CN102619170B - Large-span flexible arch skew back joining construction method - Google Patents
Large-span flexible arch skew back joining construction method Download PDFInfo
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- CN102619170B CN102619170B CN201210074004.5A CN201210074004A CN102619170B CN 102619170 B CN102619170 B CN 102619170B CN 201210074004 A CN201210074004 A CN 201210074004A CN 102619170 B CN102619170 B CN 102619170B
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Abstract
The invention discloses a large-span flexible arch skew back joining construction method. The method includes steps that (1) a beam erecting crane is mounted on an upper chord member of a steel truss beam when skew backs of the steel truss beam are pushed to a position above a temporary pier support; (2) the beam erecting crane automatically runs to positions of the skew backs after being mounted and debagged, and begins to erect flexible arch members, a one-way backslide method for erecting is adopted for the beam erecting crane, suspenders are mounted at first, then a flexible arch temporary support is mounted, and finally arch ribs are mounted; (3) the step (2) is repeated until only a last arch section space of a flexible arch is not erected, and a skew back joining opening is reserved; and (4) a finite-element analysis software is utilized to realize analog computation for the state of the joining opening, and a software analysis result basically matches with an actual joining opening measurement result, but still has vertical deviation, transverse deviation and longitudinal and horizontal deviation. By the aid of the method, the flexible arches can be erected outside an operation limit of a highway, stress-free joining of the skew backs of the flexible arches is realized, and the difficulty in erection of the flexible arches above the highway is resolved.
Description
Technical field
What the present invention relates to is that longspan steel truss girder sliding roadway arch band vault pushes away---arch springing closure construction method, and be mainly used in large span sliding roadway arch and join the two sections of a bridge, etc in arch springing position, belong to bridge steel structure technical field.
Background technology
Flexible arch bridge with steel truss beam, as a kind of form of structure of Long-span railway bridge, has vertical rigidity large, and structure stress is clear and definite, modern design, and the advantage such as architectural image is attractive in appearance, is used in the bridge in some crossing highways, railway, river.Large span sliding roadway arch mostly is in the reserved closure mouthful of vault at present, at vault, realizes sliding roadway arch closure.
This flexible arch rib adopts circular curve, rise 45m, and ratio of rise to span is 1/4.5.Arch rib adopts box-type section, high 1460～1860mm in rod member, inner width 1100mm.Between arch rib, be provided with longitudinal lateral, arranged crosswise.Suspension rod adopts box-type section, rod member inner width 800mm, and interior high 1100mm, adopts the mode of four sides docking to be connected with main truss node, and full-bridge arranges 15 pairs of suspension rods altogether.
Because speedway can not whole enclosed construction, and the special topography condition such as bridge and speedway small-angle skew, Temporary Piers cannot be set in the middle of road.By the overall merit to the two-way auxiliary cantilever of tower with suspended cable, the two-way auxiliary cantilever of Temporary Piers and steel truss girder multi-point pushing scheme of architecture, all need to sliding roadway arch be installed at arranged above expressway, difficulty of construction is large, security risk is high, relate to road construction safety protection complicated and changeable, be difficult to guarantee the operation security of speedway.
Through fully proving, selected steel truss girder band vault pushes away---sliding roadway arch arch springing closure construction method, the steel truss girder of a round had both been installed on assembling support, by the steel truss girder pushing tow reach of a round, every pushing tow round of advancing, on the assembling support of rear portion, continue the consolidation service of next one, so circulation, until steel truss girder arch springing place arrives Temporary Piers support top.At steel truss girder upper chord, girder erection crane is installed, is adopted unidirectional retreating, suspension rod is first installed, then sliding roadway arch temporary supporting is installed, setting up sequentially of last arch rib erection, until sliding roadway arch is inserted into while remaining last section between the arch, reserves arch springing closure mouthful.Utilize vertical jack top lifting steel truss girder on the main pier of end bay, dwindle closure mouthful opening value, the lateral shift of correcting closure mouth, to realize the unstressed closure at arch springing place.
Summary of the invention
The object of the present invention is to provide a kind of large span sliding roadway arch arch springing closure construction method, realization is set up sliding roadway arch outward in speedway operation gauge, and in arch springing position, realize the unstressed closure of sliding roadway arch, solved the construction difficult problem that sets up sliding roadway arch at arranged above expressway.
Technical solution problem of the present invention provides following scheme:
A large span sliding roadway arch arch springing closure construction method, includes following construction sequence:
(1), when steel truss girder arch springing pushing tow is to Temporary Piers support when top, at steel truss girder upper chord, girder erection crane is installed;
(2), after girder erection crane Installation and Debugging, travel voluntarily to arch springing position, start to set up sliding roadway arch rod member, girder erection crane adopts unidirectional retreating, and suspension rod is first installed, then sliding roadway arch temporary supporting is installed, last arch rib erection sets up order;
(3), repeating step (2), until sliding roadway arch is inserted into residue during last section between the arch, reserved arch springing closure mouthful;
(4), utilize the involutory Longkou of finite element analysis software state to carry out analog computation, software analysis result is substantially identical with closure mouthful actual measured results, but still has vertical deviation, lateral deviation, vertical equity deviation;
(5), by finite element analysis software computational analysis, utilize vertical jack, vertical top lifting steel truss girder below closure mouth, can correct the vertical deviation of closure mouth, need carry out at twice top lifting operation, half that vertical top lifting displacement is for the first time vertical deviation, a now closure mouthful vertical skew reduces, need to use total powerstation accurately to locate, and use steel ruler checking measurements result, check errorless after, in steel truss girder rear end, carry out for the first time half of vertical top lifting steel truss girder vertical equity deviation, the vertical equity deviation that can correct closure mouthful becomes and reduces;
(6), then below closure mouth, steel truss girder carries out the operation of top lifting for the second time, by second half of the vertical deviation of the vertical top lifting of steel truss girder, can correct the vertical skew of closure mouth completely, in steel truss girder rear end, also carry out the operation of top lifting for the second time, by steel truss girder rear end vertical top lifting vertical equity deviation second half, can correct the along track bias of closure mouthful completely, in operating process, must use total powerstation accurately to locate, and use steel ruler checking measurements result;
(7), then at a closure mouthful arch rib, be built-in with horizontal jack, laterally a jack overhead closure mouthful arch rib is laterally rectified a deviation, can correct closure mouthful lateral deviation, because vertical deviation, lateral deviation, vertical equity deviation are eliminated, can realize large span sliding roadway arch in the unstressed closure in arch springing place.
Steel truss girder arch springing pushing tow is to Temporary Piers support top, and described Temporary Piers support is: for reducing steel truss girder maximum cantilever length, and the temporary rest pier arranging outside speedway operation gauge; Described steel truss girder arch springing pushing tow to Temporary Piers support top is: the steel truss girder that a round is installed on assembling support, by the steel truss girder pushing tow reach of a round, every pushing tow round of advancing, on the assembling support of rear portion, continue the consolidation service of next one, so circulation, until steel truss girder arch springing place arrives Temporary Piers support top.
Setting up of sliding roadway arch adopts unidirectional retreating, and described unidirectional retreating is: first the suspension rod of a section between the arch, temporary supporting system, arch rib, arch lateral are set up after complete, closure, a girder erection crane slow astern internode carries out the erection method of a rear section between the arch.
Sliding roadway arch sets up, and also comprises synchronously setting up of sliding roadway arch temporary supporting system, and suspension rod and interim strut are first installed, then arch rib erection and arch rib lateral; The upper and lower two ends of suspension rod are rigidly connected with arch rib and steel truss girder respectively, and temporary supporting system and suspension rod are rigidly connected.
Reserved closure mouthful, described closure mouthful is: when the arch rib of last section between the arch and arch lateral are not all installed, the open state of last section between the arch.
Advantage of the present invention:
1, in speedway operation gauge, set up sliding roadway arch outward, solved the technical barrier in arranged above expressway construction, guaranteed the traffic safety of speedway.
2, in main pier top lifting, realize the closure of sliding roadway arch arch springing, top lifting power and top lifting shift value are little, and closure opertation is simple to operate, easily realize.
3, make full use of existing supporting facility and adjust the linear of steel truss girder, a closure mouthful opening value can realize pre-control, has dissolved the technical barriers such as closure technical sophistication, required precision is high, work high above the ground difficulty is large.
4, large span sliding roadway arch arch springing closure construction method technical feasibility, safe and reliable, and economical rationality has larger promotional value.
Accompanying drawing explanation
Fig. 1 steel truss girder arch springing of the present invention pushing tow during to span centre Temporary Piers, starts to set up sliding roadway arch schematic diagram.
Fig. 2 the present invention realizes sliding roadway arch arch springing closure schematic diagram.
The specific embodiment
Referring to accompanying drawing, a kind of large span sliding roadway arch arch springing closure construction method, includes following construction sequence:
(1), when steel truss girder arch springing pushing tow is to Temporary Piers support when top, at steel truss girder upper chord, girder erection crane is installed;
(2), after girder erection crane Installation and Debugging, travel voluntarily to arch springing position, start to set up sliding roadway arch rod member, girder erection crane adopts unidirectional retreating, and suspension rod is first installed, then sliding roadway arch temporary supporting is installed, last arch rib erection sets up order;
(3), repeating step (2), until sliding roadway arch is inserted into residue during last section between the arch, reserved arch springing closure mouthful;
(4), utilize the involutory Longkou of finite element analysis software state to carry out analog computation, software analysis result is substantially identical with closure mouthful actual measured results, but still has vertical deviation, lateral deviation, vertical equity deviation;
(5), by finite element analysis software computational analysis, utilize vertical jack, vertical top lifting steel truss girder below closure mouth, can correct the vertical deviation of closure mouth, need carry out at twice top lifting operation, half that vertical top lifting displacement is for the first time vertical deviation, a now closure mouthful vertical skew reduces, need to use total powerstation accurately to locate, and use steel ruler checking measurements result, check errorless after, in steel truss girder rear end, carry out for the first time half of vertical top lifting steel truss girder vertical equity deviation, the vertical equity deviation that can correct closure mouthful becomes and reduces;
(6), then below closure mouth, steel truss girder carries out the operation of top lifting for the second time, by second half of the vertical deviation of the vertical top lifting of steel truss girder, can correct the vertical skew of closure mouth completely, in steel truss girder rear end, also carry out the operation of top lifting for the second time, by steel truss girder rear end vertical top lifting vertical equity deviation second half, can correct the along track bias of closure mouthful completely, in operating process, must use total powerstation accurately to locate, and use steel ruler checking measurements result;
(7), then at a closure mouthful arch rib, be built-in with horizontal jack, laterally a jack overhead closure mouthful arch rib is laterally rectified a deviation, can correct closure mouthful lateral deviation, because vertical deviation, lateral deviation, vertical equity deviation are eliminated, can realize large span sliding roadway arch in the unstressed closure in arch springing place.
At main pier 1 consolidation shed of end bay, multispan assembling support 2 is set, in across main pier 3 and another side, across main Dun Chu, pier-side bracket 4 is set, span centre arranges a Temporary Piers support 5.For guaranteeing safety in work progress of suspension rod 6 and arch rib 7 and stable, suspension rod 6 in length and breadth between temporary supporting system 8 is set.
On assembling support 2, utilize gantry crane machine 9 that the steel truss girder 10 of a round is installed, and by the steel truss girder pushing tow reach of this round, every pushing tow round of advancing, on rear portion assembling support 2, continue the consolidation service of next one, so circulation, until steel truss girder arch springing 11 arrives Temporary Piers support 5 tops, at steel truss girder 10 upper chords, install back slewing crane 12.
After girder erection crane 12 Installation and Debugging, travel voluntarily to steel truss girder arch springing position 11, start to set up sliding roadway arch rod member.Girder erection crane 12 adopts unidirectional retreating, suspension rod 6 is first installed, then sliding roadway arch temporary supporting 8 is installed, and finally arch rib erection 7 sets up sequentially; Until sliding roadway arch is inserted into while remaining last section between the arch, reserve arch springing closure mouth 13.
Claims (1)
1. a large span sliding roadway arch arch springing closure construction method, is characterized in that: include following construction sequence:
(1), when steel truss girder arch springing pushing tow is to Temporary Piers support when top, at steel truss girder upper chord, girder erection crane is installed;
(2), after girder erection crane Installation and Debugging, travel voluntarily to arch springing position, start to set up sliding roadway arch rod member, girder erection crane adopts unidirectional retreating, and suspension rod is first installed, then sliding roadway arch temporary supporting is installed, last arch rib erection sets up order;
(3), repeating step (2), until sliding roadway arch is inserted into residue during last section between the arch, reserved arch springing closure mouthful;
(4), utilize the involutory Longkou of finite element analysis software state to carry out analog computation, software analysis result is substantially identical with closure mouthful actual measured results, but still has vertical deviation, lateral deviation, vertical equity deviation;
(5), by finite element analysis software computational analysis, utilize vertical jack, vertical top lifting steel truss girder below closure mouth, can correct the vertical deviation of closure mouth, need carry out at twice top lifting operation, half that vertical top lifting displacement is for the first time vertical deviation, a now closure mouthful vertical skew reduces, need to use total powerstation accurately to locate, and use steel ruler checking measurements result, check errorless after, in steel truss girder rear end, carry out for the first time half of vertical top lifting steel truss girder vertical equity deviation, can make the vertical equity deviation of closure mouthful become and reduce;
(6), then below closure mouth, steel truss girder carries out the operation of top lifting for the second time, by second half of the vertical deviation of the vertical top lifting of steel truss girder, can correct the vertical skew of closure mouth completely, in steel truss girder rear end, also carry out the operation of top lifting for the second time, by steel truss girder rear end vertical top lifting vertical equity deviation second half, can correct the along track bias of closure mouthful completely, in operating process, must use total powerstation accurately to locate, and use steel ruler checking measurements result;
(7), then at a closure mouthful arch rib, be built-in with horizontal jack, laterally a jack overhead closure mouthful arch rib is laterally rectified a deviation, closure mouthful lateral deviation can be corrected, because vertical deviation, lateral deviation, vertical equity deviation are eliminated, large span sliding roadway arch can be realized in the unstressed closure in arch springing place.
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| CN103821088B (en) * | 2014-02-13 | 2015-12-30 | 中铁四局集团第四工程有限公司 | Railway is grown up Arch rib positioning intelligent measure construction method |
| CN104612058B (en) * | 2014-12-26 | 2016-05-25 | 中铁大桥勘测设计院集团有限公司 | A kind of construction method of buckstay flexible arch bridge |
| CN104790297A (en) * | 2015-04-20 | 2015-07-22 | 中国铁建大桥工程局集团有限公司 | Flexible arch splicing method for steel trussed beams |
| CN105544410A (en) * | 2016-01-07 | 2016-05-04 | 中铁四局集团钢结构有限公司 | Joining method for rigid suspension cable stiffening chord in incremental launching method construction |
| CN107059644B (en) * | 2017-06-09 | 2018-12-18 | 中交第一公路工程局有限公司 | A kind of asymmetric unsupported installation method of sliding roadway arch |
| CN108374340B (en) * | 2018-01-10 | 2019-07-02 | 中交第二航务工程局有限公司 | The method of longspan steel truss girder upper bracket assembly sliding roadway arch |
| CN109778716B (en) * | 2019-01-04 | 2021-06-04 | 腾达建设集团股份有限公司 | Plane position adjusting method for cantilever bridge folding opening |
| CN110027987A (en) * | 2019-04-30 | 2019-07-19 | 中国十七冶集团有限公司 | A kind of arc cantilever steel girder construction method for hanging |
| CN112342917A (en) * | 2020-10-20 | 2021-02-09 | 上海市政工程设计研究总院（集团）有限公司 | Combined construction method for pushing beam first and then lifting arch of large-span tied arch bridge |
| CN113255039B (en) * | 2021-05-26 | 2022-04-29 | 中铁大桥勘测设计院集团有限公司 | Method for determining main beam closure opening of steel truss girder cable-stayed suspension cable cooperation system bridge |
| CN113863151A (en) * | 2021-10-21 | 2021-12-31 | 中铁第四勘察设计院集团有限公司 | Steel box tied arch bridge construction method |
| CN114293473B (en) * | 2021-12-22 | 2023-05-09 | 中铁九桥工程有限公司 | Basket arch bridge construction method |
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Address after: 230022 No. 388 East Huanhu Road, Shushan District, Hefei City, Anhui Province Patentee after: Steel structure building Co., Ltd. of the four Bureau of China Railway Address before: 230022 No. 388 East Huanhu Road, Shushan District, Hefei City, Anhui Province Patentee before: Steel Structure Co., Ltd. of China Tiesiju Civil Engineering Group |
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