CN102888813B - Pulling and erecting method of truss girder - Google Patents
Pulling and erecting method of truss girder Download PDFInfo
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- CN102888813B CN102888813B CN201210296754.7A CN201210296754A CN102888813B CN 102888813 B CN102888813 B CN 102888813B CN 201210296754 A CN201210296754 A CN 201210296754A CN 102888813 B CN102888813 B CN 102888813B
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Abstract
The invention discloses a pulling and erecting method of a truss girder. According to the shape of a bridge in an actual project, a truss girder is separated into several sections, then every truss girder unit is pulled and dragged in order and abutted one by one; at last, the whole truss girder is obtained. For the integrative truss girder obtained by a segmental pulling and abutting manner, the erection of a flat upright truss girder can be satisfied while the erection of the truss girder with a small curve radius also can be satisfied; meanwhile, for the truss girder can be assembled on a bracket on a shore, the truss girder can be assembled and welded, thereby the time limit is effectively shortened; by assembling a steel truss girder on the bracket on the shore, the overhead work and the water work are reduced, thus being beneficial to safe construction; and furthermore, the construction of both ends of the truss girder is realized at the same time, the work limit is effectively shortened.
Description
Technical field
The present invention relates to a kind of erection method of girder truss, particularly a kind of pulling carrier equipment, method of girder truss.
Background technology
Along with the development of economy, technology, need the truss bridge of construction increasing, in the time crossing over rivers valley, conventionally adopt the truss bridge that span is large, multispan is continuous.At present, the loose method of spelling of general employing of setting up of truss bridge is carried out, and this construction method construction period is longer, particularly rainy season and winter Steel Truss Beam welding quality be not easy to ensure.Therefore in order to improve the quality of firm erection of truss and to shorten the construction period, assembled girder steel on the general support as far as possible on the coast of constructor, accomplish batch production production operation, avoid, because rainy season and winter tighten to Steel Truss Beam welding, high-strength bolt the adverse effect that quality is brought, can better ensuring the quality of products; But, because Heavy Weight, the volume of Steel Truss Beam are large, carry out integral assembling and dilatory put in place all very difficult.In the time carrying out erection construction, conventionally adopt three kinds of methods at large-span continuous steel truss bridge: free cantilever erection adds tower with suspended cable construction method, free cantilever erection adds Temporary Piers construction method and dilatory (pushing tow) method.
When adding tower with suspended cable construction method and set up with free cantilever erection, again can be in two kinds of situation, a kind of situation is that single-cantilever sets up method, another kind of method is two erection by protrusions.When adopting single-cantilever while setting up method, general first assembled the first hole Steel Truss Beam on support, and at the steel truss assembled girder erection crane that winds up, then from one end toward the other end, sections is assembled forward one by one.When two erection by protrusion, be generally first a section on assembled Dun Ding on support, then assembled girder erection crane on Steel Truss Beam, symmetrical, the free cantilever erection piecemeal forward respectively from Dun Ding two ends.Because span is larger, Steel Truss Beam free cantilever erection is during to certain length, Steel Truss Beam cantilever end winding degree increases, the stressed increase of Steel Truss Beam rod member at Dun Ding place, exceed design and allow requirement, often at Dun Ding place, tower with suspended cable is set cantilever end is pulled up temporarily, to reduce cantilever end winding degree and Dun Ding place girder steel rod member stress, and then continue assembled, until the Dun Ding of next pier or span centre closure segment place.Adopt and set up in this way Steel Truss Beam, have following several respects problem: (1), this kind of erection method require tower with suspended cable higher, are subject to wind effect large, should not use in high wind area, in addition, assembled tower with suspended cable itself belongs to work high above the ground, assembled long in time limit; (2), due to tower with suspended cable need to provide Steel Truss Beam cantilever larger to upper pulling force, and need before and after symmetrical oblique pull, pylon need to bear double vertical pressure, stressed very large, meet at the same time in the situation of vertical height, rigidity requirement, it is large that head tower structure becomes, and expense increases; (3) when adopting the complete current Kong Liang of tower with suspended cable frame, while setting up next hole beam, if adopt single-cantilever to set up method, need to be by a pylon mobile hole forward, if adopt two erection by protrusions, pylon dismounting must be transferred to next Dun Dunding again assembled, because tower with suspended cable itself is comparatively huge, move or install, dismantle all comparatively difficulty, but also increased operation danger.
Free cantilever erection adds Temporary Piers erection method, also can be divided into single-cantilever and set up method and two erection by protrusion.In the time adopting free cantilever erection to add Temporary Piers erection method, also there is following problem: (1), Temporary Piers are using bearing capacity of foundation soil as counter-force, so that Steel Truss Beam cantilever end support force to be upwards provided, but Temporary Piers is subject to such environmental effects very large, particularly on soft basis or in rivers,lakes and seas, building Temporary Piers drops into very large, and be subject to the restriction of shipping condition, so should not build Temporary Piers; (2), because Temporary Piers basis needs buried soil, thereby cause expense high, waste is large.
Chinese invention patent " portrait multi-point continuously dragging construction method for trussed steel beam ", publication number is that 101220580A discloses, a kind of quick construction is provided, safe and reliable steel truss multiple spot continuous vertical is to dragging construction method, to make up above-mentioned deficiency, the technical scheme of this invention is: the front end at Steel Truss Beam arranges front launching nose, the loose operation platform support of spelling of Steel Truss Beam is set between bridge pier shaft, utilize the loose Steel Truss Beam rod member of spelling of cross-line gantry crane to become overall sections, then Multipoint synchronous continuously dragging Steel Truss Beam and front launching nose reach, and continue assembled Steel Truss Beam sections on the loose spelling support of vacating, continue afterwards Multipoint synchronous continuously dragging Steel Truss Beam n the sections that advance, so circulation, until complete setting up of steel truss.Adopt this invention method can: 1, cancel the huge Temporary Piers in main stem, be conducive to river flood control and cross flood, avoided the cleaning in later stage river course; 2, assembled girder steel on support on the coast, has ready conditions and accomplishes factory operation, has avoided, because rainy season, winter girder steel welding, high-strength bolt being executed and twisted the adverse effect that quality is brought, can better ensuring the quality of products; 3, assembled Steel Truss Beam on support on the coast, can be assembled to girder steel, the operation continuous productive process such as welding, effectively shortened the duration; 4, assembled Steel Truss Beam on support on the coast, has reduced work high above the ground and operation at sea, is conducive to safe construction.But, the method is owing to adopting longitudinal pull, lateral dimension is difficult to control, and the method is only suitable in the setting up of straight bridge, for not straight bridge, the bridge that particularly bend radius is little can not be suitable for the method, and, adopt the dilatory girder truss of the method, along with the growth of girder truss length, need jack that larger power is provided, increase the requirement to jack and steel strand various aspects of performance.
So the erection method of needing at present a kind of safe and reliable Steel Truss Beam badly to be to realize on small radius circular curve, and the method for setting up girder truss on long, the highly high bridge pier of length.
Summary of the invention
The object of the invention is to overcome prior art under condition with a varied topography, on circular curve in the main beam supporting of bridge pier, the existing exactitude position that is difficult to realize girder truss, provide a kind of and realize on small radius circular curve, bridge pier on exactitude position erection truss beam and improve the method for efficiency of construction.
In order to realize foregoing invention object, the invention provides following technical scheme:
A pulling carrier equipment, method for girder truss, comprises the following steps:
(1), build platform for lining: build respectively girder truss unit splicing platform in two sides corresponding to bridge pier;
(2), joggle truss beam element: according to construction bridges, girder truss is divided into the designing requirement of some sections, on one of them platform for lining step () Suo Shu, splices first paragraph girder truss unit.According to the shape of Practical Project Bridge, girder truss is divided into some sections, when segmentation, ensure that girder truss sections docks successively the girder truss entirety obtaining after closing up and meets designing requirement;
(3), arrange girder truss unit traction system: on girder truss unit, arrange continuous jack, described jack connects steel strand one end, and the steel strand other end is anchored on the bent cap in front, described girder truss unit;
(4), dilatory girder truss unit installation: by traction system, girder truss unit is drawn to design attitude, and install fixing;
(5), splice next section of girder truss unit: on the platform for lining of two sides, according to the segmentation requirement of step (), joggle truss beam element.
(6), arrange girder truss unit traction system: adopt the method identical with step (four) to arrange girder truss unit traction system;
(7), dilatory girder truss unit docks with mounted girder truss: by dilatory the girder truss unit on the platform for lining girder truss near being in place, adjusted position postpone, docks and close up with the girder truss being in place;
(8), independent repeating step (five), step (six) and step (seven) separately at the girder truss two ends that are in place.
The pulling carrier equipment, method of girder truss of the present invention, owing to adopting the dilatory docking calculation of segmentation to obtain overall girder truss, not only can meet setting up of straight girder truss, also can meet the setting up of girder truss of small curve radius simultaneously.
As preferably, in described step (), on described platform for lining, be provided with slideway.On platform for lining, splice behind girder truss unit, be placed on slideway, more dilatory girder truss unit, the frictional force in dilatory process reduced.
As preferably, in described step (three) and step (seven), two ends, described girder truss unit arrange respectively front launching nose and back launching nose.In dilatory process, girder truss unit moves forward, and front launching nose first arrives bridge pier top, holds up the front end of girder truss, prevents that girder truss front end from cannot normally go up bridge pier, the even unbalance danger of toppling or fractureing because unsettled long tenesmus causes girder truss unit; Back launching nose finally leaves bridge pier top, supports the rear end of girder truss, prevents that girder truss rear end is because unsettled long tenesmus causes the unbalance danger of toppling or fractureing.
Further preferred, in described step (seven), girder truss unit dilatory near be in place girder truss time, first remove and carry out again position adjustment and docking after the front launching nose of girder truss unit and back launching nose and close up.
Further preferred, in described step (three), according in Practical Project, the structure of girder truss, each sub-truss beam element is arranged a set of continuous jack, each sub-truss beam element is drawn simultaneously, ensure in dilatory process, girder truss unit stressed evenly.
Further preferred, in described step (three), three steel strand of every suit jack configuration, described three steel strand one end penetrate jack, the other end is anchored at respectively successively by the order that penetrates jack on three bent caps in front, girder truss unit, jack continuous action, girder truss unit is dilatory forward.
As preferably, in described step (three), bridge pier top is provided with support roller group, and in the dilatory process in girder truss unit, support roller is propped up girder truss unit, has reduced frictional force.
Further preferred, in described step (four), in the time that the reach of girder truss unit arrives the bridge pier of first steel strand anchoring, remove these steel strand and be anchored on the bent cap of the 3rd, front, so circulation, until this section of girder truss cell moving, after design attitude, installed and fixed this girder truss unit.
Further preferred, in described step (seven), in the time that the reach of girder truss unit arrives the bridge pier of first steel strand anchoring, remove these steel strand and be anchored on the bent cap of the 3rd, front, so circulation, until this section of girder truss unit is near fixing girder truss is installed.
As preferably, in described step (eight), independent repeating step (five), step (six) and step (seven) separately at the girder truss two ends that are in place.Constructing in two ends simultaneously, has improved engineering construction efficiency, shortened the duration.
Girder truss pulling carrier equipment, method of the present invention, owing to adopting the dilatory docking calculation of segmentation to obtain overall girder truss, not only can meet setting up of straight girder truss, also can meet the setting up of girder truss of small curve radius simultaneously; Meanwhile, due to assembled girder truss on support on the coast, can be assembled to girder truss, the operation continuous productive process such as welding, effectively shorten the duration; Assembled Steel Truss Beam on support, has reduced work high above the ground and operation at sea on the coast, is conducive to safe construction; And realize girder truss two ends and constructed simultaneously, effectively shortened the duration.
compared with prior art, beneficial effect of the present invention:
1, owing to adopting the dilatory docking calculation of segmentation to obtain overall girder truss, not only can meet setting up of straight girder truss, also can meet the setting up of girder truss of small curve radius simultaneously;
2, assembled girder truss on support on the coast, can be assembled to girder truss, the operation continuous productive process such as welding, effectively shortened the duration;
3, assembled Steel Truss Beam on support on the coast, has reduced work high above the ground and operation at sea, is conducive to safe construction;
4, realize two sides and constructed simultaneously, effectively shortened the duration.
Brief description of the drawings:
Fig. 1 is the flow chart of steps of girder truss pulling carrier equipment, method;
Fig. 2 is the structure chart of dilatory first paragraph girder truss unit;
Fig. 3 is the structure chart that next section of girder truss unit fixed and drawn to first paragraph girder truss cellular installation;
Fig. 4 is that girder truss unit docking is closed up the structure chart of fixing and draw next section of girder truss unit is installed;
Fig. 5 is the structure chart that girder truss has set up;
Fig. 6 is the top view of Fig. 5;
Mark in figure: 1-platform for lining, water conservancy diversion after 2-, 3-first paragraph girder truss unit, 4-front launching nose, 5-steel strand I, 6-steel strand II, 7-steel strand III, 8-support roller group, 9-second segment girder truss unit, the 3rd section of girder truss unit of 10-, the 4th section of girder truss unit of 11-, the 5th section of girder truss unit of 12-, a-bridge pier a, b-bridge pier b, c-bridge pier c, d-bridge pier d, e-bridge pier e, f-bridge pier f, g-bridge pier g, h-bridge pier h, i-bridge pier i, j-bridge pier j.
Detailed description of the invention
Below in conjunction with detailed description of the invention and embodiment, the present invention is described in further detail.But this should be interpreted as to the scope of the above-mentioned theme of the present invention only limits to following embodiment, all technology realizing based on content of the present invention all belong to scope of the present invention.
The pulling carrier equipment, method of girder truss as shown in Figure 1, is first according to the shape of Practical Project Bridge, and girder truss is divided into some sections, ensures that girder truss sections docks successively the girder truss entirety obtaining after closing up and meets designing requirement when segmentation;
As shown in Figure 2, build respectively the platform for lining 1 of girder truss unit in two sides corresponding to bridge pier, and on this platform for lining 1 platform, slideway is set, therein on the slideway on a platform for lining 1, according to segmentation requirement, splicing first paragraph girder truss unit 3, and at 3 two ends, girder truss unit, front launching nose 2 and back launching nose 4 are installed respectively, then arrange a set of continuous jack at each sub-truss beam element, and on every suit continuous jack, configure steel strand I, steel strand II and steel strand III, the steel strand other end is anchored at respectively the bridge pier a in front, girder truss unit successively by the order that penetrates jack, on the bent cap of bridge pier b and bridge pier c, simultaneously, on bridge pier top, support roller group 8 is set, jack continuous action, by steel strand I, steel strand II and steel strand III, girder truss unit 1 is dilatory forward, when draw to bridge pier e girder truss unit 1, when bridge pier f and bridge pier g are upper, install and fixing girder truss unit 1,
As shown in Figure 3, assembled second segment girder truss unit 9 and the 3rd section of girder truss unit 10 on the platform for lining 1 of two sides respectively, and in second segment girder truss unit 9 and 10 two ends, the 3rd section of girder truss unit, front launching nose 4 and back launching nose 2 are being installed respectively, then arrange a set of continuous jack at each sub-truss beam element, and on every suit continuous jack, configure respectively steel strand I, steel strand II and steel strand III, the steel strand other end is anchored at respectively bridge pier a successively by the order that penetrates jack, on the bent cap of bridge pier b and bridge pier c, draw second segment girder truss unit 9 by jack, in the time that 9 reaches of second segment girder truss unit arrive the bridge pier a of steel strand I anchoring, remove steel strand I and be anchored on the bent cap of bridge pier d, so circulation, until second segment section girder truss unit 9 is near fixing girder truss 3 is installed, after the front launching nose 4 of dismounting girder truss unit and back launching nose 2, dock and close up with the girder truss 3 being in place, the method that the 4th section of girder truss unit 11 adopts the dilatory docking identical with the 3rd section of girder truss unit 9 to close up, as shown in Figure 4.
Adopt with the 3rd section of girder truss unit 9 and the 4th section of dilatory docking of the method that girder truss unit 11 is identical and close up all the other girder truss unit, obtain girder truss overall structure as shown in Figure 5 and Figure 6, complete setting up of overall girder truss.
embodiment 1
Girder truss is divided into 11 girder truss unit by the present embodiment, the pulling carrier equipment, method of girder truss as shown in Figure 1, according to the shape of Practical Project Bridge, girder truss is divided into some sections, when segmentation, ensure that girder truss sections docks successively the girder truss entirety obtaining after closing up and meets designing requirement;
As shown in Figure 2, build respectively the platform for lining 1 of girder truss unit in two sides corresponding to bridge pier, and on this platform for lining 1 platform, slideway is set, on platform for lining, 1 according to segmentation requirement, splicing first paragraph girder truss unit 3, then be placed on slideway, and at 3 two ends, girder truss unit, front launching nose 2 and back launching nose 4 are installed respectively, then arrange a set of continuous jack at each sub-truss beam element, and on every suit continuous jack, configure steel strand I, steel strand II and steel strand III, the steel strand other end is anchored at respectively the bridge pier a in front, girder truss unit successively by the order that penetrates jack, on the bent cap of bridge pier b and bridge pier c, simultaneously, on bridge pier top, support roller group 8 is set, jack continuous action, by steel strand I, steel strand II and steel strand III, girder truss unit 1 is dilatory forward, when draw to bridge pier e girder truss unit 1, when bridge pier f and bridge pier g are upper, install and fixing girder truss unit 1,
As shown in Figure 3, assembled second segment girder truss unit 9 and the 3rd section of girder truss unit 10 on the platform for lining 1 of two sides respectively, and in second segment girder truss unit 9 and 10 two ends, the 3rd section of girder truss unit, front launching nose 4 and back launching nose 2 are being installed respectively, then arrange a set of continuous jack at each sub-truss beam element, and on every suit continuous jack, configure respectively steel strand I, steel strand II and steel strand III, the steel strand other end is anchored at respectively bridge pier a successively by the order that penetrates jack, on the bent cap of bridge pier b and bridge pier c, draw second segment girder truss unit 9 by jack, in the time that 9 reaches of second segment girder truss unit arrive the bridge pier a of steel strand I anchoring, remove steel strand I and be anchored on the bent cap of bridge pier d, so circulation, until second segment section girder truss unit 9 is near fixing girder truss 3 is installed, after the front launching nose 4 of dismounting girder truss unit and back launching nose 2, dock and close up with the girder truss 3 being in place, the method that the 4th section of girder truss unit 11 adopts the dilatory docking identical with the 3rd section of girder truss unit 9 to close up, as shown in Figure 4.
Adopt with the 3rd section of girder truss unit 9 and the 4th section of dilatory docking of the method that girder truss unit 11 is identical and close up all the other girder truss unit, obtain girder truss overall structure as shown in Figure 5 and Figure 6, complete setting up of overall girder truss.
Girder truss pulling carrier equipment, method of the present invention, owing to adopting the dilatory docking calculation of segmentation to obtain overall girder truss, not only can meet setting up of straight girder truss, also can meet the setting up of girder truss of small curve radius simultaneously; Meanwhile, due to assembled girder truss on support on the coast, can be assembled to girder truss, the operation continuous productive process such as welding, effectively shorten the duration; Assembled Steel Truss Beam on support, has reduced work high above the ground and operation at sea on the coast, is conducive to safe construction; And realize girder truss two ends and constructed simultaneously, effectively shortened the duration.
Claims (10)
1. a pulling carrier equipment, method for girder truss, is characterized in that, comprises the following steps:
(1), build platform for lining: build respectively girder truss unit splicing platform in two sides corresponding to bridge pier;
(2), joggle truss beam element: according to construction bridges, girder truss is divided into the designing requirement of some sections, on one of them platform for lining step () Suo Shu, splices first paragraph girder truss unit;
(3), arrange girder truss unit traction system: on girder truss unit, arrange continuous jack, described jack connects steel strand one end, and the steel strand other end is anchored on the bent cap in front, described girder truss unit;
(4), dilatory girder truss unit installation: by traction system, girder truss unit is drawn to design attitude, and installed fixing;
(5), splice next section of girder truss unit: on the platform for lining of two sides, according to construction bridges, girder truss is divided into the designing requirement of some sections, joggle truss beam element;
(6), arrange girder truss unit traction system: adopt the method identical with step (three) to arrange girder truss unit traction system;
(7), dilatory girder truss unit docks with mounted girder truss: by dilatory the girder truss unit on the platform for lining girder truss near being in place, adjusted position postpone, docks and close up with the girder truss being in place;
(8), repeating step (five), step (six) and step (seven) until girder truss spliced.
2. the pulling carrier equipment, method of girder truss as claimed in claim 1, is characterized in that, in described step (), on described platform for lining, is provided with slideway.
3. the pulling carrier equipment, method of girder truss as claimed in claim 2, is characterized in that, in described step (three) and step (seven), described girder truss unit is provided with front launching nose along one end of bridge direction, and the other end is provided with back launching nose.
4. the pulling carrier equipment, method of girder truss as claimed in claim 3, it is characterized in that, in described step (seven), girder truss unit dilatory near be in place girder truss time, first remove and carry out again position adjustment and docking after the front launching nose of girder truss unit and back launching nose and close up.
5. the pulling carrier equipment, method of girder truss as claimed in claim 4, is characterized in that, in described step (three), each sub-truss beam element is arranged a set of continuous jack.
6. the pulling carrier equipment, method of girder truss as claimed in claim 5, is characterized in that, three steel strand of described every suit jack configuration, and described three steel strand one end penetrate jack, and the other end is anchored at respectively on three bent caps in front, girder truss unit successively.
7. the pulling carrier equipment, method of girder truss as claimed in claim 6, is characterized in that, in described step (three), bridge pier top is provided with support roller group.
8. the pulling carrier equipment, method of girder truss as claimed in claim 7, it is characterized in that, in described step (four), in the time that the reach of girder truss unit arrives the bridge pier of first steel strand anchoring, remove these steel strand and be anchored on the bent cap of the 3rd, front, so circulation, until this section of girder truss cell moving, after design attitude, installed and fixed this girder truss unit.
9. the pulling carrier equipment, method of girder truss as claimed in claim 8, it is characterized in that, in described step (seven), in the time that the reach of girder truss unit arrives the bridge pier of first steel strand anchoring, remove these steel strand and be anchored on the bent cap of the 3rd, front, so circulation, until this section of girder truss unit is near fixing girder truss is installed.
10. the pulling carrier equipment, method of girder truss as claimed in claim 9, is characterized in that, in described step (eight), and independent repeating step (five), step (six) and step (seven) separately at the girder truss two ends that are in place.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
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| CN201210296754.7A CN102888813B (en) | 2012-08-20 | 2012-08-20 | Pulling and erecting method of truss girder |
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| CN201210296754.7A CN102888813B (en) | 2012-08-20 | 2012-08-20 | Pulling and erecting method of truss girder |
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| CN102888813A CN102888813A (en) | 2013-01-23 |
| CN102888813B true CN102888813B (en) | 2014-09-03 |
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| CN103614969B (en) * | 2013-12-10 | 2015-06-10 | 中铁二十局集团第一工程有限公司 | Steel truss girder assembling, erecting and construction process |
| CN105696471B (en) * | 2016-01-26 | 2018-03-13 | 盈都桥梁钢构工程有限公司 | A kind of steel box-girder pushing tow component and construction method |
| CN110847375B (en) * | 2019-11-11 | 2021-06-04 | 长沙理工大学 | Large-span truss construction method and large-span truss structure |
| CN111139749A (en) * | 2020-01-08 | 2020-05-12 | 中铁四局集团有限公司 | Large-span bearing type continuous steel truss girder cantilever erection construction method |
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| JP3885584B2 (en) * | 2001-12-28 | 2007-02-21 | 鹿島建設株式会社 | Construction method of composite truss bridge |
| JP2004250985A (en) * | 2003-02-20 | 2004-09-09 | Sumitomo Mitsui Construction Co Ltd | Erection method for grade separation viaduct |
| CN101446068B (en) * | 2008-12-25 | 2010-09-22 | 湖南路桥建设集团公司 | Method for erecting suspension bridge main girder by segmenting and jacking and adopted device for rolling and moving heavy objects |
| KR101157607B1 (en) * | 2009-06-25 | 2012-06-18 | 주식회사 젬콘 | Prestressed steel composite girder with prestressed non-introducing portions provided at both ends of lower flange casing concrete, manufacturing method thereof, and Rahmen structure and construction method thereof |
| CN101736703B (en) * | 2009-12-10 | 2011-04-13 | 郑州新大方重工科技有限公司 | 3000t special bridge girder erection machine for integrally erecting 120m-span double-layer four-line steel beam bridge for highway and railway |
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