Adjustable drawbar 3 is hung to 1 top of steel member, one end of adjustable drawbar 3 and the connection in main structure 2 by step 5
Part is detachably connected, and the other end is fixedly connected with steel member 1.
Step 6 measures the crucial section actual elevation of steel member 1 and root actual elevation, and show that steel member 1 is crucial
The actual elevation in section and theoretical absolute altitude deviation.
Step 7 adjusts adjustable drawbar 3, inclined by the actual elevation and theoretical absolute altitude in the crucial section of the steel member 1 obtained
Difference, determining that adjustable drawbar 3 rotates a circle according to setting angle can make both ends absolute altitude promote numerical value, by adjustable drawbar 3 to steel structure
Part 1 gradually applies tension load, and the crucial sectional position of steel member 1 is just adjusted into step 1 to crucial section of steel member 1 determined
At the final theoretical elevation location in face, angle of the setting angle between adjustable drawbar 3 and steel member 1, in the range of
30 °~60 °.
Step 8, the actual elevation in the crucial section of review steel member 1, and continue to adjust adjustable drawbar 3 until actual elevation
With final theoretical absolute altitude zero deflection, overhanging steel member 1 is finally fixed.
Step 9 adjusts adjustable drawbar 3, gradually unloads to overhanging steel member 1, while monitoring measurement overhanging steel member
1 downwarp size, is equal to steel member 1 to be installed self weight to downwarp height value and uniformly distributed mobile load of constructing causes deflection value a and welding
The sum of deflection value c is influenced, i.e. after a+c, continuation gradually carries out unloading mount components, unloads completely after no longer downwarp to be monitored, at this time.
In the present embodiment, steel member 1 described in step 1 be cantilever steel girder or successively to be spliced by one group of girder steel unit and
At girder steel；When the steel member 1 is cantilever steel girder, crucial section is overhanging end face；When the steel member 1 is by one group of steel
When the girder steel that beam element is successively spliced, crucial section is girder steel spaning middle section.
In the present embodiment, pre- springing height value dead load as suffered by steel member 1 in the crucial section of steel member 1 in step 1
(being generally self-possessed) (generally construction live load takes 2.5KN/m with 1/2 mobile load2) superposition calculation gained, this pre- springing height value
Equal to steel member 1 crucial section during the installation process since uniformly distributed mobile load of being self-possessed and construct causes deflection value a and is installed
The summation of deflection value b caused by floow load afterwards；The calculating load of deflection value b caused by floow load after being installed are as follows:
There is girder steel self weight+slab thickness self weight+flooring dead load+floor live load in 1/2(overhanging place)；Consider to pacify girder steel in site operation
The smallest welding sequence progress 1:1 welding scene Welding experiment of dress influence obtains the influence to welding deflection value c.Therefore, if with
Main structure and the horizontal plane where steel member tie point are benchmark face, and the crucial sectional position of steel member 1 is most before welding
Eventually theory absolute altitude be a+b+c and designed elevation and；It is b and design that the crucial sectional position of steel member 1, which is theoretical absolute altitude, after welding
The sum of absolute altitude.
In the present embodiment, adjustable drawbar 3 described in step 2 includes a sleeve sections 31 and two linkage sections 32；Institute
It states 31 both ends of sleeve sections and is equipped with internal screw thread, and wherein one end is levogyrate inner thread, the other end is dextrorotation internal screw thread；The company
The one end for connecing section 32 is equipped with connection otic placode, and the other end is equipped with external screw thread corresponding with internal screw thread on sleeve sections；The linkage section
Pass through the adjustable connection of screw thread between 32 and sleeve sections 31.
In the present embodiment, it is equipped on the sleeve sections 31 of the adjustable drawbar 3, close to middle position to turnbarrel section
31 steel pole 33 rotates steel pole 33 using spanner, so that sleeve sections 31 be driven to rotate.
In the present embodiment, connector described in step 3 includes connecting plate 4 and lifting lug one；The connecting plate 4 is fixedly connected
On 2 side of main structure；The lifting lug one is connected on connecting plate 4；Built-in fitting in the step 4 is to be welded to connect
Bracket in main structure 2.
In the present embodiment, adjustable drawbar 3 and connector is detachably connected specifically, 3 one end of adjustable drawbar in step 5
Connection otic placode and lifting lug one between pass through pin shaft connect；Adjustable drawbar 3 is fixedly connected with specially adjustable drawbar 3 with steel member 1
It is welded to connect between the connection otic placode and lifting lug 26 of the other end.
In the present embodiment, 3 specific method of adjustment adjustable drawbar described in step 7 is to rotate the sleeve of adjustable drawbar 3
Section 31, makes gradually to tighten between sleeve sections 31 and linkage section 32, by increase the pulling force that steel member 1 is generated of adjustable drawbar 3 come
Adjust the practical springing height value in crucial section.
In the present embodiment, carrying out final fixing means to overhanging steel member 1 described in step 8 is using high-strength bolt
Cooperation, which is welded to connect, to be fixed.
In the present embodiment, 3 specific method of adjustment adjustable drawbar described in step 9 is to reversely rotate adjustable drawbar 3
Sleeve sections 31 make gradually to unscrew between sleeve sections 31 and linkage section 32, the drawing generated by reducing adjustable drawbar 3 to steel member 1
Power adjusts the practical downwarp value in crucial section.
In other embodiments, adjustable drawbar 3 can also use continuous steel beam, Simply-supported Steel Beams or semi-girder girder steel.
It is as follows: using tool used in compensation linkage installation system installation girder steel process
Using construction personnel during compensation linkage installation system installation girder steel are as follows: 3 people of installation personnel, survey crew 2
3 people of personnel is linked up on people, ground, and 1 people of welding personnel sees fiery 1 people of personnel.
Performance analysis: installation cantilever steel girder is carried out using compensation linkage or greatly across girder steel, is saved greatly than traditional approach
Amount sets up the expense of frame body, calculates according to 23 yuan of every square meter frame body, and the girder steel that installation weighs about 6 tons about needs to set up 50 square meter of frame body,
23*50*2*2*40=184000 yuan are about saved money for the engineering of 40 layers of bilateral setting overhanging of this project.Adjustable drawbar investment
Expense is about 10000 yuan, saves about 174000 yuan or so than traditional approach.
Claims (10)
1. a kind of method for adjusting steel member camber using adjustable drawbar, which is characterized in that comprise the following steps that
Step 1, technique preparation；Obtain the pre- springing height value in the crucial section of steel member to be installed (1), and comprehensive welding shadow
Deflection value c is rung, determines the final theoretical absolute altitude in the crucial section of steel member (1)；
Step 2 is checked in installation process and the crucial section of steel member (1) is pulled to step by designed elevation using adjustable drawbar (3)
In rapid one when final theory absolute altitude, whether adjustable drawbar (3) tensile capacity is enough；
Step 3 checks the inbuilt mark to connect the connector of adjustable drawbar (3) on main structure (2) in advance before installing
High and plan-position；
Steel member (1) is hung at designed elevation by step 4, with pre-plugged on main structure (2), to connect steel member
(1) built-in fitting is tentatively connected；
Adjustable drawbar (3) is hung to above steel member (1) by step 5, on one end and main structure (2) of adjustable drawbar (3)
Connector is detachably connected, and the other end is fixedly connected with steel member (1)；
Step 6 measures the crucial section actual elevation of steel member (1) and root actual elevation, and obtains steel member (1) key
The actual elevation in section and theoretical absolute altitude deviation；
Step 7 adjusts adjustable drawbar (3), gradually applies tension load to steel member (1), by the crucial section position of steel member (1)
It sets at the final theoretical elevation location in the crucial section of the steel member (1) for just adjusting into step 1 and determining；
Step 8, the actual elevation in the crucial section of review steel member (1), and continue to adjust adjustable drawbar (3) until actual elevation
With final theoretical absolute altitude zero deflection, overhanging steel member (1) is finally fixed；
Step 9 adjusts adjustable drawbar (3), gradually unloads to overhanging steel member (1), while monitoring measurement overhanging steel member
(1) downwarp size, to downwarp height value be equal to steel member to be installed (1) be self-possessed and construct uniformly distributed mobile load cause deflection value a with
Welding influences the sum of deflection value c, i.e. after a+c, continuation gradually carries out unloading mount components, unloads completely after no longer downwarp to be monitored.
2. a kind of method for adjusting steel member camber using adjustable drawbar according to claim 1, which is characterized in that step
Steel member described in rapid one (1) is cantilever steel girder or the girder steel to be successively spliced by one group of girder steel unit；
When the steel member (1) is cantilever steel girder, crucial section is overhanging end face；
When the steel member (1) is the girder steel being successively spliced by one group of girder steel unit, crucial section is cut for girder steel span centre
Face.
3. a kind of method for adjusting steel member camber using adjustable drawbar according to claim 2, it is characterised in that: step
Pre- springing height value dead load as suffered by steel member (1) in the crucial section of steel member (1) is superimposed with 1/2 mobile load in rapid one is drawn
It rises, this pre- springing height value is equal to the crucial section of steel member (1) during the installation process since uniformly distributed mobile load of being self-possessed and construct draws
Play deflection value a and the summation for being installed deflection value b caused by rear floow load, i.e. a+b；After comprehensive welding influences deflection value c,
The final theoretical absolute altitude in crucial section are as follows: the designed elevation in a+b+c+ key section.
4. a kind of method for adjusting steel member camber using adjustable drawbar according to claim 2, it is characterised in that: step
Adjustable drawbar described in rapid two (3) includes a sleeve sections (31) and two linkage sections (32)；The sleeve sections (31) two
End is equipped with internal screw thread, and wherein one end is levogyrate inner thread, and the other end is dextrorotation internal screw thread；The one of the linkage section (32)
End is equipped with connection otic placode, and the other end is equipped with external screw thread corresponding with internal screw thread on sleeve sections；The linkage section (32) and sleeve
Pass through the adjustable connection of screw thread between section (31).
5. a kind of method for adjusting steel member camber using adjustable drawbar according to claim 4, it is characterised in that: institute
It states on the sleeve sections (31) of adjustable drawbar (3), be equipped with the steel pole (33) to turnbarrel section (31) close to middle position.
6. a kind of method for adjusting steel member camber using adjustable drawbar according to claim 2, it is characterised in that: step
Connector described in rapid three includes connecting plate (4) and lifting lug one；The connecting plate (4) is fixedly connected on main structure (2) side
On；The lifting lug one is connected on connecting plate (4)；Built-in fitting in the step 4 is to be welded to connect on main structure (2)
Bracket.
7. a kind of method for adjusting steel member camber using adjustable drawbar according to claim 6, it is characterised in that: step
Adjustable drawbar (3) and connector is detachably connected connection otic placode and lifting lug one specifically, adjustable drawbar (3) one end in rapid five
Between pass through pin shaft connect；Adjustable drawbar (3) is fixedly connected with the connection of specially adjustable drawbar (3) other end with steel member (1)
It is welded to connect between otic placode and lifting lug two (6).
8. a kind of method for adjusting steel member camber using adjustable drawbar according to claim 7, it is characterised in that: step
The specific method of adjustment adjustable drawbar (3) described in rapid seven is to rotate the sleeve sections (31) of adjustable drawbar (3), make sleeve sections
(31) it gradually tightens between linkage section (32), is closed by increasing the pulling force that adjustable drawbar (3) generate steel member (1) to adjust
The practical springing height value in key section.
9. a kind of method for adjusting steel member camber using adjustable drawbar according to claim 2, it is characterised in that: step
Carrying out final fixing means to overhanging steel member (1) described in rapid eight is to cooperate to be welded to connect using high-strength bolt to fix.
10. a kind of method for adjusting steel member camber using adjustable drawbar according to claim 8, it is characterised in that:
The specific method of adjustment adjustable drawbar (3) described in step 9 is to reversely rotate the sleeve sections (31) of adjustable drawbar (3), make to cover
Gradually unscrew between cylinder section (31) and linkage section (32), is adjusted by reducing the pulling force that adjustable drawbar (3) generate steel member (1)
The practical downwarp value in whole key section.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201710355445.5A CN107100271B (en) | 2017-05-19 | 2017-05-19 | A method of steel member camber is adjusted using adjustable drawbar |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201710355445.5A CN107100271B (en) | 2017-05-19 | 2017-05-19 | A method of steel member camber is adjusted using adjustable drawbar |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN107100271A CN107100271A (en) | 2017-08-29 |
| CN107100271B true CN107100271B (en) | 2019-04-23 |
Family
ID=59670427
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201710355445.5A Active CN107100271B (en) | 2017-05-19 | 2017-05-19 | A method of steel member camber is adjusted using adjustable drawbar |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN107100271B (en) |
Families Citing this family (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108004937A (en) * | 2017-12-29 | 2018-05-08 | 中铁大桥局第七工程有限公司 | A kind of Pier Formwork encircles step-less adjustment chest expander and application method in advance |
| CN110241942B (en) * | 2019-06-26 | 2021-02-12 | 吉林建筑大学 | Cold-formed steel combined wall with light-duty assembled buckling-restrained brace clamped inside |
Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2012225135A (en) * | 2011-04-15 | 2012-11-15 | Denro Corp | Construction hardware for reinforcement and square showing |
| CN203440912U (en) * | 2013-06-26 | 2014-02-19 | 南京工业大学 | Cable and variable cross-section beam and arch combined structure system |
| CN105220808A (en) * | 2015-09-11 | 2016-01-06 | 杭州江润科技有限公司 | Large-span prestressed arch bar site prefabrication construction method of installation |
| CN105625576A (en) * | 2015-12-29 | 2016-06-01 | 关海涛 | Series-tied-arch-type prestressed steel structure cantilever system |
| CN106087755A (en) * | 2016-04-27 | 2016-11-09 | 郑勤民 | Spliced bridging structure and erection method thereof |
| CN106223623A (en) * | 2015-06-02 | 2016-12-14 | 五冶集团上海有限公司 | Steel construction box arched roof truss installation method |
-
2017
- 2017-05-19 CN CN201710355445.5A patent/CN107100271B/en active Active
Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2012225135A (en) * | 2011-04-15 | 2012-11-15 | Denro Corp | Construction hardware for reinforcement and square showing |
| CN203440912U (en) * | 2013-06-26 | 2014-02-19 | 南京工业大学 | Cable and variable cross-section beam and arch combined structure system |
| CN106223623A (en) * | 2015-06-02 | 2016-12-14 | 五冶集团上海有限公司 | Steel construction box arched roof truss installation method |
| CN105220808A (en) * | 2015-09-11 | 2016-01-06 | 杭州江润科技有限公司 | Large-span prestressed arch bar site prefabrication construction method of installation |
| CN105625576A (en) * | 2015-12-29 | 2016-06-01 | 关海涛 | Series-tied-arch-type prestressed steel structure cantilever system |
| CN106087755A (en) * | 2016-04-27 | 2016-11-09 | 郑勤民 | Spliced bridging structure and erection method thereof |
Also Published As
| Publication number | Publication date |
|---|---|
| CN107100271A (en) | 2017-08-29 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN105443871B (en) | A kind of new suspension and support and construction technology for the connection of horizontal multi-pipeline counterpart | |
| CN102535646B (en) | Multidirectional error-adjustable node suitable for suspend-dome space structure | |
| CN108360686B (en) | Integral installation device of net rack and construction method thereof | |
| CN107100271B (en) | A method of steel member camber is adjusted using adjustable drawbar | |
| CN208650540U (en) | The fixed device of the adjustment of steel column butt joint installation | |
| CN108532968A (en) | A kind of assembled support device of steel bar truss floor support plate composite floor system | |
| CN208718392U (en) | A kind of bottom bolt single layer steel column installation interim stabilization structure | |
| CN107905536A (en) | Glass curtain wall construction method | |
| CN114482349B (en) | Construction method for supporting large-span glass curtain wall system by using through double-pull-rod steel frame | |
| CN205530678U (en) | Connected node structure of main couple and jack truss among pipe truss of space | |
| CN102561526B (en) | Error adjustable centering node for space grid structure | |
| CN106522364B (en) | 'garland' steel structure system for stadium periphery and installation process thereof | |
| CN107792774B (en) | Integral hoisting method and hoisting tool for multiple steel platform secondary beams | |
| CN208534069U (en) | The assembled support device of steel bar truss floor support plate composite floor system | |
| CN108086478A (en) | Quadrate steel pipe column and I-beam flat push type dovetail assembling frame Joint design method | |
| CN115233831B (en) | Integral continuous lifting method for multi-point large-span space steel structure with freely controlled deflection | |
| CN212224668U (en) | System is assembled on super large box steel column regularization ground | |
| CN202745199U (en) | Centering pitch point with adjustable error | |
| CN109083395B (en) | Large-span suspension cable operation platform and erecting method thereof | |
| CN202023298U (en) | Roof truss-sectioned roof girder structure capable of being hoisted by cross type tower crane | |
| CN109823964B (en) | Prefabricated stair hoisting connection structure and hoisting method | |
| CN208379444U (en) | A kind of adjustable installing bracket of prefabricated assembled segmentation bent cap | |
| CN203947769U (en) | Cooling tower bottom ring beam concrete cast-in-situ steel truss form bracing system | |
| CN208088520U (en) | A kind of rack integral installation device | |
| CN107012951A (en) | The connecting joint structure and method of main couple and jack truss in space tube truss |
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 | ||
| CB03 | Change of inventor or designer information | ||
| CB03 | Change of inventor or designer information |
Inventor after: Kong Yatao Inventor after: Li Fei Inventor after: Dang Yizhang Inventor after: Nan Fei Inventor after: Gao Yuanshi Inventor after: Zhang Yongjie Inventor after: Chen Daniu Inventor after: Li Xinchuan Inventor after: Liu Suwei Inventor after: Yu Jiaju Inventor before: Kong Yatao Inventor before: Li Fei Inventor before: Dang Yizhang Inventor before: Nan Fei Inventor before: Gao Yuanshi Inventor before: Zhang Yongjie Inventor before: Chen Daniu Inventor before: Li Xinchuan Inventor before: Liu Suwei Inventor before: Yu Jiaju |
|
| GR01 | Patent grant | ||
| GR01 | Patent grant |