CN105297885B - The be hinged stress check calculation node and its construction method with just tying of Steel corridor - Google Patents
The be hinged stress check calculation node and its construction method with just tying of Steel corridor Download PDFInfo
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- CN105297885B CN105297885B CN201510763659.7A CN201510763659A CN105297885B CN 105297885 B CN105297885 B CN 105297885B CN 201510763659 A CN201510763659 A CN 201510763659A CN 105297885 B CN105297885 B CN 105297885B
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Abstract
The present invention relates to field of steel structure, the be hinged switching node with just tying of specifically a kind of Steel corridor；It includes upper steel column, lower steel column, vestibule wind up girder steel and diagonal web member, vestibule girder steel end of winding up are connected with upper steel column, and the two junction is provided with diagonal web member, and the lower section of upper steel column is provided with lower steel column, it is characterized in that：Also include semicircle steel shaft and corresponding axle support, the semicircle steel shaft is located on the web of steel column bottom surface, axle support is located on lower steel column top surface web, and upper steel column is located on lower steel column, and the semicircle steel shaft on the web of upper steel column bottom surface is located in the axle support on lower steel column top surface web；Rotational action is realized by semicircle steel shaft and axle support between upper steel column and lower steel column.
Description
Technical field
The present invention relates to field of steel structure, the be hinged and switching node just tied of specifically a kind of Steel corridor and its apply
Work method.
Background technology
With expanding economy, Super High disjunctor steel construction is widely applied.The skybridge of conjoined structure is general
Using steel construction.Because vestibule span is very big, the deformation of vestibule floor beam forms very big drawing to the high building main structure on both sides
Power and pressure, it is very big to agent structure stressing influence, thus the post of agent structure and beam all accordingly increase, and cause body junction to construct
Valency increases.
The content of the invention
It is an object of the present invention to provide a kind of be hinged-firm knot stress check calculation node by Steel corridor, it can subtract
Influence of the small skybridge to main body.
In order to achieve the above object, the present invention is realized in：
A kind of be hinged stress check calculation node with just tying of Steel corridor, it includes upper steel column, lower steel column, vestibule and winded up
Girder steel and diagonal web member, vestibule girder steel end of winding up are connected with upper steel column, and the two junction is provided with diagonal web member, is set below upper steel column
There is lower steel column, in addition to semicircle steel shaft and corresponding axle support, the semicircle steel shaft are located on the web of steel column bottom surface,
Axle support corresponding with semicircle steel shaft is located on lower steel column top surface web, and upper steel column is located on lower steel column, upper steel column bottom surface web
On semicircle steel shaft be located in the axle support on lower steel column top surface web；Between upper steel column and lower steel column by semicircle steel shaft with
Axle support realizes rotational action.
The be hinged and construction method for the stress check calculation node just tied of the Steel corridor, comprises the steps；
Step 1, lower steel column profiling construction；
Step 1.1, lower steel column top surface web cut into width and the similar breach of semicircle steel shaft width, the breach
Symmetry axis alignd with the center line of lower steel column top surface web；
Step 1.2, lower, transverse ribbed stiffener, the lower, transverse ribbed stiffener both ends and the wing of lower steel column are set in lower steel column
Edge connects；
Step 1.3, the vertical ribbed stiffener in bottom is set in lower steel column, the vertical ribbed stiffener bottom in the bottom adds with lower, transverse
Strength rib connects；
Step 1.4, it will be connected at the top of the vertical ribbed stiffener of axle support and lower steel column top surface web and bottom；
Step 2, the construction of upper steel column；
Step 2.1, upper lateral ribbed stiffener, the vertical ribbed stiffener in top are set in upper steel column, wherein, top is vertically put more energy into
Rib is connected with upper girder steel bottom surface web, and upper lateral ribbed stiffener is connected with the vertical ribbed stiffener of the coxostermum of upper girder steel two and top；
Step 2.2, inclined stiffener is set in place of upper steel column is connected with the girder steel that winds up；
Step 2.3, semicircle steel shaft is connected with upper girder steel bottom surface web outside；
Step 2.4, upper steel column and vestibule wind up girder steel it is assembled it is integral after, will be dropped down onto under it on lower steel column, it is ensured that semicircle
Shape steel shaft is fallen into axle support；
Step 2.5, after Steel corridor is badly deformed, by the edge of a wing of upper steel column and lower steel column using groove welding one
Rise, realize the node by being hinged to the stress check calculation of rigid connection.
The load of gallery structure can be delivered to main body by the present apparatus by rotating the contact surface of semicircle steel shaft and axle support
In structure；By shape half rounds axis connection, the turning power of node is substantially increased, it is ensured that vestibule can be subtracted with Free Transform
Small active force of the vestibule to agent structure.
Brief description of the drawings
Fig. 1 is the front view of the present invention.
Fig. 2 is A-A in Fig. 1 to profile.
Embodiment
The present invention is further illustrated below by way of specific embodiment.
As shown in Figure 1 and Figure 2, a kind of stress check calculation node be hinged-just tied for high-altitude steel structure vestibule, it includes
Lower steel column, lower steel column transverse stiffener 1, vertical ribbed stiffener 2, curved plate 3, steel column top plate 4；Upper steel column, upper steel column bottom plate 13,
Rotate semicircle steel shaft 6, vertical ribbed stiffener 7, transverse stiffener 8, transverse stiffener 9, inclined stiffener 10；Wind up girder steel 11, tiltedly
Web member 12.
Above-mentioned node apparatus,
Lower steel column transverse stiffener 1 is the thick steel plates of 30mm, and vertical ribbed stiffener 2 is the thick steel plates of 30mm, and curved plate 3 is
Steel plate thick 30mm, steel column top plate 4 are the thick steel plates of 50mm, and upper steel column bottom plate 13 is the thick steel plates of 50mm, rotates semicircle steel shaft 6
The semicircular solid rod iron for being 200mm for radius, vertical ribbed stiffener 7 are the thick steel plates of 30mm, transverse stiffener 8 is the thick steel of 30mm
Plate, transverse stiffener 9 are the thick steel plates of 30mm, inclined stiffener 10 is the thick steel plates of 30mm.
The construction method of above-mentioned node apparatus：
1）Bottom steel column joint construction method
（1）The web of lower steel column is opened into nock of the shape with curved plate 3, its center line and web center line first
Alignment；
（2）Transverse stiffener 1 is connected with the web of lower prop with the edge of a wing, using angle welding, leg size of fillet weld is
8mm；Transverse stiffener is two pieces, is arranged symmetrically relative to steel column web；
（3）Vertical ribbed stiffener 2 is connected with steel column web and transverse stiffener 1, using angle welding, Size of welds 8mm；
（4）Curved plate 3 is connected with steel column web and vertical ribbed stiffener 2, using angle welding, Size of welds 8mm；
（5）Top plate 4 is connected with steel column web, the edge of a wing and curved plate 3, using groove full penetration weld.
2）Upper steel Column border node construction method
（1）Bottom plate 13 is connected with the web of upper prop with the edge of a wing, using groove melt-through weld；
（2）Transverse stiffener 8 and transverse stiffener 9 are connected with the web of upper prop with the edge of a wing, using angle welding, leg chi
Very little is 8mm；Transverse stiffener 8,9 is two pieces, is arranged symmetrically relative to steel column web；
（3）Inclined stiffener 10 is connected with steel column web, the edge of a wing, using angle welding, Size of welds 8mm；It is oblique to add
Strength rib is two pieces, is arranged symmetrically relative to steel column web；
（4）Vertical ribbed stiffener 7 is connected with transverse stiffener 8 and bottom plate 13, using angle welding, weld size 8mm；
（5）Semicircle steel shaft 6 will be rotated to be connected with bottom plate 13, using groove full penetration weld, weld all around, 45 degree of bevel angle,
Groove width 30mm.
3）After upper steel column node and vestibule assembly are integral, it will be dropped down onto under it on lower steel column node；
4）It is real by upper steel column and the edge of a wing of lower steel column using together with groove welding after Steel corridor is badly deformed
Now the node is by being hinged to the stress check calculation of rigid connection.
In above-mentioned construction operation, step（1）—（2）It can complete in steel construction processing factory, be transported after the completion of batch production
It is defeated to arrive building site, it is connected respectively with main structure steel column with vestibule during corridor construction.
Claims (2)
1. a kind of be hinged stress check calculation node with just tying of Steel corridor, it includes upper steel column, lower steel column, vestibule and winded up steel
Beam and diagonal web member, vestibule girder steel end of winding up are connected with upper steel column, and the two junction is provided with diagonal web member, and the lower section of upper steel column is provided with
Lower steel column, it is characterized in that：Also include semicircle steel shaft and corresponding axle support, the semicircle steel shaft is located at steel column bottom surface
On web, axle support corresponding with semicircle steel shaft is located on lower steel column top surface web, and upper steel column is located on lower steel column, upper steel column bottom
Semicircle steel shaft on the web of face is located in the axle support on lower steel column top surface web；Pass through semicircle between upper steel column and lower steel column
Steel shaft realizes rotational action with axle support.
2. the be hinged and construction method for the stress check calculation node just tied of Steel corridor described in claim 1, it is characterized in that：Bag
Include following step；
Step 1, lower steel column profiling construction；
Step 1.1, lower steel column top surface web cut into width and the similar breach of semicircle steel shaft width, pair of the breach
Axle is claimed to be alignd with the center line of lower steel column top surface web；
Step 1.2, lower, transverse ribbed stiffener is set in lower steel column, the lower, transverse ribbed stiffener both ends and the edge of a wing of lower steel column connect
Connect；
Step 1.3, the vertical ribbed stiffener in bottom, the vertical ribbed stiffener bottom in the bottom and lower, transverse ribbed stiffener are set in lower steel column
Connection；
Step 1.4, it will be connected at the top of the vertical ribbed stiffener of axle support and lower steel column top surface web and bottom；
Step 2, the construction of upper steel column；
Step 2.1, upper lateral ribbed stiffener, the vertical ribbed stiffener in top are set in upper steel column, wherein, the vertical ribbed stiffener in top with
The web connection of upper girder steel bottom surface, upper lateral ribbed stiffener are connected with the vertical ribbed stiffener of the coxostermum of upper girder steel two and top；
Step 2.2, inclined stiffener is set in place of upper steel column is connected with the girder steel that winds up；
Step 2.3, semicircle steel shaft is connected with upper girder steel bottom surface web outside；
Step 2.4, upper steel column and vestibule wind up girder steel it is assembled it is integral after, will be dropped down onto under it on lower steel column, it is ensured that semicircle steel
Axle is fallen into axle support；
Step 2.5, after Steel corridor is badly deformed, by upper steel column and the edge of a wing of lower steel column using together with groove welding,
Realize the node by being hinged to the stress check calculation of rigid connection.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201510763659.7A CN105297885B (en) | 2015-11-11 | 2015-11-11 | The be hinged stress check calculation node and its construction method with just tying of Steel corridor |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201510763659.7A CN105297885B (en) | 2015-11-11 | 2015-11-11 | The be hinged stress check calculation node and its construction method with just tying of Steel corridor |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN105297885A CN105297885A (en) | 2016-02-03 |
| CN105297885B true CN105297885B (en) | 2017-12-29 |
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| CN201510763659.7A Active CN105297885B (en) | 2015-11-11 | 2015-11-11 | The be hinged stress check calculation node and its construction method with just tying of Steel corridor |
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Families Citing this family (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106906896B (en) * | 2017-03-02 | 2020-05-22 | 深圳华森建筑与工程设计顾问有限公司 | Construction method of conjoined structure building |
| CN106930557B (en) * | 2017-03-02 | 2020-05-22 | 深圳华森建筑与工程设计顾问有限公司 | Conjoined structure building |
| CN114319075A (en) * | 2021-12-27 | 2022-04-12 | 中冶南方城市建设工程技术有限公司 | Hidden steel stand top hinge joint |
| CN114687564A (en) * | 2022-04-03 | 2022-07-01 | 上海泰大建筑科技有限公司 | Connecting joint of upright post and horizontal component and construction method thereof |
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|---|---|---|---|---|
| CN103061521A (en) * | 2013-01-24 | 2013-04-24 | 中国水利水电第二工程局有限公司 | Torque type mounting method for cantilever steel truss of large stadium |
| CN103541430A (en) * | 2013-10-31 | 2014-01-29 | 同济大学建筑设计研究院(集团)有限公司 | Support connection structure for steel structure corridor |
| CN203782883U (en) * | 2014-01-16 | 2014-08-20 | 山东杭萧钢构有限公司 | Steel pipe truss hinge joint device |
| CN205276461U (en) * | 2015-11-11 | 2016-06-01 | 上海十三冶建设有限公司 | Node is changed to articulated atress with just having tied of steel construction vestibule |
Family Cites Families (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2004263391A (en) * | 2003-02-28 | 2004-09-24 | Jfe Steel Kk | Method for obtaining structural characteristic of bracket joint and method for designing framed structure having bracket joint |
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2015
- 2015-11-11 CN CN201510763659.7A patent/CN105297885B/en active Active
Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103061521A (en) * | 2013-01-24 | 2013-04-24 | 中国水利水电第二工程局有限公司 | Torque type mounting method for cantilever steel truss of large stadium |
| CN103541430A (en) * | 2013-10-31 | 2014-01-29 | 同济大学建筑设计研究院(集团)有限公司 | Support connection structure for steel structure corridor |
| CN203782883U (en) * | 2014-01-16 | 2014-08-20 | 山东杭萧钢构有限公司 | Steel pipe truss hinge joint device |
| CN205276461U (en) * | 2015-11-11 | 2016-06-01 | 上海十三冶建设有限公司 | Node is changed to articulated atress with just having tied of steel construction vestibule |
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| CN105297885A (en) | 2016-02-03 |
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Address after: 201900 Shanghai city Baoshan District Tieli Road No. 2469 Patentee after: SHANGHAI ERSHIYE CONSTRUCTION Co.,Ltd. Address before: 201900 Shanghai city Baoshan District Tieli Road No. 2469 Patentee before: SHANGHAI MCC13 CONSTRUCTION Co.,Ltd. |
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Effective date of registration: 20190731 Address after: 201900 Shanghai city Baoshan District Tieli Road No. 2469 Co-patentee after: CHINA MCC20 GROUP Corp.,Ltd. Patentee after: SHANGHAI ERSHIYE CONSTRUCTION Co.,Ltd. Address before: 201900 Shanghai city Baoshan District Tieli Road No. 2469 Patentee before: SHANGHAI ERSHIYE CONSTRUCTION Co.,Ltd. |