CN102493364B - Ballasting method in large-span girder cantilever construction - Google Patents
Ballasting method in large-span girder cantilever construction Download PDFInfo
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- CN102493364B CN102493364B CN201110444449.3A CN201110444449A CN102493364B CN 102493364 B CN102493364 B CN 102493364B CN 201110444449 A CN201110444449 A CN 201110444449A CN 102493364 B CN102493364 B CN 102493364B
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Abstract
The invention discloses a ballasting method in large-span girder cantilever construction. The ballasting method comprises the following steps of: A10, constructing an enlarged foundation of temporary piers for a side span girder, and arranging an embedded steel strand; A20, constructing the temporary piers on the enlarge foundation; A30, detaching the temporary piers after the side span girder is erected; A40, mounting distributive girders on a bridge deck of the side span girder, and making a steel strand pass through drain holes on the bridge deck of the side span girder and fixedly connected with the embedded steel strand; A50, when the factor of safety against overturning of the girder cantilever is less than 1.3, beginning ballasting, tensioning the steel strand by using a tensioning jack arranged on the bridge deck of the side span girder, lifting the enlarged foundation, and anchoring the upper end of the steel strand to the distributive girders to ballast the side span girder; and A60, after a girder is folded, descending the enlarged foundation by using the tensioning jack and the steel strand to unload the ballast. By the method, the enlarged foundation is integrated with a ballasting material, and the method has the advantages of saving materials, not occupying girder operating space, not influencing the jacking and drop and longitudinal shift of the girder, and the like.
Description
Technical field
The present invention relates to method for bridge construction, be specifically related to the ballast method in large-span steel Cantilever Construction.
Background technology
In girder steel work progress, end bay generally adopts temporary rest pier auxiliary boom to set up, and end bay steel girder cantilever carries out full cantilever erection after setting up main pier, in finally realizing by roof fall and vertical shift girder steel across closing up.When the jib-length of girder steel is larger, need be on end bay ballast, to meet the requirement of overturning or slip resistance analysis buckling safety factor K≤1.3.
Traditional ballast method has two kinds:
(1) ballast in kind.On bridge floor or on girder steel winds up top, adopt the material objects such as water tank or concrete, steel to carry out ballast, the advantage of the method is the roof fall of girder steel and the impact that vertical shift is not subject to ballast, and shortcoming is that material usage is large, and takies girder steel construction space.
(2) anchoring after.Girder steel on abutment pier fulcrum is anchored on abutment pier by prestressing tendon, and the advantage of the method is that material is economized, and takies girder steel construction space little, and shortcoming is after girder steel after anchor, roof fall and vertical shift difficulty.
Along with the increase of girder steel span, the ballast scale in cantilever construction is also more and more huger.If adopt traditional ballast in kind, not only face material structure difficult problem, be also faced with the problem of heap space deficiency on bridge.If anchoring after adopting,, because of roof fall and vertical shift difficulty, affects girder steel and closes up.
As can be seen here, two kinds of ballast methods that adopt in existing girder steel construction all have some limitations at large-span steel Cantilever Construction.
Summary of the invention
Technical problem to be solved by this invention be solve ballast in kind and after be anchored at the problem that large-span steel Cantilever Construction all has some limitations.
In order to solve the problems of the technologies described above, the technical solution adopted in the present invention is to provide a kind of ballast method in large-span steel Cantilever Construction, comprises the following steps:
The expansion basis of A10, construction end bay girder steel temporary rest pier, pre-buried steel twisted wire is set, and the basic end face 1.5m of described expansion is stretched out on the top of described pre-buried steel twisted wire;
A20, the basic foundation construction temporary rest pier as temporary rest pier of described expansion of usining, and on described temporary rest pier, set up end bay girder steel;
After A30, end bay steel girder erection, remove described temporary rest pier;
A40, on the bridge floor of end bay girder steel, distribution beam is installed, and steel strand are transferred with described pre-buried steel twisted wire and are connected and fixed through the spilled water hole on end bay girder steel bridge floor;
A50, when the factor of safety against overturning of steel girder cantilever is less than 1.3, start ballast, and by being arranged on stretch-draw jack on described end bay girder steel bridge floor to described steel strand tension, described expansion basis is promoted and departs from ground 0.5m, then by the upper end of described steel strand and described distribution beam anchoring, form the ballast to end bay girder steel;
After A60, girder steel close up, by stretch-draw jack and steel strand, described expansion basis is transferred, complete the removal of ballast.
In said method, in steps A 50, if the basic weight of described expansion is less than the required weight of ballast, on described expansion basis, place extra ballast load; If the basic weight of described expansion is greater than the required weight of ballast, using the basic weight of described expansion as ballast load.
In said method, in steps A 50, according to steel girder cantilever situation, end bay girder steel is carried out to ballast in batches, until complete whole ballasts.
The present invention, will expand basis and the unification of ballast material, have materials and economize, do not take girder steel operating space and do not affect the advantages such as girder steel roof fall and vertical shift.
Accompanying drawing explanation
Fig. 1 is the expansion foundation construction figure of end bay girder steel temporary rest pier in the present invention;
Fig. 2 is that the expansion basis of end bay girder steel temporary rest pier in the present invention promotes ballast schematic diagram;
Fig. 3 is that in the present invention, end bay steel girder cantilever sets up pressure construction schematic diagram.
The specific embodiment
The invention provides a kind of ballast method in large-span steel Cantilever Construction, utilize the concrete of end bay girder steel temporary rest pier to expand basis as ballast material, after end bay girder steel has been constructed, remove temporary rest pier, the concrete of end bay girder steel temporary rest pier is expanded between basis and truss bridge panel and adopts steel strand to be connected, by steel strand, the concrete of end bay girder steel temporary rest pier is expanded to basis and promote, form the ballast to end bay girder steel.
Below in conjunction with accompanying drawing, the present invention is described in detail.
Ballast method in large-span steel Cantilever Construction provided by the invention, concrete steps are as follows:
A10, as shown in Figure 1, the expansion basis 1 of end bay girder steel temporary rest pier of first constructing, and pre-buried steel twisted wire is set, concrete upper surface 1.5m left and right is stretched out in the upper end of pre-buried steel twisted wire.Wherein, expanding basis 1 is reinforced concrete structure, and carries out Reinforcement Design by following two force status, force status when (1) is basic as temporary rest pier; (2) force status during as ballast material lift.
A20, using and expand the basis 1 foundation construction temporary rest pier 10 as temporary rest pier, and on temporary rest pier 10, set up end bay girder steel 11;
After A30, end bay girder steel 11 set up, remove the temporary rest pier 10 of end bay girder steel;
A40, as shown in Figure 2 and Figure 3 installs corresponding distribution beam 4 on the bridge floor 5 of end bay girder steel 11, and anchoring steel strand 3, and transfer through the spilled water hole on the bridge floor 5 of end bay girder steel 11 lower end of steel strand 3, is connected and fixed with the pre-buried steel twisted wire expanding on basis 1.When end bay girder steel 11 is carried out to ballast, by steel strand 3, the ballast load transmitting is passed to the bridge floor 5 of end bay girder steel 11.
A50, when the factor of safety against overturning of steel girder cantilever is less than 1.3, start end bay girder steel 11 to carry out ballast, and by the stretch-draw jack being arranged on the bridge floor 5 of end bay girder steel 11, steel strand 3 are carried out to stretch-draw, to expand basis 1 and promote disengaging ground 0.5m, then by distribution beam 4 anchorings on the bridge floor 5 of steel strand 3 and end bay girder steel 11, form the ballast to end bay girder steel 11.
During ballast, if expand the weight on basis 1, be less than the required weight of ballast, expanding the ballast material 2 that on basis 1, placement increases, this material can be concrete block, steel, stone etc.If expand the weight on basis 1, be greater than the required weight of ballast, using the weight that expands basis 1 as ballast load.Can to end bay girder steel 11, carry out ballast in batches according to steel girder cantilever situation, until complete whole ballasts.
After A60, girder steel close up, by stretch-draw jack, expansion basis 1 is transferred, complete the removal of ballast.
The present invention is not limited to above-mentioned preferred forms, and anyone should learn the structural change of making under enlightenment of the present invention, and every have identical or close technical scheme with the present invention, within all falling into protection scope of the present invention.
Claims (3)
1. the ballast method in large-span steel Cantilever Construction, is characterized in that comprising the following steps:
The expansion basis of A10, construction end bay girder steel temporary rest pier, pre-buried steel twisted wire is set, and the basic end face 1.5m of described expansion is stretched out on the top of described pre-buried steel twisted wire;
A20, the basic foundation construction temporary rest pier as temporary rest pier of described expansion of usining, and on described temporary rest pier, set up end bay girder steel;
After A30, end bay steel girder erection, remove described temporary rest pier;
A40, on the bridge floor of end bay girder steel, distribution beam is installed, and steel strand are transferred with described pre-buried steel twisted wire and are connected and fixed through the spilled water hole on end bay girder steel bridge floor;
A50, when the factor of safety against overturning of steel girder cantilever is less than 1.3, start ballast, and by being arranged on stretch-draw jack on described end bay girder steel bridge floor to described steel strand tension, described expansion basis is promoted and departs from ground 0.5m, then by the upper end of described steel strand and described distribution beam anchoring, form the ballast to end bay girder steel;
After A60, girder steel close up, by stretch-draw jack and steel strand, described expansion basis is transferred, complete the removal of ballast.
2. the ballast method in large-span steel Cantilever Construction as claimed in claim 1, is characterized in that, in steps A 50, if the basic weight of described expansion is less than the required weight of ballast, on described expansion basis, places extra ballast load; If the basic weight of described expansion is greater than the required weight of ballast, using the basic weight of described expansion as ballast load.
3. the ballast method in large-span steel Cantilever Construction as claimed in claim 1, is characterized in that, in steps A 50, according to steel girder cantilever situation, end bay girder steel is carried out to ballast in batches, until complete whole ballasts.
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN103132463B (en) * | 2013-03-12 | 2015-06-24 | 中国建筑第六工程局有限公司 | Movable hanger operating platform and manufacturing, installing, using and removing methods thereof |
| CN104674674A (en) * | 2015-03-02 | 2015-06-03 | 山东省路桥集团有限公司 | One-way full cantilever steel arch bridge installation construction method |
| CN109778718A (en) * | 2019-03-05 | 2019-05-21 | 中铁四局集团有限公司 | Construction method for long-span continuous steel box girder main span pure cantilever assembly mid-span closure |
| CN112695622A (en) * | 2020-12-31 | 2021-04-23 | 中交路桥华南工程有限公司 | Counterweight type bridge pier |
| CN113062223A (en) * | 2021-03-19 | 2021-07-02 | 中铁大桥科学研究院有限公司 | Erection method of large-span cantilever steel beam |
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| CN101200876A (en) * | 2007-12-03 | 2008-06-18 | 中铁大桥局集团第四工程有限公司 | Erection of second hole large-span steel girder by rear anchorage cable method |
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Inventor after: Qin Yonggang Inventor after: Qian Hongyan Inventor after: Wang Dianwei Inventor after: Xu Qili Inventor after: Peng Mengze Inventor after: Hu Xiongwei Inventor after: Deng Jingxiong Inventor after: Wang Fangjin Inventor after: Li Juntang Inventor after: Tu Manming Inventor after: Wang Donghui Inventor after: Song Xiaosan Inventor after: Zhang Aihua Inventor after: Chen Guoxiang Inventor before: Qin Yonggang Inventor before: Hu Xiongwei Inventor before: Chen Guoxiang Inventor before: Wang Fangjin Inventor before: Li Juntang Inventor before: Tu Manming Inventor before: Wang Donghui Inventor before: Song Xiaosan Inventor before: Zhang Aihua Inventor before: Xu Qili Inventor before: Peng Mengze |
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Free format text: CORRECT: INVENTOR; FROM: QIN YONGGANG WANG FANGJIN LI JUNTANG TU MANMING WANG DONGHUI SONG XIAOSAN ZHANG AIHUA XU QILI PENG MENGZE HU XIONGWEI CHEN GUOXIANG TO: QIN YONGGANG DENG JINGXIONG WANG FANGJIN LI JUNTANG TU MANMING WANG DONGHUI SONG XIAOSAN ZHANG AIHUA CHEN GUOXIANG QIAN HONGYAN WANG DIANWEI XU QILI PENG MENGZE HU XIONGWEI |
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Owner name: GROUP CO., LTD., ZHONGTIE DAQIAO BUREAU Free format text: FORMER OWNER: CHINA ZHONGTIE MAJOR BRIDGE ENGINEERING CO., LTD. Effective date: 20150228 |
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Effective date of registration: 20150228 Address after: 430050 Hanyang Road, Hanyang District, Hubei, No. 38, No. Patentee after: Group Co., Ltd., Zhongtie Daqiao Bureau Address before: 430074 Hubei province Wuhan Dongxin East Lake New Technology Development Zone Road SBI Venture Street No. 6 Building 12 layer Patentee before: China Zhongtie Major Bridge Engineering Co., Ltd. |