CN102493364A - Ballasting method in large-span girder cantilever construction - Google Patents
Ballasting method in large-span girder cantilever construction Download PDFInfo
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- CN102493364A CN102493364A CN2011104444493A CN201110444449A CN102493364A CN 102493364 A CN102493364 A CN 102493364A CN 2011104444493 A CN2011104444493 A CN 2011104444493A CN 201110444449 A CN201110444449 A CN 201110444449A CN 102493364 A CN102493364 A CN 102493364A
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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 the large-span steel girder cantilever construction.
Background technology
In the girder steel work progress, end bay generally adopts the temporary rest pier auxiliary boom to set up, and the end bay steel girder cantilever carries out full cantilever erection after setting up main pier, strides closure in realizing through roof fall and vertical shift girder steel at last.When the jib-length of girder steel is big, need ballast on end bay, to satisfy the requirement of overturning or slip resistance analysis buckling safety factor K ≧ 1.3.
Traditional ballast method has two kinds:
(1) ballast in kind.Adopting water tank or material objects such as concrete, steel to carry out ballast on the bridge floor or on girder steel winds up the top, the advantage of this method is the roof fall of girder steel and the influence that vertical shift does not receive ballast, and shortcoming is that material usage is big, and takies the girder steel construction space.
(2) back anchoring.Girder steel on the abutment pier fulcrum is anchored on the abutment pier through prestressing tendon, and the advantage of this method is that material is economized, and it is little to take the girder steel construction space, and shortcoming is behind the girder steel after the anchoring, and roof fall is difficult with vertical shift.
Along with the increase of girder steel span, the ballast scale in the cantilever construction is also more and more huger.If adopt traditional ballast in kind, then not only face the material structure difficult problem, also be faced with the not enough problem of heap space on the bridge.If adopt the back anchoring, then, influence the girder steel closure because of roof fall and vertical shift difficulty.
This shows that all there is certain limitation in two kinds of ballast methods that adopt in the existing girder steel construction at the large-span steel girder cantilever construction.
Summary of the invention
Technical problem to be solved by this invention be solve ballast in kind with after be anchored at the large-span steel girder cantilever construction and all have certain circumscribed problem.
In order to solve the problems of the technologies described above, the technical scheme that the present invention adopted provides the ballast method in a kind of large-span steel girder cantilever construction, may further comprise the steps:
The expansion basis of A10, construction end bay girder steel temporary rest pier the pre-buried steel twisted wire is set, and the said end face 1.5m that enlarges the basis is stretched out on the top of said pre-buried steel twisted wire;
A20, with the said foundation construction temporary rest pier that enlarges the basis as temporary rest pier, and on said temporary rest pier, set up the end bay girder steel;
After A30, end bay steel girder erection finish, remove said temporary rest pier;
A40, on the bridge floor of end bay girder steel, distribution beam is installed, and with steel strand pass spilled water hole on the end bay girder steel bridge floor transfer be connected with said pre-buried steel twisted wire fixing;
A50, when the factor of safety against overturning of steel girder cantilever less than 1.3 the time; The beginning ballast; And through being arranged on the said steel strand tension of stretch-draw jack pair on the said end bay girder steel bridge floor; Said expansion basis is promoted disengaging ground 0.5m, with the upper end and the said distribution beam anchoring of said steel strand, form ballast then the end bay girder steel;
After A60, the girder steel closure, said expansion basis is transferred, accomplish the removal of ballast through stretch-draw jack and steel strand.
In said method, in steps A 50, if the said weight that enlarges the basis less than the required weight of ballast, is then placed extra ballast load on said expansion basis; If the said weight that enlarges the basis greater than the required weight of ballast, then enlarges basic weight as the ballast load with said.
In said method, in steps A 50, the end bay girder steel is carried out ballast in batches, until accomplishing whole ballasts according to the steel girder cantilever situation.
The present invention will enlarge the unification of basis and ballast material, have materials and economize, do not take the girder steel operating space and do not influence advantages such as girder steel roof fall and vertical shift.
Description of drawings
Fig. 1 is the expansion foundation construction figure of end bay girder steel temporary rest pier among the present invention;
Fig. 2 promotes the ballast sketch map for the expansion basis of end bay girder steel temporary rest pier among the present invention;
Fig. 3 sets up ballast construction sketch map for end bay steel girder cantilever among the present invention.
The specific embodiment
The invention provides the ballast method in a kind of large-span steel girder cantilever construction; Utilize the concrete of end bay girder steel temporary rest pier to enlarge the basis as the ballast material; Promptly after end bay girder steel construction is accomplished, remove temporary rest pier, the concrete of end bay girder steel temporary rest pier is enlarged the employing steel strand are connected between basis and the truss bridge panel; Promote through the concrete expansion basis of steel strand, form ballast the end bay girder steel with end bay girder steel temporary rest pier.
Below in conjunction with accompanying drawing the present invention is made detailed explanation.
Ballast method in the large-span steel girder cantilever construction provided by the invention, concrete steps are following:
A10, as shown in Figure 1, the expansion basis 1 of the end bay girder steel temporary rest pier of at first constructing, and the pre-buried steel twisted wire is set, stretch out about concrete upper surface 1.5m the upper end of pre-buried steel twisted wire.Wherein, enlarging basis 1 be reinforced concrete structure, and carries out design of reinforcement by following two force status, and (1) is the force status when basic as temporary rest pier; Force status during (2) as the ballast material lift.
A20, to enlarge 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 and finish, remove the temporary rest pier 10 of end bay girder steel;
A40, like Fig. 2, shown in Figure 3, corresponding distribution beam 4 is installed, and anchoring steel strand 3 on the bridge floor 5 of end bay girder steel 11, the spilled water hole that the lower end of steel strand 3 is passed on the bridge floor 5 of end bay girder steel 11 is transferred, and is connected and fixes with pre-buried steel twisted wire on enlarging basis 1.When end bay girder steel 11 is carried out ballast, the ballast Load Transfer that transmits is given the bridge floor 5 of end bay girder steel 11 through steel strand 3.
A50, when the factor of safety against overturning of steel girder cantilever less than 1.3 the time; Begin end bay girder steel 11 is carried out ballast; And carry out stretch-draw through the stretch-draw jack pair steel strand 3 on the bridge floor 5 that is arranged on end bay girder steel 11; To enlarge basis 1 and promote disengaging ground 0.5m,, form ballast end bay girder steel 11 then with distribution beam 4 anchorings on the bridge floor 5 of steel strand 3 and end bay girder steel 11.
During ballast, if the weight that enlarges basis 1 less than the required weight of ballast, is then enlarging the ballast material 2 that placement increases on the basis 1, this material can be concrete block, steel, stone etc.If the weight that enlarges basis 1 is greater than the required weight of ballast, the weight that then will enlarge basis 1 is as the ballast load.Can carry out ballast in batches to end bay girder steel 11 according to the steel girder cantilever situation, until accomplishing whole ballasts.
After A60, the girder steel closure, will enlarge basis 1 through the stretch-draw jack and transfer, accomplish the removal of ballast.
The present invention is not limited to above-mentioned preferred forms, and anyone should learn the structural change of under enlightenment of the present invention, making, and every have identical or close technical scheme with the present invention, all falls within protection scope of the present invention.
Claims (3)
1. the ballast method in the large-span steel girder cantilever construction is characterized in that may further comprise the steps:
The expansion basis of A10, construction end bay girder steel temporary rest pier the pre-buried steel twisted wire is set, and the said end face 1.5m that enlarges the basis is stretched out on the top of said pre-buried steel twisted wire;
A20, with the said foundation construction temporary rest pier that enlarges the basis as temporary rest pier, and on said temporary rest pier, set up the end bay girder steel;
After A30, end bay steel girder erection finish, remove said temporary rest pier;
A40, on the bridge floor of end bay girder steel, distribution beam is installed, and with steel strand pass spilled water hole on the end bay girder steel bridge floor transfer be connected with said pre-buried steel twisted wire fixing;
A50, when the factor of safety against overturning of steel girder cantilever less than 1.3 the time; The beginning ballast; And through being arranged on the said steel strand tension of stretch-draw jack pair on the said end bay girder steel bridge floor; Said expansion basis is promoted disengaging ground 0.5m, with the upper end and the said distribution beam anchoring of said steel strand, form ballast then the end bay girder steel;
After A60, the girder steel closure, said expansion basis is transferred, accomplish the removal of ballast through stretch-draw jack and steel strand.
2. the ballast method in the large-span steel girder cantilever construction as claimed in claim 1 is characterized in that, in steps A 50, if the said weight that enlarges the basis less than the required weight of ballast, is then placed extra ballast load on said expansion basis; If the said weight that enlarges the basis greater than the required weight of ballast, then enlarges basic weight as the ballast load with said.
3. the ballast method in the large-span steel girder cantilever construction as claimed in claim 1 is characterized in that, in steps A 50, according to the steel girder cantilever situation end bay girder steel is carried out ballast in batches, until accomplishing whole ballasts.
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| CN201110444449.3A CN102493364B (en) | 2011-12-23 | 2011-12-23 | Ballasting method in large-span girder cantilever construction |
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| CN201110444449.3A CN102493364B (en) | 2011-12-23 | 2011-12-23 | Ballasting method in large-span girder cantilever construction |
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Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN103132463A (en) * | 2013-03-12 | 2013-06-05 | 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 | A kind of construction method of the pure free cantilever erection Middle span closing of Large-Span Continuous steel box-girder main span |
| 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 |
| CN116464093A (en) * | 2020-12-31 | 2023-07-21 | 中交路桥华南工程有限公司 | Counterweight bearing platform and counterweight pier |
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Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103132463A (en) * | 2013-03-12 | 2013-06-05 | 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 |
| 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 | A kind of construction method of the pure free cantilever erection Middle span closing of Large-Span Continuous steel box-girder main span |
| CN116464093A (en) * | 2020-12-31 | 2023-07-21 | 中交路桥华南工程有限公司 | Counterweight bearing platform and counterweight 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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| CN102493364B (en) | 2014-01-15 |
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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. |