CN1563626A - Method for fabricating new type tension chord truss frame in large span - Google Patents
Method for fabricating new type tension chord truss frame in large span Download PDFInfo
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- CN1563626A CN1563626A CN 200410022224 CN200410022224A CN1563626A CN 1563626 A CN1563626 A CN 1563626A CN 200410022224 CN200410022224 CN 200410022224 CN 200410022224 A CN200410022224 A CN 200410022224A CN 1563626 A CN1563626 A CN 1563626A
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Abstract
This is a method used to produce long span spread chord truss. It contains: To weld the belly rod on the upper spread chord rod, put the formed upper chord rod on the wording platform, fix the two ends of this chord rod on the fixed seat, then connect lower end of the belly rod with cover joint pipe, and between two cover pipes beforehand put a lower chord steel pipe. The steel rope pierce through every joint cover pipe and every lower chord steel pipe, then to spread out the steel rope, on the steel rope at the spreading straight, state weld every lower steel pipe with every joint cover pipe, keep the steel rope spread out straightly, then loose the two ends of the upper chord rod from platform, then long span spread chord truss is finished.
Description
Technical field:
The present invention relates to a kind of preparation method of large span expanding-chord truss, belong to large span and open string roof structure technical field.
Background technology:
At present, large span of the prior art open the string roof structure use tension string beam structure the most generally, " tension string beam structure " at first proposed in 1984 by Nihon University M.Saitoh professor at first, and is widely used in the roof structure of large, medium and small span in Japan; At the entering the Room, do four its span of large space 49.3m such as the ticket Room, market and the Room of boarding of the Pudong International Airport in Shanghai Hou Jilou of China, 82.6m, 44.4m and 54.3m adopt tension string beam structure respectively; The Guangzhou international conference exhibition center roof system that built up in 2002, its span 126m has also adopted " truss string structure beam " structural system, and filled up domestic blank, and this type of structural system has been developed to some extent, but still the principle and the construction features of genus " tension string beam structure " system." tension string beam structure " is defined as in the prior art: connect top bending resistance compressed member and bottom tension member and the self equilibrium systems that forms with web member; Basic principle is: upper chord and lower chord are the circular arc profile, and upper chord and lower chord are connected to form truss string structure with web member, truss string structure one end is fixed, the other end makes it can horizontal sliding, prestressing force to following cable stretching, rope makes the inside slippage of upper chord that bar is bent then, make the web member pressurized, form self equilibrium systems; After self equilibrium systems formed, it was in place to winch to capital, was operational phase after laying roofing joint loads such as Eurya plant bar and roof panel.Though this tension string beam structure of the prior art has many advantages, but still exist several bigger problems: 1, rolled steel dosage is big, the cost of manufacture height; 2, because its downhaul is a flexible structure, if careless when lifting, a string Liangping weighing apparatus structure of the self equilibrium systems that easy destruction has formed, therefore lifting is relatively more difficult; 3, for the long span building in modern times, generally be light roofing, in the wind load larger area or the typhoon zone, roof truss forms the negative pressure opposite with joint load, this moment, the existing string beam bottom Suo Lali of opening lost, and its self equilibrium systems does not also exist, the degree of safety forfeiture, so tension string beam structure will guarantee heavily that fully the negative pressure structure does not lose stable and degree of safety at roofing, therefore existing tension string beam structure does not fit into the effect of unusual load.Because there are the problems referred to above in existing tension string beam structure, so its result of use still is not ideal enough.
Summary of the invention:
The objective of the invention is: provide that a kind of rolled steel dosage is lower, lifting easily, the Stability Analysis of Structures performance is good and be adapted to the preparation method of the large span expanding-chord truss of unusual load, to overcome the deficiencies in the prior art.
The present invention is achieved in that it comprises upper chord (1) and web member (2), it is characterized in that: it is pressed upper chord (1) the required physical dimension of truss earlier and is shaped, web member (2) is passed through connection with upper chord (1) mutually by welding, upper chord (1) after will being shaped then is after being placed on the workbench under the state that is in zero stress that relaxes, and the two ends of upper chord (1) are separately fixed on two fixed bearings (6) on the workbench, connect a last node sleeve pipe (3) in the lower end of web member (2) then, and between per two node sleeve pipes (3), all place a lower edge steel pipe (4) in advance, cable wire (5) is passed each node sleeve pipe (3) and each lower edge steel pipe (4), then cable wire (5) is carried out stretch-draw, and the tensile state of maintenance cable wire (5), under the tensile state of cable wire (5), each lower edge steel pipe (4) all is welded as a whole with the node sleeve pipe (3) at its two ends respectively, the two ends of cable wire (5) are fixed on two of upper chord (1), make cable wire (5) keep tensile state always, promptly get the large span expanding-chord truss after the two ends that will be fixed on the upper chord (1) on two fixed bearings (6) then break away from two fixed bearings (6) respectively; In each node sleeve pipe (3) that web member (2) lower end connects, two bearings (7) are housed all, and an axis of rolling (8) that is used to support stretch-draw cable wire (5) is housed on two bearings (7); Node sleeve pipe (3) also can be spherical structure.
Owing to adopted technique scheme, truss-string-structure of the present invention is actual to be the self equilibrium systems that connects tension pressurized upper chord and the formation of resistance to compression tension lower chord with diagonal web member.Its working stage divides following a few step:
1), zero stress state: the physical dimension by design on working platform forms pipe truss or stereo tube truss, the node that winds up that its upper chord (1) is connected with web member (2) is as the pipe truss, adopt tubular joint, its lower-chord panel point that is connected with the lower end of web member (2) was inserted in lower edge steel pipe (4) in the while of reeving, but be not welded to connect as the two ends of the lower edge steel pipe (4) of lower chord are temporary transient, promptly at this moment do not work as the lower edge steel pipe (4) of lower chord with node sleeve pipe (3) as ball node;
2), prestressing force I state:
When the two ends with upper chord (1) are separately fixed at after two fixed bearings (6) on the workbench go up, carry out cable wire (5) stretch-draw, the contraction in length of cable wire (5) produces pressure to diagonal web member (2), cause upper chord (1) tension (but not being bent), lower edge cable wire (5) tension;
3), prestressing force II state:
Before the fixed point of the bearing (6) at upper chord (1) two ends does not loosen, will as the lower edge steel pipe (4) of the not welding of lower chord be welded to connect as the sleeve pipe (3) of ball node, after forming rigid truss, loosen two end bearings (constraint relief), this moment, the pretension of rope was passed to support node by the anchor slab of two ends rope, promptly to inside pressure of truss downside effect, truss internal force is changed, this moment truss lower chord pressurized, the most of tension of upper chord, but pulling force answers the I stage little than in advance, and the two ends upper chord also may show less pressure, and web member has to be pressed with and draws phenomenon, the equal pressurized of lower edge steel pipe this moment, cable wire is as deactivate (indirect effect), and prestressing force II stage condition is exactly in fact the duty of general prestressed steel truss;
4), the joint load duty of winding up:
As the steel truss stress the same, pressurized winded up than the stage, identical change is pressed, drawn to lower edge tension web member, and after between the bearing first segment, other internodes are for drawing, press variation, and proper and prestressing force II opposite states (pressing, draw variation) is with prestressing force I state, three state internal force stacks of II state and load action, promptly use load action stressed as follows:
1., upper chord is that two pulling force add a pressure, pressure reduces significantly, no flexural stress exists;
2., pressure of lower chord and the stack of pulling force, the lower edge pulling force also significantly reduces;
3., web member also is the stack of pressure and pulling force, is that pressure significantly reduces at last, analyzes " truss-string-structure " of the present invention theoretically under rational prestressing force effect, can accomplish by the design of structure bar, thereby the structural steel amount is descended significantly.
According to above analysis, the present invention compares with existing tension string beam structure, and the present invention has following characteristics:
1, steel using amount comparison:
After two stage stress stacks of of the prior art string beam, the formation large eccentric pressuring winds up, steel using amount increases suddenly, and the upper chord three phases of truss string structure of the present invention draws, pressure superposition, bar cross section significantly reduces, and not only the upper chord steel using amount reduces, and the steel using amount of lower chord and web member also significantly descends, its steel using amount fall can reach about 50%, thereby reaches the purpose that reduces cost;
2, joint structure is relatively:
Peg hinge on of the prior art the string beam, its pressure is passed to axle, pass to shearing again and wind up, the manufacturing cost of axle hinge also is higher than general tubular joint, opens string beam last quarter rope ball and is formed by cast steel, needs special processing, and the axle and the bearing of truss string structure of the present invention can be made into standard component, can all can be processed by general bearing factory, and expense is lower, simple structure is easily gone;
3, the performance under the unusual load action is relatively:
Modern long span building, generally be light roofing, in the wind load larger area or the typhoon zone, roof truss forms the negative pressure opposite with joint load, this moment, the Suo Lali that opens string beam bottom of prior art lost, and its self equilibrium systems does not also exist, the degree of safety forfeiture, so it is heavy that tension string beam structure of the prior art will be equipped with at roofing, do not lose stable and degree of safety to guarantee the negative pressure structure; And the lower edge of truss string structure of the present invention has pipe, and is just the same as the pipe truss, both made the lower edge pressurized at suction function, also can guarantee the stable and degree of safety of structure, and its support system is handled by pipe truss support system fully, and is simple;
4, the complexity of construction and installation is relatively:
A, of the prior art string beam bottom has only the rope ball, its web member (being depression bar) is axle hinge with winding up, lower-chord panel point should have device control cord ball move left and right during stretch-draw, and guarantee that again the rope ball produces displacement upwards, construction auxiliary equipment increases, difficulty is bigger, and rope is given bearing by the axle power transmission under the truss string structure of the present invention, its frictional force reduces greatly, it is just little originally that lower node is swung, and web member is formed the formation triangle still more, and the lower-chord panel point degree of freedom retrains, need not each lower-chord panel point increases servicing unit, thereby significantly reduces operating expenses.
B, of the prior art string beam want strict control to make down the working load of Suo Lali forfeiture, and truss string structure of the present invention are general pipe truss after being shaped when lifting, and hanging method is highly susceptible to naturally installing and implements as the pipe truss of routine.
5, comprehensive cost is relatively:
From the steel using amount joint structure, construction auxiliary equipment and job practices relatively, truss string structure of the present invention is compared 45%～50% the cost of can descending with of the prior art string beam cost.
Therefore, the present invention compared with prior art, the present invention has the advantage that rolled steel dosage is low, lifting is easy, cheap, the Stability Analysis of Structures performance is good and be adapted to unusual load.
Description of drawings:
Accompanying drawing 1 structural representation when making truss string structure of the present invention;
Structural representation when accompanying drawing 2 connects for web member of the present invention and upper chord pass through mutually;
Accompanying drawing 3 is web member of the present invention formed lower-chord panel point structural representation when being connected with the lower edge steel pipe with the node sleeve pipe;
Accompanying drawing 4 is for adopting the schematic diagram of truss string structure roof system of the present invention.
The specific embodiment:
Embodiments of the invention: upper chord (1) and web member (2) and lower edge steel pipe (4) preferably adopt steel pipe manufacturing No. 45, upper chord (1) can adopt the structure of two upper chords, and two upper chords (1) are connected as one by connecting rod (9), during making, earlier upper chord (1) being pressed the required physical dimension of truss is shaped, then web member (2) is passed through connection with upper chord (1) mutually by welding, to weld upper chord (1) after the shaping of web member (2) then after on the plane that is placed in workbench under the lax state that is in zero stress, the two ends of upper chord (1) are separately fixed on two fixed bearings (6) on the workbench, then in the lower end of web member (2) routinely the mode of truss connect a last node sleeve pipe (3), preferably node sleeve pipe (3) is made into spherical structure, frictional force when reducing stretch-draw, can in each node sleeve pipe (3) that web member (2) lower end connects, all load onto two bearings (7), and on two bearings (7), adorn an axis of rolling (8) that is used to support stretch-draw cable wire (5); Between per two node sleeve pipes (3), all place a lower edge steel pipe (4) then in advance, and make between the two ends of lower edge steel pipe (4) and the node sleeve pipe (3) and reserve 3～7 mm clearance, cable wire (5) is passed each node sleeve pipe (3) and each lower edge steel pipe (4), be that the strong point carries out stretch-draw to cable wire (5) with the two ends of upper chord (1) according to a conventional method then, and the tensile state of maintenance cable wire (5), under the tensile state of cable wire (5), each lower edge steel pipe (4) all is welded as a whole with the node sleeve pipe (3) at its two ends respectively, and the two ends that make cable wire (5) are fixed on two of upper chord (1), make cable wire (5) keep tensile state always, promptly get the large span expanding-chord truss after the two ends that will be fixed on the upper chord (1) on two fixed bearings (6) then break away from two fixed bearings (6) respectively.
Claims (3)
1, a kind of preparation method of large span expanding-chord truss, it comprises upper chord (1) and web member (2), it is characterized in that: it is pressed upper chord (1) the required physical dimension of truss earlier and is shaped, web member (2) is passed through connection with upper chord (1) mutually by welding, upper chord (1) after will being shaped then is after being placed on the workbench under the state that is in zero stress that relaxes, and the two ends of upper chord (1) are separately fixed on two fixed bearings (6) on the workbench, connect a last node sleeve pipe (3) in the lower end of web member (2) then, and between per two node sleeve pipes (3), all place a lower edge steel pipe (4) in advance, cable wire (5) is passed each node sleeve pipe (3) and each lower edge steel pipe (4), then cable wire (5) is carried out stretch-draw, and the tensile state of maintenance cable wire (5), under the tensile state of cable wire (5), each lower edge steel pipe (4) all is welded as a whole with the node sleeve pipe (3) at its two ends respectively, the two ends of cable wire (5) are fixed on two of upper chord (1), make cable wire (5) keep tensile state always, promptly get the large span expanding-chord truss after the two ends that will be fixed on the upper chord (1) on two fixed bearings (6) then break away from two fixed bearings (6) respectively.
2, the preparation method of large span expanding-chord truss according to claim 1, it is characterized in that: in each node sleeve pipe (3) that web member (2) lower end connects, two bearings (7) are housed all, and an axis of rolling (8) that is used to support stretch-draw cable wire (5) is housed on two bearings (7).
3, the preparation method of large span expanding-chord truss according to claim 1 and 2 is characterized in that: node sleeve pipe (3) also can be spherical structure.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CNB2004100222249A CN100443682C (en) | 2004-04-02 | 2004-04-02 | Method for fabricating new type tension chord truss frame in large span |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CNB2004100222249A CN100443682C (en) | 2004-04-02 | 2004-04-02 | Method for fabricating new type tension chord truss frame in large span |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN1563626A true CN1563626A (en) | 2005-01-12 |
| CN100443682C CN100443682C (en) | 2008-12-17 |
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| Application Number | Title | Priority Date | Filing Date |
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| CNB2004100222249A Expired - Fee Related CN100443682C (en) | 2004-04-02 | 2004-04-02 | Method for fabricating new type tension chord truss frame in large span |
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Cited By (19)
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| CN101196015B (en) * | 2007-10-25 | 2010-06-23 | 中国京冶工程技术有限公司 | Beam string structure |
| CN101832672A (en) * | 2010-03-25 | 2010-09-15 | 徐国彬 | Solar energy collecting grid structure |
| CN101029519B (en) * | 2007-03-23 | 2010-12-15 | 北京城建集团有限责任公司 | Method for installing large-span two-way prestressed cable |
| CN101122159B (en) * | 2007-08-31 | 2011-04-27 | 广东省建筑设计研究院 | Steel pipe integral girders for constructing prestressing force and construction method thereof |
| CN102296750A (en) * | 2011-05-31 | 2011-12-28 | 中铁十局集团建筑工程有限公司 | Wide span prestressed beam string structure and its construction method |
| CN102561516A (en) * | 2012-03-21 | 2012-07-11 | 中国民航大学 | Sphere joint fixing support with effect of relieving internal force of stay rope |
| CN102587500A (en) * | 2012-03-21 | 2012-07-18 | 中国民航大学 | Spherical joint sliding support with effect of relieving internal force of guy cable |
| CN102587497A (en) * | 2012-03-21 | 2012-07-18 | 中国民航大学 | String truss structure with load-relieving effect and implementation method |
| CN103114671A (en) * | 2013-02-27 | 2013-05-22 | 中国民航大学 | Chord tensioning truss structure capable of preventing collapsing caused by cable breakage |
| RU2514260C2 (en) * | 2012-08-07 | 2014-04-27 | Федеральное государственное бюджетное образовательное учреждение высшего профессионального образования "Липецкий государственный технический университет" (ФГБОУ ВПО ЛГТУ) | Method to install trussed girder |
| 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 |
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| CN104763052A (en) * | 2015-03-25 | 2015-07-08 | 东南大学 | Foldable and unfoldable cable membrane truss structure |
| CN104847017A (en) * | 2015-05-25 | 2015-08-19 | 中国航空规划建设发展有限公司 | Novel prestress industrial stockyard canopy structure and method for constructing same |
| CN105822066A (en) * | 2016-04-07 | 2016-08-03 | 中建六局第三建筑工程有限公司 | Construction method for underground large-span large-space ultrahigh non-column steel structural tube truss |
| CN108625530A (en) * | 2018-06-26 | 2018-10-09 | 上海天华建筑设计有限公司 | Tension string beam structure and its construction method |
| CN109763567A (en) * | 2018-03-13 | 2019-05-17 | 王维奇 | One kind, which has, stablizes prestressed structural unit body and its application and preparation method thereof |
| CN114411951A (en) * | 2022-03-03 | 2022-04-29 | 中国建筑西南设计研究院有限公司 | Local chord is supported and is made up spatial grid structure |
| CN115787921A (en) * | 2023-02-13 | 2023-03-14 | 北京市建筑工程研究院有限责任公司 | Wind-resisting beam string structure with high durability and construction method thereof |
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| JPH01137035A (en) * | 1987-11-21 | 1989-05-30 | Kimio Saito | Multiple type radiation type beam chord stretching structure |
| ES2168052B1 (en) * | 2000-02-10 | 2003-10-16 | Sourdeau Alejandr Martin-Lunas | ROLLING BEAM |
| CN2603145Y (en) * | 2003-02-21 | 2004-02-11 | 冶金工业部建筑研究总院 | Chord tensile beam |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN101029519B (en) * | 2007-03-23 | 2010-12-15 | 北京城建集团有限责任公司 | Method for installing large-span two-way prestressed cable |
| CN101122159B (en) * | 2007-08-31 | 2011-04-27 | 广东省建筑设计研究院 | Steel pipe integral girders for constructing prestressing force and construction method thereof |
| CN101196015B (en) * | 2007-10-25 | 2010-06-23 | 中国京冶工程技术有限公司 | Beam string structure |
| CN101832672A (en) * | 2010-03-25 | 2010-09-15 | 徐国彬 | Solar energy collecting grid structure |
| CN101832672B (en) * | 2010-03-25 | 2011-12-14 | 徐国彬 | solar energy collecting grid structure |
| CN102296750A (en) * | 2011-05-31 | 2011-12-28 | 中铁十局集团建筑工程有限公司 | Wide span prestressed beam string structure and its construction method |
| CN102296750B (en) * | 2011-05-31 | 2013-03-27 | 中铁十局集团建筑工程有限公司 | Construction method of wide span prestressed beam string structure |
| CN102587497B (en) * | 2012-03-21 | 2014-02-26 | 中国民航大学 | String truss structure with load-relieving effect and implementation method |
| CN102561516A (en) * | 2012-03-21 | 2012-07-11 | 中国民航大学 | Sphere joint fixing support with effect of relieving internal force of stay rope |
| CN102587500A (en) * | 2012-03-21 | 2012-07-18 | 中国民航大学 | Spherical joint sliding support with effect of relieving internal force of guy cable |
| CN102587497A (en) * | 2012-03-21 | 2012-07-18 | 中国民航大学 | String truss structure with load-relieving effect and implementation method |
| RU2514260C2 (en) * | 2012-08-07 | 2014-04-27 | Федеральное государственное бюджетное образовательное учреждение высшего профессионального образования "Липецкий государственный технический университет" (ФГБОУ ВПО ЛГТУ) | Method to install trussed girder |
| CN103114671A (en) * | 2013-02-27 | 2013-05-22 | 中国民航大学 | Chord tensioning truss structure capable of preventing collapsing caused by cable breakage |
| 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 |
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| CN105822066A (en) * | 2016-04-07 | 2016-08-03 | 中建六局第三建筑工程有限公司 | Construction method for underground large-span large-space ultrahigh non-column steel structural tube truss |
| CN105822066B (en) * | 2016-04-07 | 2017-11-24 | 中建六局第三建筑工程有限公司 | Underground large span large space superelevation is without post steel-structure tube truss construction engineering method |
| CN109763567A (en) * | 2018-03-13 | 2019-05-17 | 王维奇 | One kind, which has, stablizes prestressed structural unit body and its application and preparation method thereof |
| CN108625530A (en) * | 2018-06-26 | 2018-10-09 | 上海天华建筑设计有限公司 | Tension string beam structure and its construction method |
| CN108625530B (en) * | 2018-06-26 | 2024-01-19 | 上海天华建筑设计有限公司 | Beam string structure and construction method thereof |
| CN114411951A (en) * | 2022-03-03 | 2022-04-29 | 中国建筑西南设计研究院有限公司 | Local chord is supported and is made up spatial grid structure |
| CN114411951B (en) * | 2022-03-03 | 2023-09-05 | 中国建筑西南设计研究院有限公司 | Local chord support combined grid structure |
| CN115787921A (en) * | 2023-02-13 | 2023-03-14 | 北京市建筑工程研究院有限责任公司 | Wind-resisting beam string structure with high durability and construction method thereof |
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| Publication number | Publication date |
|---|---|
| CN100443682C (en) | 2008-12-17 |
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