CN102653965A - High-redundancy beam-string truss structure and implementation method - Google Patents
High-redundancy beam-string truss structure and implementation method Download PDFInfo
- Publication number
- CN102653965A CN102653965A CN2012101383844A CN201210138384A CN102653965A CN 102653965 A CN102653965 A CN 102653965A CN 2012101383844 A CN2012101383844 A CN 2012101383844A CN 201210138384 A CN201210138384 A CN 201210138384A CN 102653965 A CN102653965 A CN 102653965A
- Authority
- CN
- China
- Prior art keywords
- truss
- string
- drag
- many
- winds
- 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
Images
Landscapes
- Rod-Shaped Construction Members (AREA)
Abstract
The invention relates to a high-redundancy beam-string truss structure and an implementation method. The high-redundancy beam-string truss structure comprises an upper string truss, a plurality of stay bars, a plurality of stay ropes, a fixed hinged support and a sliding hinged support, wherein the upper string truss is a positively arranged triangular cone space arch truss formed by mutually connecting a plurality of upper string truss rod pieces; two ends of each stay rope are connected with two spherical joints at the lower part of the upper string truss at an interval, and parts of the plurality of stay ropes are alternatively arranged; the plurality of stay bars are vertically connected among the lower part of the upper string truss and the plurality of stay ropes at intervals; the upper end of the fixed hinged support is connected with the spherical joint at the lower part of one side of the upper string truss, and the lower end of the fixed hinged support is arranged on a supporting structure on one side of the upper string truss in a fixing manner; and the upper end of the sliding hinged support is connected with another spherical joint at the lower part of the other side of the upper string truss, and the lower end of the sliding hinged support is arranged on a supporting structure at the other side of the upper string truss in a sliding manner. The high-redundancy beam-string truss structure and the implementation method have the advantages of high structure redundancy, good collapse resistance, simplicity and convenience in construction, excellent safety and the like.
Description
Technical field
The invention belongs to the large-span prestressed steel work technical field of building structure, particularly relate to a kind of redundancy truss-string-structure and implementation method.
Background technology
Truss-string-structure is proposed in 1986 by Nihon University M.Saitoh professor the earliest; This structure is a kind of novel hybridization roof system that is different from traditional structure; It also is a relatively more successful large-span prestressed space structure body in a kind of combination construction system development mainly by the self-balancing combination construction of forming as the truss member that winds up, lower edge flexible cable and the intermediate pressurised strut of press-bending parts.
The characteristics of truss-string-structure are that system is simple, stressed clearly, form of structure is various, given full play to the advantage of hard and soft material, and it are simple and convenient to make, transport, construct, and have therefore obtained good application.In recent years, be that the large span truss string structure roof structure of representative has become China's landmark building with Pudong International Airport in Shanghai departure lounge, Guangzhou International Conference and Exhibition Center, Harbin International Conference and Exhibition Center, Beijing agricultural exhibition center, National Indoor Stadium.
At present; The researcher of this area generally believes that the force mechanism of truss-string-structure is to make the truss member that winds up produce allowance for camber through the lower edge flexible cable being applied prestressing force; Make that the final amount of deflection of structure under load action is able to reduce, and the resiliency supported that the intermediate pressurised strut provides the truss member that winds up can be improved the stress performance of structure.The truss that winds up that generally is made up of the truss member that winds up adopts arched girder or truss arch, and the horizontal thrust of arch is born by the lower edge flexible cable under load action, to alleviate arch to the horizontal thrust of bearing generation and reduce the horizontal movement of sliding support.Truss-string-structure can be brought into play the strong tensile property that height is wrung, and improves the overall structure stress performance, and bending component and tension member are learnt from other's strong points to offset one's weaknesses, collaborative work, thus reach self-balancing.
Truss-string-structure comprises plane truss-string-structure and space truss-string-structure; The space truss-string-structure mainly contains unidirectional truss-string-structure, two-way truss-string-structure, multidirectional truss-string-structure, radiant type truss-string-structure; Its method for designing, construction means are ripe day by day, and the researcher has also carried out many-sided research and obtained a lot of achievements.
Though truss-string-structure reasonable stress, rigidity are big, in light weight,, therefore limited its application because its lower edge flexible cable need take a large amount of indoor headroom.In addition, in case traditional truss-string-structure lower edge flexible cable produces fracture, collapsing will appear in the truss that winds up, and can cause that adjacent structure produces destruction continuously, thereby causes catastrophic failure.Therefore, how the expanding-chord that a kind of headroom takies less, the structural redundancy degree is high girder construction is provided, just becomes traditional tension string beam structure key in application problem of expanding.
Summary of the invention
In order to address the above problem, the object of the present invention is to provide a kind of headroom takies less, the structural redundancy degree is high truss-string-structure and implementation method.
In order to achieve the above object; Redundancy truss-string-structure provided by the invention comprises the truss that winds up, many struts, many drag-lines, fixed-hinged support and slip hinged-supports, the truss that wherein winds up serve as reasons many wind up truss member through bolt sphere or solder sphere interconnect constitute just put pyrometric cone space arch truss; The two ends standoff distance of every drag-line is connected on two ball nodes of the truss bottom of winding up, and the part-structure of many drag-lines is crisscross arranged; Many strut standoff distances are vertically connected on and wind up between truss bottom and the Duo Gen drag-line; The upper end of fixed-hinged support links to each other with the ball node of truss one side lower part that winds up, and the lower end is installed on the braced structures that is positioned at truss one side of winding up in a fixed manner; The upper end of slip hinged-support links to each other with the ball node of the truss opposite side bottom of winding up, and the lower end is installed on the braced structures that is positioned at the truss opposite side that winds up with the mode of sliding.
The quantity of described drag-line is three, and the outer end that is positioned at outermost two drag-lines links to each other with the ball node of truss two side lower parts that wind up respectively.
The implementation method of redundancy truss-string-structure provided by the invention comprises the following step that carries out in order:
1) according to the section area and the corresponding initial prestress value F of the length of wind up in restriction of structural span, interior net storey height and the load composite condition design redundancy truss-string-structure truss member and strut and sectional dimension, many drag-lines;
2) through bolt sphere or solder sphere connected mode the many truss members that wind up are interconnected to the truss that winds up;
3) many strut standoff distances are vertically connected on wind up between truss bottom and the Duo Gen drag-line;
4) by many drag-lines of root stretch-draw, tension sequence is: drag-line in the middle of the pretensioning, and two drag-lines in the simultaneous tension outside then after the initial prestress value F that treats drag-line reaches design load are fixed many drag-line sealing off and covering anchorages, form a Pin truss string structure thus;
5), and impose interim support on construction ground with behind the Pin truss string structure hoisted in position its two ends being connected with the upper end that is arranged on structural fixed-hinged support of supported on both sides and slip hinged-support respectively;
6) treat the whole rigging outs of many Pin truss string structure after, many cross struts are set between the truss and constitute the truss string structure roof structure winding up of adjacent truss string structure, to guarantee the lateral stability of truss-string-structure, remove interim support, construction finishes.
Redundancy truss-string-structure provided by the invention and implementation method have following advantage:
1) indoor headroom takies few: many string ropes are connected on the bottom ball node of the truss that winds up, and make the rise of span centre position reduce greatly, have saved indoor headroom.
2) security performance improves: when a certain in the many drag-lines fracture taking place, the internal force of other drag-line increases, and can delay it and collapses through the wind up mode of truss distortion of increase, for the evacuation of personnel and property provides the quality time.
Description of drawings
Fig. 1 is a redundancy truss-string-structure front view provided by the invention.
The unidirectional truss string structure roof structure stereogram of Fig. 2 for constituting by redundancy truss-string-structure provided by the invention.
Fig. 3 is traditional truss-string-structure and redundancy truss-string-structure provided by the invention span centre displacement changing curve under vertical seismic force effects.
Fig. 4 is that traditional truss-string-structure and redundancy truss-string-structure provided by the invention are at vertical seismic force effects downhaul internal force change curve.
The specific embodiment
Below in conjunction with accompanying drawing and specific embodiment redundancy truss-string-structure provided by the invention and implementation method are elaborated.
As shown in Figure 1; Redundancy truss-string-structure provided by the invention comprises the truss 1 that winds up, many struts 2, many drag-lines 3, fixed-hinged support 4 and slip hinged-supports 5, the truss 1 that wherein winds up serve as reasons many wind up truss member 6 through bolt sphere or solder sphere interconnect constitute just put pyrometric cone space arch truss; The two ends standoff distance of every drag-line 3 is connected on two ball nodes of truss 1 bottom of winding up, and the part-structure of many drag-lines 3 is crisscross arranged; Many strut 2 standoff distances are vertically connected on and wind up between truss 1 bottom and the Duo Gen drag-line 3; The upper end of fixed-hinged support 4 links to each other with the ball node of truss 1 one side lower parts that wind up, and the lower end is installed on the braced structures that is positioned at truss 1 one sides of winding up in a fixed manner; The upper end of slip hinged-support 5 links to each other with the ball node of the truss 1 opposite side bottom of winding up, and the lower end is installed on the braced structures that is positioned at truss 1 opposite side that winds up with the mode of sliding.
The quantity of described drag-line 3 is three, and the outer end that is positioned at outermost two drag-lines 3 links to each other with the ball node of the 1 liang of side lower part of truss that winds up respectively.
It is existing that to be example with the unidirectional truss string structure roof structure of the redundancy that is made up of 7 Pin truss string structures 7 describe the implementation method of redundancy truss-string-structure provided by the invention; Spacing on this unidirectional truss string structure roof structure between the truss string structure 7 is 8m; Vertical length overall 48m, adjacent winding up established cross struts 8 between the truss 1.The span of single Pin truss string structure 7 is 100m, the kiln crown 6m that winds up, and many drag-line 3 sags are 2m, and many drag-lines 3 are parabolic shape.The two ends of every Pin truss string structure 7 are respectively fixed-hinged support 4 and slip hinged-support 5, and absolute altitude is 20.0m, and is as shown in Figure 2, and described implementation method comprises the following step that carries out in order:
1) according to the section area and the corresponding initial prestress value F of the length of wind up in restriction of structural span, interior net storey height and the load composite condition design redundancy truss-string-structure truss member 6 and strut 2 and sectional dimension, many drag-lines 3;
2) through bolt sphere or solder sphere connected mode the many truss members 6 that wind up are interconnected to the truss 1 that winds up;
3) many struts 2 standoff distances are vertically connected on wind up between truss 1 bottom and the Duo Gen drag-line 3;
4) by many drag-lines of root stretch-draw 3, tension sequence is: drag-line 3 in the middle of the pretensioning, and two drag-lines 3 in the simultaneous tension outside then after the initial prestress value F that treats drag-line 3 reaches design load are fixed many drag-lines 3 sealing off and covering anchorages, form a Pin truss string structure 7 thus;
5), and impose interim support on construction ground with behind a Pin truss string structure 7 hoisted in position its two ends being connected with the upper end that is arranged on structural fixed-hinged support 4 of supported on both sides and slip hinged-support 5 respectively;
6) treat many Pin truss string structure 7 whole rigging outs after, many cross struts 8 are set between the truss 1 and constitute the truss string structure roof structure winding up of adjacent truss string structure 7, to guarantee the lateral stability of truss-string-structure, remove interim support, construction finishes.
In order to verify the anti-seismic performance of redundancy truss-string-structure provided by the invention; The inventor has utilized the finite element software Modeling Calculation traditional truss-string-structure and redundancy truss-string-structure provided by the invention structure span centre maximum displacement change curve and drag-line 6 internal force change curves when the vertical seismic force effects of EL-Centro (1940) ripple; 400 load steps; Load time 8s, result see Fig. 3 and Fig. 4.It is thus clear that redundancy truss-string-structure provided by the invention still can reliably working under seismic loading, and has the anti-seismic performance outstanding than traditional structure.
This shows that theory of the present invention is reliable, safe in utilization, implementation method is easy, and effect significantly and be convenient to practical application.
Claims (3)
1. redundancy truss-string-structure; It is characterized in that: described redundancy truss-string-structure comprises the truss that winds up (1), many struts (2), many drag-lines (3), fixed-hinged support (4) and slip hinged-support (5), the truss (1) that wherein winds up serve as reasons many wind up truss member (6) through bolt sphere or solder sphere interconnect constitute just put pyrometric cone space arch truss; The two ends standoff distance of every drag-line (3) is connected on two ball nodes of the truss that winds up (1) bottom, and the part-structure of many drag-lines (3) is crisscross arranged; Many struts (2) standoff distance is vertically connected between the truss that winds up (1) bottom and the Duo Gen drag-line (3); The upper end of fixed-hinged support (4) links to each other with the ball node of truss (1) one side lower part that winds up, and the lower end is installed on the braced structures that is positioned at truss (1) one side of winding up in a fixed manner; The upper end of slip hinged-support (5) links to each other with the ball node of the truss that winds up (1) opposite side bottom, and the lower end is installed on the braced structures that is positioned at the truss that winds up (1) opposite side with the mode of sliding.
2. redundancy truss-string-structure according to claim 1 is characterized in that: the quantity of described drag-line (3) is three, and the outer end that is positioned at outermost two drag-lines (3) links to each other with the ball node of truss (1) two side lower part that winds up respectively.
3. the implementation method of a redundancy truss-string-structure as claimed in claim 1, it is characterized in that: described implementation method comprises the following step that carries out in order:
1) according to the section area and the corresponding initial prestress value F of the length of wind up in restriction of structural span, interior net storey height and the load composite condition design redundancy truss-string-structure truss member (6) and strut (2) and sectional dimension, many drag-lines (3);
2) through bolt sphere or solder sphere connected mode the many truss members that wind up (6) are interconnected to the truss that winds up (1);
3) many struts (2) standoff distance is vertically connected between the truss that winds up (1) bottom and the Duo Gen drag-line (3);
4) by many drag-lines of root stretch-draw (3); Tension sequence is: a drag-line (3) in the middle of the pretensioning; The simultaneous tension outside two drag-lines (3) then after the initial prestress value F that treats drag-line (3) reaches design load are fixed many drag-lines (3) sealing off and covering anchorage, form a Pin truss string structure (7) thus;
5) on construction ground with behind Pin truss string structure (7) hoisted in position with its two ends respectively be arranged on the upper end of the structural fixed-hinged support of supported on both sides (4) and be connected with slip hinged-support (5), and impose interim support;
6) treat that many Pin truss string structure (7) is all behind the rigging outs; Many cross struts (8) are set between the truss that winds up (1) of adjacent truss string structure (7) and constitute the truss string structure roof structure; To guarantee the lateral stability of truss-string-structure, remove interim support, construction finishes.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201210138384.4A CN102653965B (en) | 2012-05-07 | 2012-05-07 | High-redundancy beam-string truss structure and implementation method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201210138384.4A CN102653965B (en) | 2012-05-07 | 2012-05-07 | High-redundancy beam-string truss structure and implementation method |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN102653965A true CN102653965A (en) | 2012-09-05 |
| CN102653965B CN102653965B (en) | 2014-06-25 |
Family
ID=46729684
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201210138384.4A Expired - Fee Related CN102653965B (en) | 2012-05-07 | 2012-05-07 | High-redundancy beam-string truss structure and implementation method |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN102653965B (en) |
Cited By (11)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103114672A (en) * | 2013-03-08 | 2013-05-22 | 中铁五局（集团）有限公司 | Steel truss arc shack used for tunnel portal with permafrost in high and cold area |
| CN103114670A (en) * | 2013-02-25 | 2013-05-22 | 中国民航大学 | Single and double-layer spherical reticulated shell with piezoelectric ceramic bar structure and bar internal force monitoring device |
| CN103696536A (en) * | 2013-12-27 | 2014-04-02 | 天津大学建筑设计研究院 | V-shaped truss |
| CN104120831A (en) * | 2014-08-11 | 2014-10-29 | 哈尔滨工业大学 | Large-span inflatable pre-stress truss string and construction method thereof |
| CN104763052A (en) * | 2015-03-25 | 2015-07-08 | 东南大学 | Foldable and unfoldable cable membrane truss structure |
| CN105401657A (en) * | 2015-11-20 | 2016-03-16 | 中冶赛迪工程技术股份有限公司 | Inverted-V-shaped truss with span larger than 100 m and construction method of inverted-V-shaped truss |
| CN106836497A (en) * | 2016-12-22 | 2017-06-13 | 浙江精工钢结构集团有限公司 | A kind of pair of rope separate type truss string structure and its construction method |
| CN107254917A (en) * | 2017-07-11 | 2017-10-17 | 浙江东南网架股份有限公司 | A kind of many order prestressed steel truss structures of super-span and its construction method |
| CN107882246A (en) * | 2017-11-27 | 2018-04-06 | 湖南大学 | One kind segmentation string prestressed giant latticed shell structure |
| CN109339329A (en) * | 2018-09-30 | 2019-02-15 | 浙江精工钢结构集团有限公司 | A kind of big across truss string structure coal booth structure system conducive to resistance high wind |
| CN111305465A (en) * | 2019-11-12 | 2020-06-19 | 成都容正软件有限公司 | Hoisting construction method for spoke type beam string structure |
Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN2719960Y (en) * | 2004-07-12 | 2005-08-24 | 高维成 | Tensioned beam truss hanging light combined roofing structure |
| CN101793094A (en) * | 2010-03-11 | 2010-08-04 | 潮峰钢构集团有限公司 | Multiple suspended truss gradual tensioning construction method |
| CN202023255U (en) * | 2011-03-18 | 2011-11-02 | 中国民航大学 | Steel-wood mixed truss string structure |
-
2012
- 2012-05-07 CN CN201210138384.4A patent/CN102653965B/en not_active Expired - Fee Related
Patent Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN2719960Y (en) * | 2004-07-12 | 2005-08-24 | 高维成 | Tensioned beam truss hanging light combined roofing structure |
| CN101793094A (en) * | 2010-03-11 | 2010-08-04 | 潮峰钢构集团有限公司 | Multiple suspended truss gradual tensioning construction method |
| CN202023255U (en) * | 2011-03-18 | 2011-11-02 | 中国民航大学 | Steel-wood mixed truss string structure |
Non-Patent Citations (1)
| Title |
|---|
| 陆赐麟等: "《现代预应力钢结构》", 31 January 2007 * |
Cited By (15)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103114670A (en) * | 2013-02-25 | 2013-05-22 | 中国民航大学 | Single and double-layer spherical reticulated shell with piezoelectric ceramic bar structure and bar internal force monitoring device |
| CN103114672B (en) * | 2013-03-08 | 2015-12-16 | 中铁五局（集团）有限公司 | A kind of steel truss arc canopy for high and cold permafrost tunnel hole |
| CN103114672A (en) * | 2013-03-08 | 2013-05-22 | 中铁五局（集团）有限公司 | Steel truss arc shack used for tunnel portal with permafrost in high and cold area |
| CN103696536A (en) * | 2013-12-27 | 2014-04-02 | 天津大学建筑设计研究院 | V-shaped truss |
| CN103696536B (en) * | 2013-12-27 | 2016-02-10 | 天津大学建筑设计研究院 | A kind of V-arrangement truss |
| CN104120831A (en) * | 2014-08-11 | 2014-10-29 | 哈尔滨工业大学 | Large-span inflatable pre-stress truss string and construction method thereof |
| CN104120831B (en) * | 2014-08-11 | 2016-04-06 | 哈尔滨工业大学 | Large span air filling type prestressing force truss string structure and construction method thereof |
| CN104763052A (en) * | 2015-03-25 | 2015-07-08 | 东南大学 | Foldable and unfoldable cable membrane truss structure |
| CN105401657A (en) * | 2015-11-20 | 2016-03-16 | 中冶赛迪工程技术股份有限公司 | Inverted-V-shaped truss with span larger than 100 m and construction method of inverted-V-shaped truss |
| CN106836497A (en) * | 2016-12-22 | 2017-06-13 | 浙江精工钢结构集团有限公司 | A kind of pair of rope separate type truss string structure and its construction method |
| CN107254917A (en) * | 2017-07-11 | 2017-10-17 | 浙江东南网架股份有限公司 | A kind of many order prestressed steel truss structures of super-span and its construction method |
| CN107254917B (en) * | 2017-07-11 | 2022-08-09 | 浙江东南网架股份有限公司 | Super-large-span multi-order secondary prestressed steel truss structure and construction method thereof |
| CN107882246A (en) * | 2017-11-27 | 2018-04-06 | 湖南大学 | One kind segmentation string prestressed giant latticed shell structure |
| CN109339329A (en) * | 2018-09-30 | 2019-02-15 | 浙江精工钢结构集团有限公司 | A kind of big across truss string structure coal booth structure system conducive to resistance high wind |
| CN111305465A (en) * | 2019-11-12 | 2020-06-19 | 成都容正软件有限公司 | Hoisting construction method for spoke type beam string structure |
Also Published As
| Publication number | Publication date |
|---|---|
| CN102653965B (en) | 2014-06-25 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN102653965B (en) | High-redundancy beam-string truss structure and implementation method | |
| CN102587497B (en) | String truss structure with load-relieving effect and implementation method | |
| CN109113181B (en) | Large-span upper-layer-connected square inner ring saddle-shaped double-layer cable rod tensioning structure | |
| CN105625623A (en) | Circular awning with cable dome and spatial steel truss being combined and construction method of circular awning | |
| CN105569187A (en) | Inverted arch beam string structure roof of large-span steel structure and construction method thereof | |
| CN104947942A (en) | Computer-controlled expansion accumulative lifting method for erecting super-high arch grid structure | |
| CN112982669A (en) | Eccentric annular large-cantilever prestressed steel structural system and construction method thereof | |
| CN103397740A (en) | Three-dimensional beam string structure | |
| CN112523358B (en) | Bidirectional diagonal combination spoke type bracing cable truss system and application | |
| CN103114671A (en) | Chord tensioning truss structure capable of preventing collapsing caused by cable breakage | |
| CN102199931B (en) | Annular cable chord supported grid beam structure and method for applying prestressing force to same | |
| CN113006280B (en) | Vertical face arc-shaped steel frame-support-based double-ring combined super-high-rise structure and forming method | |
| CN210660133U (en) | Prefabricated assembly type space grid structure for tunnel support | |
| CN103643738B (en) | A kind of Frame-Shear wall with flexible cable | |
| CN104060740A (en) | Double-layer column surface net shell with lower chord being prestressed stay rope | |
| CN115059179B (en) | Large-span column/cable truss structure | |
| CN203514510U (en) | Profile inner distributed cable supported net rack structure | |
| CN215519428U (en) | Bidirectional oblique crossing combined spoke type tension cable truss system | |
| CN102587500B (en) | Spherical joint sliding support with effect of relieving internal force of guy cable | |
| CN103526826A (en) | Space truss string structure with cables arranged inside | |
| CN106013868A (en) | Hyperbola cross truss formed steel construction cooling tower | |
| CN102561516B (en) | Sphere joint fixing support with effect of relieving internal force of stay rope | |
| CN209854920U (en) | Flexible full-tension structure system | |
| CN202164731U (en) | Beam string of plane heavy roof | |
| CN100366856C (en) | Sightseeing marking tower |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C06 | Publication | ||
| PB01 | Publication | ||
| C10 | Entry into substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| CF01 | Termination of patent right due to non-payment of annual fee | ||
| CF01 | Termination of patent right due to non-payment of annual fee |
Granted publication date: 20140625 Termination date: 20180507 |