CN105297885A - Hinge and rigid connection stress conversion joint of steel structure corridor and construction method of hinge and rigid connection stress conversion joint - Google Patents
Hinge and rigid connection stress conversion joint of steel structure corridor and construction method of hinge and rigid connection stress conversion joint Download PDFInfo
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- CN105297885A CN105297885A CN201510763659.7A CN201510763659A CN105297885A CN 105297885 A CN105297885 A CN 105297885A CN 201510763659 A CN201510763659 A CN 201510763659A CN 105297885 A CN105297885 A CN 105297885A
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Abstract
The invention relates to the field of steel structures, in particular to a hinge and rigid connection stress conversion joint of a steel structure corridor. The hinge and rigid connection stress conversion joint comprises an upper steel column, a lower steel column, a corridor upper chord steel beam and a diagonal web member. The end of the corridor upper chord steel beam is connected with the upper steel column. The diagonal web member is arranged at the joint of the end of the corridor upper chord steel beam and the upper steel column. The lower steel column is arranged below the upper steel column. The hinge and rigid connection stress conversion joint is characterized by further comprising a semicircular steel shaft and a shaft support corresponding to the semicircular steel shaft, the semicircular steel shaft is arranged on a bottom face web of the upper steel column, the shaft support is arranged on a top face web of the lower steel column, the upper steel column is arranged on the lower steel column, the portion, on the bottom face web of the upper steel column, of the semicircular steel shaft is located in the portion, on the top face web of the lower steel column, of the shaft support, and the upper steel column and the lower steel column rotate through the semicircular steel shaft and the shaft support.
Description
Technical field
The present invention relates to field of steel structure, specifically a kind of switching node of hinged and firm knot of Steel corridor and construction method thereof.
Background technology
Along with expanding economy, Super High disjunctor steel work is applied widely.The skybridge of conjoined structure generally adopts steel work.Because vestibule span is very large, the high building main structure of distortion to both sides of vestibule floor beam forms very large pulling force and pressure, and very large to agent structure stressing influence, the thus post of agent structure increase all corresponding to beam, causes agent structure cost to increase.
Summary of the invention
The object of the invention is to, provide a kind of by hinged-firm knot stress check calculation node of Steel corridor, it can reduce the impact of skybridge on main body.
In order to achieve the above object, the present invention is achieved in that
A kind of stress check calculation node of hinged and firm knot of Steel corridor, it comprises steel column, lower steel column, vestibule winds up girder steel and diagonal web member, vestibule girder steel end of winding up is connected with upper steel column, the two junction is provided with diagonal web member, the below of upper steel column is provided with lower steel column, also comprise semicircle steel axle and the axle holder corresponding with it, described semicircle steel axle is located on the web of steel column bottom surface, the axle holder corresponding with semicircle steel axle is located on lower steel column end face web, upper steel column is located on lower steel column, semicircle steel axle on the web of upper steel column bottom surface is positioned at the axle holder on lower steel column end face web, rotational action is realized by semicircle steel axle and axle holder between upper steel column and lower steel column.
The construction method of the stress check calculation node of the hinged and firm knot of described Steel corridor, comprises the steps;
Step 1, lower steel column profiling construction;
Step 1.1, lower steel column end face web cut a width and the similar breach of semicircle steel axial extent, the axis of symmetry of this breach aligns with the center line of lower steel column end face web;
Step 1.2, in lower steel column, arrange lower, transverse stiffening rib, these lower, transverse stiffening rib two ends are connected with the edge of a wing of lower steel column;
Step 1.3, the vertical stiffening rib in bottom is set in lower steel column, is connected with lower, transverse stiffening rib bottom the vertical stiffening rib in this bottom;
Step 1.4, axle holder to be connected with the vertical stiffening rib top of lower steel column end face web and bottom;
Step 2, upper steel column are constructed;
Step 2.1, in upper steel column, arrange upper lateral stiffening rib, the vertical stiffening rib in top, wherein, the vertical stiffening rib in top is connected with upper girder steel bottom surface web, and upper lateral stiffening rib is connected with the vertical stiffening rib of upper girder steel two coxostermum and top;
Step 2.2, be connected part at upper steel column with the girder steel that winds up inclined stiffener is set;
Step 2.3, semicircle steel axle to be connected with upper girder steel bottom surface web outside;
Step 2.4, upper steel column and vestibule wind up after girder steel is assembled into entirety, are fallen on lower steel column, guarantee that semicircle steel axle falls in axle holder;
Step 2.5, after Steel corridor is badly deformed, upper steel column being adopted together with groove welding with the edge of a wing of lower steel column, realizing this node by being hinged to the stress check calculation just connect.
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 rounds axle, substantially increase the turning power of node, ensure that vestibule can Free Transform, reduce the active force of vestibule to agent structure.
Accompanying drawing explanation
Fig. 1 is front view of the present invention.
Fig. 2 is that A-A in Fig. 1 is to sectional drawing.
Detailed description of the invention
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 of hinged-firm knot for high-altitude steel structure vestibule, it comprises lower steel column, lower steel column transverse stiffener 1, vertical stiffening rib 2, curved plate 3, steel column top board 4; Upper steel column, upper steel column base plate 13, rotation half rounds axle 6, vertical stiffening rib 7, transverse stiffener 8, transverse stiffener 9, inclined stiffener 10; Wind up girder steel 11, diagonal web member 12.
Above-mentioned node apparatus,
Lower steel column transverse stiffener 1 is the steel plate that 30mm is thick, vertical stiffening rib 2 is the steel plate that 30mm is thick, curved plate 3 is the steel plate that 30mm is thick, steel column top board 4 is the steel plate that 50mm is thick, upper steel column base plate 13 is steel plate that 50mm is thick, rotate half rounds axle 6 for semicircular solid rod iron, vertically stiffening rib 7 that radius is 200mm be steel plate that 30mm is thick, transverse stiffener 8 is steel plate that 30mm is thick, transverse stiffener 9 is steel plate that 30mm is thick, inclined stiffener 10 is the steel plate that 30mm is thick.
The construction method of above-mentioned node apparatus:
1) bottom steel column joint construction method
(1) first the web of lower steel column is opened the nock of a shape with curved plate 3, its center line aligns with web center line;
(2) be connected with the edge of a wing with the web of lower prop by transverse stiffener 1, 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) be connected with steel column web and transverse stiffener 1 by vertical stiffening rib 2, adopt fillet weld, Size of welds is 8mm;
(4) be connected with steel column web and vertical stiffening rib 2 by curved plate 3, 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 construction method
(1) base plate 13 is connected with the edge of a wing with the web of upper prop, adopts groove melt-through weld;
(2) be connected with the edge of a wing with the web of upper prop with transverse stiffener 9 by transverse stiffener 8, 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) be 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) be connected with transverse stiffener 8 and base plate 13 by vertical stiffening rib 7, adopt fillet weld, weld size is 8mm;
(5) rotation half rounds axle 6 is connected with base plate 13, adopts groove full penetration weld, weld all around, bevel angle 45 degree, groove width 30mm.
3), after upper steel column node and vestibule are assembled into entirety, fallen on lower steel column node;
4) after Steel corridor is badly deformed, upper steel column being adopted together with groove welding with the edge of a wing of lower steel column, realizing this node by being hinged to the stress check calculation just connect.
In above-mentioned construction operation, step (1)-(2) can complete in steel work processing factory, are transported to building site after having produced in batches, are connected respectively during corridor construction with main structure steel column with vestibule.
Claims (2)
1. the stress check calculation node of the hinged and firm knot of a Steel corridor, it comprises steel column, lower steel column, vestibule winds up girder steel and diagonal web member, vestibule girder steel end of winding up is connected with upper steel column, the two junction is provided with diagonal web member, the below of upper steel column is provided with lower steel column, 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 column bottom surface, the axle holder corresponding with semicircle steel axle is located on lower steel column end face web, upper steel column is located on lower steel column, semicircle steel axle on the web of upper steel column bottom surface is positioned at the axle holder on lower steel column end face web, rotational action is realized by semicircle steel axle and axle holder between upper steel column and lower steel column.
2. the construction method of the stress check calculation node of the hinged and firm knot of Steel corridor described in claim 1, is characterized in that: comprise the steps;
Step 1, lower steel column profiling construction;
Step 1.1, lower steel column end face web cut a width and the similar breach of semicircle steel axial extent, the axis of symmetry of this breach aligns with the center line of lower steel column end face web;
Step 1.2, in lower steel column, arrange lower, transverse stiffening rib, these lower, transverse stiffening rib two ends are connected with the edge of a wing of lower steel column;
Step 1.3, the vertical stiffening rib in bottom is set in lower steel column, is connected with lower, transverse stiffening rib bottom the vertical stiffening rib in this bottom;
Step 1.4, axle holder to be connected with the vertical stiffening rib top of lower steel column end face web and bottom;
Step 2, upper steel column are constructed;
Step 2.1, in upper steel column, arrange upper lateral stiffening rib, the vertical stiffening rib in top, wherein, the vertical stiffening rib in top is connected with upper girder steel bottom surface web, and upper lateral stiffening rib is connected with the vertical stiffening rib of upper girder steel two coxostermum and top;
Step 2.2, be connected part at upper steel column with the girder steel that winds up inclined stiffener is set;
Step 2.3, semicircle steel axle to be connected with upper girder steel bottom surface web outside;
Step 2.4, upper steel column and vestibule wind up after girder steel is assembled into entirety, are fallen on lower steel column, guarantee that semicircle steel axle falls in axle holder;
Step 2.5, after Steel corridor is badly deformed, upper steel column being adopted together with groove welding with the edge of a wing of lower steel column, realizing this node by being hinged to the stress check calculation just connect.
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 |
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| Application Number | Priority Date | Filing Date | Title |
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| 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 |
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| CN105297885A true CN105297885A (en) | 2016-02-03 |
| CN105297885B CN105297885B (en) | 2017-12-29 |
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Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106906896A (en) * | 2017-03-02 | 2017-06-30 | 深圳华森建筑与工程设计顾问有限公司 | The construction method of conjoined structure building |
| CN106930557A (en) * | 2017-03-02 | 2017-07-07 | 深圳华森建筑与工程设计顾问有限公司 | Conjoined structure is built |
| 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 |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| 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 |
| 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 |
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Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106906896A (en) * | 2017-03-02 | 2017-06-30 | 深圳华森建筑与工程设计顾问有限公司 | The construction method of conjoined structure building |
| CN106930557A (en) * | 2017-03-02 | 2017-07-07 | 深圳华森建筑与工程设计顾问有限公司 | Conjoined structure is built |
| 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 |
Also Published As
| Publication number | Publication date |
|---|---|
| CN105297885B (en) | 2017-12-29 |
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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. |