CN205276461U - Node is changed to articulated atress with just having tied of steel construction vestibule - Google Patents
Node is changed to articulated atress with just having tied of steel construction vestibule Download PDFInfo
- Publication number
- CN205276461U CN205276461U CN201520893367.0U CN201520893367U CN205276461U CN 205276461 U CN205276461 U CN 205276461U CN 201520893367 U CN201520893367 U CN 201520893367U CN 205276461 U CN205276461 U CN 205276461U
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- steel
- axle
- web
- ribbed stiffener
- steel column
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Abstract
The utility model relates to a steel construction field specifically is the articulated and firm conversion node of tying of a steel construction vestibule, it includes steel column, lower wind up girder steel and diagonal bracing of steel column, vestibule, vestibule wind up girder steel tip and last steel column connection, and the two junction is equipped with the diagonal bracing, and the below of going up the steel column is equipped with down steel column, characterized by: still include semi -circular steel axle and hold in the palm rather than the axle that corresponds, semi -circular steel axle is established on the toe face web of raising to the higher plane of principle, and the axle holds in the palm to be established on steel column top surface web down, goes up the steel column and establishes on steel column down, and semi -circular steel position of axle on the toe face web of raising to the higher plane of principle is under in the support on the steel column top surface web, go up the steel column and hold in the palm through semi -circular steel axle and axle between the steel column down and realize rotating the action.
Description
Technical field
The utility model relates to field of steel structure, specifically the conversion node of the hinged and firm knot of a kind of Steel corridor and constructional method thereof.
Background technology
Along with the development of economy, superelevation layer connects body steel construction and is applied widely. The skybridge of conjoined structure generally adopts steel construction. Owing to vestibule span is very big, the high building main structure on both sides is formed very big pulling force and pressure by the distortion of vestibule floor beam, and agent structure stressing influence is very big, and thus the increase all corresponding to beam of the post of agent structure, causes agent structure cost to increase.
Practical novel content
The purpose of this utility model is, it is provided that a kind of by hinged-firm knot stress check calculation node of Steel corridor, it can reduce skybridge to the impact of main body.
In order to achieve the above object, the utility model is achieved in that
The stress check calculation node of the hinged and firm knot of a kind of Steel corridor, it comprises steel post, lower steel post, vestibule winds up girder steel and oblique web member, vestibule girder steel end of winding up is connected with upper steel post, the two junction is provided with oblique web member, the lower section of upper steel post is provided with lower steel post, it is characterized in that: also comprise semicircle steel axle and the axle holder corresponding with it, described semicircle steel axle is located on the web of steel post bottom surface, the axle holder corresponding with semicircle steel axle is located on the web of lower steel capital face, upper steel post is located on lower steel post, the axle holder that semicircle steel axle on the web of upper steel post bottom surface is positioned on the web of lower steel capital face, rotational action is realized by semicircle steel axle and axle holder between upper steel post and lower steel post.
2, the stress check calculation node of the hinged and firm knot of Steel corridor according to claim 1, is characterized in that: also comprise lower, transverse ribbed stiffener, bottom erects and erect to ribbed stiffener to ribbed stiffener, upper lateral ribbed stiffener, top; Lower, transverse ribbed stiffener two ends are connected with the edge of a wing of lower steel post, and bottom is erected and is connected with lower, transverse ribbed stiffener bottom ribbed stiffener; Top is erected and is connected with upper girder steel bottom surface web to ribbed stiffener, and upper lateral ribbed stiffener erects with upper girder steel both sides web and top and is connected to ribbed stiffener.
The load of gallery structure can, by rotating the contact surface of semicircle steel axle and axle holder, be delivered in agent structure by this device; Connected by shape half-round bar axle, substantially increase the rotation ability of node, it is ensured that vestibule can freely be out of shape, and reduces vestibule to the reactive force of agent structure.
Accompanying drawing explanation
Fig. 1 is front view of the present utility model.
Fig. 2 is that the 1-1 in Fig. 1 is to sectional view.
Embodiment
Below by way of specific embodiment, the utility model is described further.
As shown in Figure 1 and Figure 2, the stress check calculation node of a kind of hinged-firm knot for high-altitude steel structure vestibule, it comprises lower steel post, lower steel post transverse stiffener 1, erects to ribbed stiffener 2, curved plate 3, steel capital plate 4; Upper steel post, upper steel column base plate 13, rotate half-round bar axle 6, erect to 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 post transverse stiffener 1 is the steel plate that 30mm is thick, erect to ribbed stiffener 2 be the steel plate that 30mm is thick, curved plate 3 is the steel plate that 30mm is thick, steel capital plate 4 is the steel plate that 50mm is thick, and upper steel column base plate 13 is steel plate that 50mm is thick, rotate half-round bar axle 6 for radius is that the semicircle single solid steel of 200mm is excellent, to erect to ribbed stiffener 7 to be steel plate that 30mm is thick, transverse stiffener 8 be steel plate that 30mm is thick, transverse stiffener 9 be steel plate that 30mm is thick, inclined stiffener 10 is the steel plate that 30mm is thick.
The constructional method of above-mentioned node apparatus:
1) bottom steel Column border node constructional method
(1) first the web of lower steel post being opened the nock of a shape with curved plate 3, its medullary ray aligns with web medullary ray;
(2) being connected with the edge of a wing by the web of transverse stiffener 1 with lower post, adopt fillet weld, leg size of fillet weld is 8mm; Transverse stiffener is two pieces, is arranged symmetrically with relative to steel column web;
(3) erecting and be connected with steel column web and transverse stiffener 1 to ribbed stiffener 2, and adopt fillet weld, Size of welds is 8mm;
(4) curved plate 3 and steel column web and erecting being connected to ribbed stiffener 2, adopt fillet weld, Size of welds is 8mm;
(5) top board 4 is connected with steel column web, the edge of a wing and curved plate 3, adopts groove full penetration weld.
2) upper steel Column border node constructional method
(1) web of base plate 13 with upper post is connected with the edge of a wing, adopts groove melt-through weld;
(2) transverse stiffener 8 and transverse stiffener 9 being connected with the edge of a wing with the web of upper post, adopt fillet weld, Size of welds is 8mm; Transverse stiffener 8,9 is two pieces, is arranged symmetrically with relative to steel column web;
(3) being connected with steel column web, the edge of a wing by inclined stiffener 10, adopt fillet weld, Size of welds is 8mm; Inclined stiffener is two pieces, is arranged symmetrically with relative to steel column web;
(4) erecting and be connected with transverse stiffener 8 and base plate 13 to ribbed stiffener 7, and adopt fillet weld, weld size is 8mm;
(5) rotation half-round bar axle 6 is connected with base plate 13, adopts groove full penetration weld, weld all around, groove angle 45 degree, groove width 30mm.
3), after upper steel Column border node and vestibule are assembled into entirety, fallen on lower steel Column border node;
4) after Steel corridor is out of shape completely, groove welding is adopted to be connected together on the edge of a wing of upper steel post and lower steel post, it is achieved this node is by being hinged to the stress check calculation just connect.
In above-mentioned construction operation, step (1) (2) can complete in steel construction source mill, is transported to building site after having produced in batches, is connected with vestibule with main structure steel post respectively during corridor construction.
Claims (2)
1. the stress check calculation node of the hinged and firm knot of a Steel corridor, it comprises steel post, lower steel post, vestibule winds up girder steel and oblique web member, vestibule girder steel end of winding up is connected with upper steel post, the two junction is provided with oblique web member, the lower section of upper steel post is provided with lower steel post, it is characterized in that: also comprise semicircle steel axle and the axle holder corresponding with it, described semicircle steel axle is located on the web of steel post bottom surface, the axle holder corresponding with semicircle steel axle is located on the web of lower steel capital face, upper steel post is located on lower steel post, the axle holder that semicircle steel axle on the web of upper steel post bottom surface is positioned on the web of lower steel capital face, rotational action is realized by semicircle steel axle and axle holder between upper steel post and lower steel post.
2. the stress check calculation node of the hinged and firm knot of Steel corridor according to claim 1, is characterized in that: also comprise lower, transverse ribbed stiffener, bottom erects and erect to ribbed stiffener to ribbed stiffener, upper lateral ribbed stiffener, top; Lower, transverse ribbed stiffener two ends are connected with the edge of a wing of lower steel post, and bottom is erected and is connected with lower, transverse ribbed stiffener bottom ribbed stiffener; Top is erected and is connected with upper girder steel bottom surface web to ribbed stiffener, and upper lateral ribbed stiffener erects with upper girder steel both sides web and top and is connected to ribbed stiffener.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201520893367.0U CN205276461U (en) | 2015-11-11 | 2015-11-11 | Node is changed to articulated atress with just having tied of steel construction vestibule |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201520893367.0U CN205276461U (en) | 2015-11-11 | 2015-11-11 | Node is changed to articulated atress with just having tied of steel construction vestibule |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN205276461U true CN205276461U (en) | 2016-06-01 |
Family
ID=56061045
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201520893367.0U Withdrawn - After Issue CN205276461U (en) | 2015-11-11 | 2015-11-11 | Node is changed to articulated atress with just having tied of steel construction vestibule |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN205276461U (en) |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105297885A (en) * | 2015-11-11 | 2016-02-03 | 上海十三冶建设有限公司 | Hinge and rigid connection stress conversion joint of steel structure corridor and construction method of hinge and rigid connection stress conversion joint |
-
2015
- 2015-11-11 CN CN201520893367.0U patent/CN205276461U/en not_active Withdrawn - After Issue
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105297885A (en) * | 2015-11-11 | 2016-02-03 | 上海十三冶建设有限公司 | Hinge and rigid connection stress conversion joint of steel structure corridor and construction method of hinge and rigid connection stress conversion joint |
| CN105297885B (en) * | 2015-11-11 | 2017-12-29 | 上海十三冶建设有限公司 | The be hinged stress check calculation node and its construction method with just tying of Steel corridor |
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Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| AV01 | Patent right actively abandoned | ||
| AV01 | Patent right actively abandoned |
Granted publication date: 20160601 Effective date of abandoning: 20171229 |