CN102653965B - High-redundancy beam-string truss structure and implementation method - Google Patents

High-redundancy beam-string truss structure and implementation method Download PDF

Info

Publication number
CN102653965B
CN102653965B CN201210138384.4A CN201210138384A CN102653965B CN 102653965 B CN102653965 B CN 102653965B CN 201210138384 A CN201210138384 A CN 201210138384A CN 102653965 B CN102653965 B CN 102653965B
Authority
CN
China
Prior art keywords
truss
string
drag
many
winds
Prior art date
Application number
CN201210138384.4A
Other languages
Chinese (zh)
Other versions
CN102653965A (en
Inventor
刘国光
武志玮
谭振
Original Assignee
中国民航大学
Priority date (The priority date 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 date listed.)
Filing date
Publication date
Application filed by 中国民航大学 filed Critical 中国民航大学
Priority to CN201210138384.4A priority Critical patent/CN102653965B/en
Publication of CN102653965A publication Critical patent/CN102653965A/en
Application granted granted Critical
Publication of CN102653965B publication Critical patent/CN102653965B/en

Links

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

A kind of highly redundant degree truss-string-structure and implementation method

Technical field

The invention belongs to the large-span prestressed steel structure technical field of building structure, particularly relate to a kind of highly redundant degree 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, the self-balancing combination construction that it is mainly made up of the truss member that winds up as press-bending parts, lower edge flexible cable and intermediate pressurised strut is also more successful large-span prestressed space structure body in a kind of Mixed Architecture development.

The feature of truss-string-structure is that system is simple, stressed clearly, form of structure is various, given full play to the advantage of hard and soft material, and it is simple and convenient to manufacture, transport, construct, and has therefore obtained good application.In recent years, become China's landmark building taking Pudong International Airport in Shanghai departure lounge, Guangzhou International Exhibition, Harbin International Conference and Exhibition Center, Beijing agricultural exhibition center, National Indoor Stadium as the Large-span Truss String Structure roof structure of representative.

At present, researcher in this field generally believe the force-mechanism of truss-string-structure be by lower edge flexible cable is applied prestressing force make to wind up truss member produce allowance for camber, the final amount of deflection of structure under load action reduced, and the resiliency supported that intermediate pressurised strut provides the truss member that winds up can be improved the stress performance of structure.The general truss that winds up being made up of the truss member that winds up adopts arched girder or truss arch, is born, to alleviate the horizontal movement of encircleing the horizontal thrust that bearing is produced and reducing sliding support in the horizontal thrust of load action lower arch by lower edge flexible cable.Truss-string-structure can be brought into play high strong tensile property of wringing, and improves 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, space truss-string-structure mainly contains unidirectional truss-string-structure, Bidirectional String Structure trussed construction, multidirectional truss-string-structure, radiant type truss-string-structure, its method for designing, construction means are ripe day by day, and researcher has also carried out many-sided research and obtained a lot of achievements.

Although truss-string-structure reasonable stress, rigidity are large, lightweight, because its lower edge flexible cable need to take a large amount of indoor headroom, have therefore limited its application.In addition, once traditional truss-string-structure lower edge flexible cable produces fracture, the truss that winds up will there will be and collapse, and can cause that adjacent structure produces destruction continuously, thus initiation catastrophic failure.Therefore, how to provide the expanding-chord that a kind of headroom takies less, structural redundancy degree is high girder construction, just become the key issue of expanding traditional tension string beam structure application.

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, structural redundancy degree is high truss-string-structure and implementation method.

In order to achieve the above object, highly redundant degree truss-string-structure provided by the invention comprises the truss that winds up, many struts, many drag-lines, fixed-hinged support and sliding hinge bearings, the truss that wherein winds up serve as reasons many wind up truss member by bolt sphere or solder sphere interconnect form 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 Duo Gen drag-line; The upper end of fixed-hinged support is connected with the ball node of truss one side lower part that winds up, and lower end is arranged in the braced structures that is positioned at truss one side of winding up in a fixed manner; The upper end of sliding hinge bearing is connected with the ball node of the truss opposite side bottom of winding up, and lower end is arranged in the braced structures that is positioned at the truss opposite side that winds up in the mode of sliding.

The quantity of described drag-line is three, and the outer end that is positioned at outermost two drag-lines is connected with the ball node of truss two side lower parts that wind up respectively.

The implementation method of highly redundant degree truss-string-structure provided by the invention comprises the following step carrying out in order:

1) according to section area and the corresponding initial prestress value F of the length of wind up in the restriction of structural span, interior net storey height and Load Combination operating condition design highly redundant degree truss-string-structure truss member and strut and sectional dimension, many drag-lines;

2) by 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 and are winded up between truss bottom and Duo Gen drag-line;

4) by many drag-lines of root stretch-draw, tension sequence is: a drag-line in the middle of pretensioning, and then two drag-lines in simultaneous tension outside are fixed many drag-line sealing off and covering anchorages after the initial prestress value F of drag-line reaches design load, form thus a Pin truss string structure;

5) on construction ground by after a Pin truss string structure hoisted in position by its two ends respectively be arranged on the structural fixed-hinged support of supported on both sides and be connected with the upper end of sliding hinge bearing, and impose temporary supporting;

6) after the whole rigging outs of many Pin truss string structure, between truss, many cross struts be set and form truss string structure roof structure winding up of adjacent truss string structure, to ensure the lateral stability of truss-string-structure, remove temporary supporting, construct complete.

Highly redundant degree truss-string-structure provided by the invention and implementation method tool have the following advantages:

1) indoor headroom takies few: many string ropes are connected on the bottom ball node of the truss that winds up, and the rise of span centre position is reduced greatly, have saved indoor headroom.

2) security performance improves: in the time in many drag-lines a certain there is fracture, the internal force of other drag-line increases, and can be delayed it and is collapsed by wind up mode that truss is out of shape of increases, for the evacuation of personnel and property provides the quality time.

Brief description of the drawings

Fig. 1 is highly redundant degree truss-string-structure front view provided by the invention.

Fig. 2 is the unidirectional truss string structure roof structure stereogram being made up of highly redundant degree truss-string-structure provided by the invention.

Fig. 3 is traditional truss-string-structure and highly redundant degree truss-string-structure provided by the invention span centre displacement changing curve under Vertical Seismic Load effect.

Fig. 4 is that traditional truss-string-structure and highly redundant degree truss-string-structure provided by the invention are at Vertical Seismic Load effect downhaul internal force change curve.

Detailed description of the invention

Below in conjunction with the drawings and specific embodiments, highly redundant degree truss-string-structure provided by the invention and implementation method are elaborated.

As shown in Figure 1, highly redundant degree 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 sliding hinge bearings 5, the truss 1 that wherein winds up serve as reasons many wind up truss member 6 by bolt sphere or solder sphere interconnect form 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 Duo Gen drag-line 3; The upper end of fixed-hinged support 4 is connected with the ball node of truss 1 one side lower parts that wind up, and lower end is arranged in the braced structures that is positioned at truss 1 one sides of winding up in a fixed manner; The upper end of sliding hinge bearing 5 is connected with the ball node of the truss 1 opposite side bottom of winding up, and lower end is arranged in the braced structures that is positioned at truss 1 opposite side that winds up in 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 is connected with the ball node of the 1 liang of side lower part of truss that winds up respectively.

Now as an example of the unidirectional truss string structure roof structure of highly redundant degree that formed by 7 Pin truss string structures 7 example, the implementation method of highly redundant degree truss-string-structure provided by the invention is described, spacing on this unidirectional truss string structure roof structure between truss string structure 7 is 8m, longitudinally overall length 48m, adjacent winding up established cross struts 8 between 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 sliding hinge bearing 5, and absolute altitude is 20.0m, and as shown in Figure 2, described implementation method comprises the following step carrying out in order:

1) according to section area and the corresponding initial prestress value F of the length of wind up in the restriction of structural span, interior net storey height and Load Combination operating condition design highly redundant degree truss-string-structure truss member 6 and strut 2 and sectional dimension, many drag-lines 3;

2) by 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 and are winded up between truss 1 bottom and 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 pretensioning, and then two drag-lines 3 in simultaneous tension outside are fixed many drag-lines 3 sealing off and covering anchorages after the initial prestress value F of drag-line 3 reaches design load, form thus a Pin truss string structure 7;

5) on construction ground by after Pin truss string structure 7 hoisted in position by its two ends respectively be arranged on the structural fixed-hinged support 4 of supported on both sides and be connected with the upper end of sliding hinge bearing 5, and impose temporary supporting;

6) after the whole rigging outs of many Pin truss string structure 7, between truss 1, many cross struts 8 are set and formation truss string structure roof structure winding up of adjacent truss string structure 7, to ensure the lateral stability of truss-string-structure, remove temporary supporting, construct complete.

In order to verify the anti-seismic performance of highly redundant degree truss-string-structure provided by the invention, the inventor has utilized finite element software Modeling Calculation, and traditional truss-string-structure and highly redundant degree truss-string-structure provided by the invention are made used time structure span centre maximum displacement change curve and drag-line 6 internal force change curves at EL-Centro (1940) ripple Vertical Seismic Load, 400 load steps, load time 8s, the results are shown in Figure 3 and Fig. 4.Visible, highly redundant degree truss-string-structure provided by the invention still can reliably working under seismic loading, and has the anti-seismic performance outstanding compared with traditional structure.

As can be seen here, the present invention is theoretical reliable, use safety, and implementation method is easy, and effect significantly and be convenient to practical application.

Claims (3)

1. a highly redundant degree truss-string-structure, it is characterized in that: described highly redundant degree truss-string-structure comprises the truss that winds up (1), many struts (2), many drag-lines (3), fixed-hinged support (4) and sliding hinge bearing (5), the truss (1) that wherein winds up serve as reasons many wind up truss member (6) by bolt sphere or solder sphere interconnect form 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 Duo Gen drag-line (3); The upper end of fixed-hinged support (4) is connected with the ball node of truss (1) one side lower part that winds up, and lower end is arranged in the braced structures that is positioned at truss (1) one side of winding up in a fixed manner; The upper end of sliding hinge bearing (5) is connected with the ball node of the truss that winds up (1) opposite side bottom, and lower end is arranged in the braced structures that is positioned at the truss that winds up (1) opposite side in the mode of sliding.
2. highly redundant degree truss-string-structure according to claim 1, it 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) is connected with the ball node of truss (1) two side lower part that winds up respectively.
3. an implementation method for highly redundant degree truss-string-structure as claimed in claim 1, is characterized in that: described implementation method comprises the following step carrying out in order:
1) according to section area and the corresponding initial prestress value F of the length of wind up in the restriction of structural span, interior net storey height and Load Combination operating condition design highly redundant degree truss-string-structure truss member (6) and strut (2) and sectional dimension, many drag-lines (3);
2) by 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 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 pretensioning, then simultaneous tension two drag-lines in outside (3), after the initial prestress value F of drag-line (3) reaches design load, many drag-lines (3) sealing off and covering anchorage is fixed, formed thus a Pin truss string structure (7);
5) on construction ground by after Pin truss string structure (7) hoisted in position by its two ends respectively be arranged on the structural fixed-hinged support of supported on both sides (4) and be connected with the upper end of sliding hinge bearing (5), and impose temporary supporting;
6) after the whole rigging outs of many Pin truss string structure (7), many cross struts (8) are set between the truss that winds up (1) of adjacent truss string structure (7) and form truss string structure roof structure, to ensure the lateral stability of truss-string-structure, remove temporary supporting, construct complete.
CN201210138384.4A 2012-05-07 2012-05-07 High-redundancy beam-string truss structure and implementation method CN102653965B (en)

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 CN102653965A (en) 2012-09-05
CN102653965B true CN102653965B (en) 2014-06-25

Family

ID=46729684

Family Applications (1)

Application Number Title Priority Date Filing Date
CN201210138384.4A 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)

Families Citing this family (8)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN103114670B (en) * 2013-02-25 2014-11-19 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
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
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
CN104763052B (en) * 2015-03-25 2016-10-05 东南大学 A kind of rope film truss structure of collapsible expansion
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
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

Citations (3)

* Cited by examiner, † Cited by third party
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

Patent Citations (3)

* Cited by examiner, † Cited by third party
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)

* Cited by examiner, † Cited by third party
Title
陆赐麟等.预应力索拱结构体系.《现代预应力钢结构》.2007,第159-160页及图7-2. *

Also Published As

Publication number Publication date
CN102653965A (en) 2012-09-05

Similar Documents

Publication Publication Date Title
Lienhard Bending-active structures: form-finding strategies using elastic deformation in static and kinetic systems and the structural potentials therein
CN104847017B (en) A kind of prestressing force industry stock ground canopy structure and construction method
Lienhard et al. Active bending, a review on structures where bending is used as a self-formation process
Quinn et al. A review of elastic grid shells, their erection methods and the potential use of pneumatic formwork
CN103866986B (en) Long span variable cross-section bolted spherical node net shell mounting method
CN100532750C (en) Cord string branch dome
CN102425260B (en) Annular single-point installation method for large-span hemispherical roof steel-structured net rack
CN104120831B (en) Large span air filling type prestressing force truss string structure and construction method thereof
CN202157411U (en) Double lateral force resisting structure of fabricated buckling-restrained brace steel frame
CN103225423A (en) Existing building surrounding type story-adding structure and construction method thereof
CN101200916A (en) Construction method of prestressed suspension type building structure
CN105625623B (en) A kind of round awning that Cable dome is combined with Steel Space Truss and its engineering method
CN206769052U (en) A kind of New Types of Beam column Connections
CN104499567B (en) Frame structure, frame structure assembly and prefabricating and constructing methods of frame structure assembly
CN105064739B (en) A kind of hyperbola Double-level Reticulated Shell steel structure cooling tower
CN104929281A (en) Steel bar truss stiffened steel concrete composite shear wall
CN103397740B (en) Three-dimensional beam string structure
CN202164703U (en) Assembly type flexing restrained support steel framework structure
CN103147509A (en) Fully-enclosed assembled string structural system and construction method thereof
CN101100876A (en) Net-shell net-rack overhanging high altitude bulk construction method for bolt sphere node
CN100585082C (en) Assembled bridge building technique based on three steel tube longeron segments
CN103306531B (en) Reticulated shell-annular truss frame-irregular-shaped combination column combined support spherical tank system capable of slightly moving
CN104947942B (en) Hypervelocity arch grid structure architecture computer controls the installation method extending out accumulation lifting
CN103046758B (en) Method for constructing multichannel interval load-carrying mega truss door structure
CN103362213B (en) Beam string structure

Legal Events

Date Code Title Description
PB01 Publication
C06 Publication
SE01 Entry into force of request for substantive examination
C10 Entry into substantive examination
GR01 Patent grant
C14 Grant of patent or utility model
CF01 Termination of patent right due to non-payment of annual fee

Granted publication date: 20140625

Termination date: 20180507

CF01 Termination of patent right due to non-payment of annual fee