CN101787769B - Self-adaptive bearing-type prestressed steel truss system - Google Patents
Self-adaptive bearing-type prestressed steel truss system Download PDFInfo
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- CN101787769B CN101787769B CN2010101120604A CN201010112060A CN101787769B CN 101787769 B CN101787769 B CN 101787769B CN 2010101120604 A CN2010101120604 A CN 2010101120604A CN 201010112060 A CN201010112060 A CN 201010112060A CN 101787769 B CN101787769 B CN 101787769B
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Abstract
The invention relates to a self-adaptive bearing-type prestressed steel truss system, comprising an inner chord member and an outer chord member, wherein a web member is connected between the inner chord member and the outer chord member, and prestressed inhaul cables are arranged in the inner chord member and the outer chord member. The self-adaptive bearing-type prestressed steel truss system fully utilizes the characteristics of a steel component and the inhaul cables to organically form a novel prestressed steel truss system with high structural rigidity and high bearing capacity, which can self-adaptively regulate the working state and the stressing state of all components according to the loaded condition of the system, and is particularly suitable for bearing repeated lateral load.
Description
Technical field
The present invention relates to a kind of prestressed steel truss, particularly a kind of self-adaptive bearing-type prestressed steel truss system of suitable opposing course under cyclic loading.
Background technology
Constantly to the function of building, new standard and the requirement of aesthetic proposition, the designer more and more favors big and light and handy architectural image for the development of contemporary society and human material and cultural life level's raising.For example, in the design, the designer often hopes that a dimension of building unit is bigger, makes an appointment and the size of two other dimension is more for a short time in modern times, and this has just produced the contradiction between the rigidity of structure, supporting capacity and the member cross sectional dimensions.
Traditionally,, can prestressed cable be set in tight side edge one side of member usually and apply prestressing force, improve structural internal force and distribute, improve the rigidity of structure, improve structural bearing capacity bearing the member of unidirectional transverse load effect.And in the real engineering, the member that some bear cyclic reverse loading often appears, for example; Not only bear wind pressure but also born the member such as large span wall beam and column of wind suction; When member bears wind pressure, can improve the rigidity of structure at member tight side edge design prestressed cable, increase structural bearing capacity; And when member bore wind suction, then the prestressing force of this moment was just consistent with the action direction of wind load, had become detrimental effect.And in the existing technology, to this large span member that bears cyclic reverse loading, also only be at present to rely on the cross section that increases member to improve the rigidity of structure, the distortion of control structure under load action.Like this, often cause the heaviness, sturdy, attractive in appearance inadequately of structural element, can not meet designer's design idea.
For this reason, a kind of self-adaptive bearing-type prestressed steel truss system need be provided
Summary of the invention
The object of the present invention is to provide a kind of self-adaptive bearing-type prestressed steel truss system, it can adapt to the directional transverse load, and can not cause the heaviness, sturdy and not attractive in appearance of structural element.
For achieving the above object; The present invention adopts following technical scheme: a kind of self-adaptive bearing-type prestressed steel truss system; It comprises interior chord member, outer chord member, in said chord member and said outside be connected with web member between the chord member, in said chord member, prestressed cable all is set in the chord member outside said.Made full use of the characteristic of steel member and prestressed cable like this; Thereby make that the rigidity of structure of this steel truss system is good; Bearing capacity is big; Owing in the inside and outside chord member prestressed cable is set all, make this steel truss system to adjust the stress of respectively forming member adaptively simultaneously, be specially adapted to bear two-way transverse load repeatedly according to the load-bearing situation of system.
Further, in said chord member and said outside prestressed cable also is set on the connected node of chord member.
Further; Said prestressed cable is fixed in said interior chord member or the said outer chord member by stop; And make said prestressed cable in cross section, be in said in the central authorities of chord member or said outer chord member, said in chord member perhaps outer chord member with the node location that said web member is connected stop is set.Stop can be fixed prestressed cable in position, prevents that prestressed cable from moving, and is restive.
Preferably, said steel truss can adopt plane frame or space truss.
Preferably, chord member and said outer chord member are the steel pipe in cross section of remaining silent in said.
Preferably, the steel member that chord member and said outer chord member are opening section in said.
Preferably, said stop comprises lashing limiting component and support limit parts.Said support limit parts are connected between said lashing limiting component and said interior chord member or the said outer chord member.
Preferably, said lashing limiting component is steel pipe socket or steel loop, and said support limit parts are round steel or steel plate.
Make that like this steel truss of the present invention can improve the utilization rate of architectural space effectively, satisfies architectural effect preferably.
Preferably, the prestressing force of said prestressed cable applies with the suffered cyclic reverse loading of said steel truss system and is complementary.
Preferably, said prestressed cable is not for there being the high-strength underrelaxation steel strand of bonding.
Preferably, said prestressed cable is the steel strand of high-strength, high elastic modulus, underrelaxation.
Description of drawings
Fig. 1 is not for being provided with the simplified schematic diagram of the steel truss system of prestressed cable in the prior art;
Fig. 2 is for only being provided with the simplified schematic diagram of the steel truss system of prestressed cable at monolateral montant;
Fig. 3 is the simplified schematic diagram of first embodiment of self-adaptive bearing-type prestressed steel truss system of the present invention;
Fig. 4 is the simplified schematic diagram of second embodiment of self-adaptive bearing-type prestressed steel truss system of the present invention;
Fig. 5 is the simplified schematic diagram of the 3rd embodiment of self-adaptive bearing-type prestressed steel truss system of the present invention;
Fig. 6 is the schematic cross-section when remaining silent the cross section for the inside/outside chord member;
Schematic cross-section when Fig. 7 is opening section for the inside/outside chord member.
The specific embodiment
To combine accompanying drawing to introduce specific embodiment of the present invention in detail below.
Fig. 1 is not for being provided with the simplified schematic diagram of the steel truss system of prestressed cable in the prior art; Fig. 2 is for only being provided with the simplified schematic diagram of the steel truss system of prestressed cable at monolateral montant; Fig. 3-Fig. 5 is the simplified schematic diagram of three embodiment of self-adaptive bearing-type prestressed steel truss system of the present invention.In the sketch of these 5 contrasts, chord member in mark 1 expression, the outer chord member of mark 2 expressions, mark 3 expression web members, mark 4 expressions first prestressed cable, mark 5 expressions second prestressed cable.
Like Fig. 3-shown in Figure 5, three embodiment only prestressed cable that the position is set is variant.The self-adaptive bearing-type prestressed steel truss system of each embodiment includes interior chord member 1, outer chord member 2, interior chord member 1 and outside be connected with web member 3 between the chord member 2.Wherein, in the embodiment shown in fig. 3, in interior chord member 1, outer chord member 2, be respectively arranged with prestressed cable 4,5.In Fig. 4, embodiment shown in Figure 5, in interior chord member 1, outer chord member 2 and node that both link to each other, prestressed cable is set all, just among the embodiment of Fig. 4, Fig. 5, some difference of the form of prestressed cable (seeing accompanying drawing 4,5 for details)
Preferably; Above-mentioned prestressed cable 4,5 is fixed in interior chord member or the outer chord member by stop; And make prestressed cable in cross section, be in the central authorities of chord member or outer chord member, the interior chord member perhaps node location that is connected with said web member of outer chord member must be provided with stop.Further, stop comprises lashing limiting component and support limit parts, and the support limit parts are connected between lashing limiting component and interior chord member or the outer chord member.
As shown in Figure 6, interior chord member 1, outer chord member 2 and web member 3 all can adopt the steel pipe in the cross sections of remaining silent such as round steel pipe, rectangular steel pipe; The lashing limiting component is a steel pipe socket 6; The support limit parts are round steel 7, and with drag-line penetrate steel sleeve 6 earlier this moment, and through calculating; The steel pipe socket of predetermined quantity is fixed in the precalculated position on the drag-line length direction with thin wire etc.; Like this, after stretch-draw is accomplished, central authorities' (shown in sectional view of Fig. 6) in chord member 1 or outer chord member 2 cross sections in round steel 7 is defined in prestressed cable (4/5).
As shown in Figure 7, interior chord member 1, outer chord member 2 and web member 3 all can adopt the steel member of opening sections such as H shaped steel, channel-section steel, and the lashing limiting component is a steel loop 9, and the support limit parts are steel plate 8.At this moment, prestressed cable (4/5) penetrate steel loop 9 and be fixed on through steel plate 8 in central authorities' (shown in sectional view of Fig. 7) in chord member 1 or outer chord member 2 cross sections.
Among above-mentioned first, second and third embodiment, prestressed cable (4/5) can adopt does not have the high-strength underrelaxation steel strand of bonding or other high-strength underrelaxation material, the material of especially high-strength, high elastic modulus, underrelaxation.The prestressing force of prestressed cable applies with the suffered cyclic reverse loading of said steel truss system and is complementary.
The job practices of the self-adaptive bearing-type steel truss system of above-mentioned each embodiment specifically comprises the steps:
(1) at first is made into trussmember, stop respectively with steel.Described member comprises interior chord member 1, outer chord member 2 and web member 3, and described stop is formed by lashing limiting components such as steel sleeve 6 or steel loop 9 and support limit parts assembly weldings such as round steel 7 or steel plate 8.
(2) when steel truss chord member (1/2), web member 3 making employing opening sections, stop supporting steel plate 8 is connected firmly at design attitude with steel truss chord member (1/2), node; Make when steel truss chord member (1/2), web member 3 and to adopt when remaining silent the cross section, stop is supported on the central authorities of steel truss chord member (1/2), design of node position through round steel 7, is not connected with chord member (1/2), node.
(3) when steel truss chord member (1/2), web member 3 employing opening sections, can directly accomplish the lashing of prestressed cable (4/5) by conventional method; When steel truss chord member (1/2), when web member 3 adopts and remains silent the cross section; Earlier drag-line (4/5) is penetrated steel pipe socket; And through calculating, the steel pipe socket of predetermined quantity is fixed in the precalculated position on drag-line (4/5) length direction with thin wire etc., like this; After prestressed cable (4/5) stretch-draw was accomplished, stop was supported on prestressed cable (4/5) by the anticipation requirement central authorities of steel truss chord member (1/2), design of node position.
(4) prestressed cable (4/5) in chord member 1, the outer chord member 2 should draw by symmetrical parallel opening in the truss, or replaces parallel stretch-draw to accomplish prestressed applying according to calculating stretch-draw number of times and the stretch-draw order confirmed.
The curtain-wall stand-column that is applied to bear wind pressure and wind suction with the present invention below is an example, through calculating further proof effect of the present invention of comparative analysis.
(1) calculation specifications
Laterally common steel tube truss, monolateral stretch-draw prestressing force steel pipe truss, the 3 kinds of situation of bilateral stretch-draw prestressing force steel pipe truss of evenly distributed load of bearing have repeatedly been constructed in this example.Wherein, Φ 89 * 6 is all adopted in the chord member of truss cross section, and Φ 48 * 3.5 is all adopted in the web member cross section, and material is Q345B, and drag-line all adopts 2 bundles, 7 Φ
j5 high-strength low relaxed prestress steel strands, the initial tension of prestressed cable is 200kN, rise of a truss 20m, wide 2m, two ends are hinged, and truss right side chord member node bears respectively ± the horizontal joint load of 10kN, ANSYS 11.0 is adopted in computational analysis.
(2) result of calculation comparative analysis
Result of calculation under 3 kinds of operating modes
(3) brief summary
Can find out from Calculation results; For the structure of bearing repeatedly transverse load; Traditional monolateral steel truss that prestressed cable is set is when prestressed effect is consistent with the load action direction, and the prestressing force that applies can increase structural internal force and distortion and become detrimental effect.And in the structural system that the present invention proposes, compression boom one side prestressed cable reduces through the compatibility of deformation with agent structure and draws cable force, thereby weakens adverse effect to structure until inefficacy; And the prestressed cable that is drawn a side is through extending with the compatibility of deformation of agent structure, thereby increases Suo Li, strengthens structural entity rigidity, improves structural internal force and distribute to reach the structure beneficial effect.
The above disclosed the preferred embodiments of the present invention that are merely can not limit the present invention's interest field certainly with this, so according to the equivalent variations that claim of the present invention is done, still belong to the scope that the present invention is contained.
Claims (8)
1. self-adaptive bearing-type prestressed steel truss system is characterized in that: comprise interior chord member, outer chord member, in said chord member and said outside be connected with web member between the chord member, in said chord member, prestressed cable all is set in the chord member outside said; Said prestressed cable is fixed in said interior chord member or the said outer chord member by stop; And make said prestressed cable in cross section, be in said in the central authorities of chord member or said outer chord member, said in chord member perhaps outer chord member with the node location that said web member is connected stop is set; The prestressing force of said prestressed cable applies with the suffered cyclic reverse loading of said steel truss system and is complementary.
2. self-adaptive bearing-type prestressed steel truss system as claimed in claim 1 is characterized in that: in said chord member and said outside prestressed cable is set on the connected node of chord member.
3. self-adaptive bearing-type prestressed steel truss system as claimed in claim 1 is characterized in that: chord member and said outer chord member are the steel pipe in cross section of remaining silent in said.
4. self-adaptive bearing-type prestressed steel truss system as claimed in claim 1 is characterized in that: the steel member that chord member and said outer chord member are opening section in said.
5. like each self-adaptive bearing-type prestressed steel truss system among the claim 1-4; It is characterized in that: said stop comprises lashing limiting component and support limit parts, and said support limit parts are connected between said lashing limiting component and said interior chord member or the said outer chord member.
6. self-adaptive bearing-type prestressed steel truss system as claimed in claim 5 is characterized in that: said lashing limiting component is a steel pipe socket, and said support limit parts are round steel; Perhaps said lashing limiting component is a steel loop, and said support limit parts are steel plate.
7. self-adaptive bearing-type prestressed steel truss system as claimed in claim 1 is characterized in that: said prestressed cable is not for there being the high-strength underrelaxation steel strand of bonding.
8. self-adaptive bearing-type prestressed steel truss system as claimed in claim 1 is characterized in that: said prestressed cable is the steel strand of high-strength, high elastic modulus, underrelaxation.
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| Application Number | Priority Date | Filing Date | Title |
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| CN2010101120604A CN101787769B (en) | 2010-02-09 | 2010-02-09 | Self-adaptive bearing-type prestressed steel truss system |
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| CN2010101120604A CN101787769B (en) | 2010-02-09 | 2010-02-09 | Self-adaptive bearing-type prestressed steel truss system |
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| CN101787769A CN101787769A (en) | 2010-07-28 |
| CN101787769B true CN101787769B (en) | 2012-05-23 |
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Families Citing this family (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103061456B (en) * | 2011-10-21 | 2015-06-03 | 张如成 | Steel pipe concrete braced arch with lower suspension prestress high-strength steel hinge line |
| CN110107037B (en) * | 2019-05-07 | 2024-04-05 | 中国航空规划设计研究总院有限公司 | Rotary-ascending prestress steel structure ramp structure and construction method thereof |
| CN114938182B (en) * | 2022-07-25 | 2022-11-11 | 江苏国强兴晟能源科技有限公司 | Prestress applying method for photovoltaic support supporting piece and spindle, column and photovoltaic support applying prestress applying method |
Citations (5)
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| US4275537A (en) * | 1977-05-26 | 1981-06-30 | Tension Structures, Inc. | Tension members |
| CN2719960Y (en) * | 2004-07-12 | 2005-08-24 | 高维成 | Tensioned beam truss hanging light combined roofing structure |
| CN1821519A (en) * | 2005-12-22 | 2006-08-23 | 高维成 | Tension string beam structure with dog bone type damper |
| JP4005358B2 (en) * | 1999-08-24 | 2007-11-07 | 積水樹脂株式会社 | Self-luminous road sign system |
| CN201236414Y (en) * | 2008-06-24 | 2009-05-13 | 浙江省二建建设集团有限公司 | Shuttle shaped beam string girder structure |
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2010
- 2010-02-09 CN CN2010101120604A patent/CN101787769B/en active Active
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US4275537A (en) * | 1977-05-26 | 1981-06-30 | Tension Structures, Inc. | Tension members |
| JP4005358B2 (en) * | 1999-08-24 | 2007-11-07 | 積水樹脂株式会社 | Self-luminous road sign system |
| CN2719960Y (en) * | 2004-07-12 | 2005-08-24 | 高维成 | Tensioned beam truss hanging light combined roofing structure |
| CN1821519A (en) * | 2005-12-22 | 2006-08-23 | 高维成 | Tension string beam structure with dog bone type damper |
| CN201236414Y (en) * | 2008-06-24 | 2009-05-13 | 浙江省二建建设集团有限公司 | Shuttle shaped beam string girder structure |
Non-Patent Citations (1)
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| 熊学玉.预应力平面桁架.《预应力结构原理与设计》.中国建筑工业出版社,2004,第273页文字及图17.2-1. * |
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Inventor after: Wang Long Inventor after: Gao Junyue Inventor after: Lou Feng Inventor after: Shi Kairong Inventor before: Wang Long Inventor before: Gao Junyue Inventor before: Lou Feng Inventor before: Shi Kairong |
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Effective date of registration: 20201209 Address after: 510030 No. 4, Guang Wei Road, Guangzhou, Guangdong Patentee after: Guangzhou Construction Engineering Co.,Ltd. Patentee after: GUANGZHOU INSTITUTE OF BUILDING SCIENCE Co.,Ltd. Address before: 510030 No. 4, Guang Wei Road, Guangzhou, Guangdong Patentee before: Guangzhou Construction Engineering Co.,Ltd. |
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