CN105696470B - Synchronous quick steel box girder in-situ incremental launching and tower column construction method - Google Patents

Synchronous quick steel box girder in-situ incremental launching and tower column construction method Download PDF

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Publication number
CN105696470B
CN105696470B CN201610031089.7A CN201610031089A CN105696470B CN 105696470 B CN105696470 B CN 105696470B CN 201610031089 A CN201610031089 A CN 201610031089A CN 105696470 B CN105696470 B CN 105696470B
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China
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girder
steel
steel box
crane
segment
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CN201610031089.7A
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Chinese (zh)
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CN105696470A (en
Inventor
宋伟俊
龚国锋
陈宁贤
曲江峰
刘长海
高学文
刘志
邢如祥
章耀林
常洁
岳超杰
朱林达
蔡文焘
汤和达
裴野
高明慧
王森
张久超
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中国铁建大桥工程局集团有限公司
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    • EFIXED CONSTRUCTIONS
    • E01CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
    • E01DCONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
    • E01D21/00Methods or apparatus specially adapted for erecting or assembling bridges
    • E01D21/06Methods or apparatus specially adapted for erecting or assembling bridges by translational movement of the bridge or bridge sections

Abstract

The invention provides a synchronous quick steel box girder in-situ incremental launching and tower column construction method. The method includes the following steps that firstly, a main tower is constructed in a formwork creeping manner, and meanwhile all temporary pier foundations and the underwater part are poured and mounted during the dry season; secondly, framework creeping continues till pouring of a middle cross beam is completed, and all temporary piers are erected; and thirdly, joint segments, above the middle cross beam, of the main tower are constructed in a formwork creeping manner, protective parts are mounted on the proper position above the middle cross beam, and all steel box girder joint segments are mounted through a side span incremental launching method. By the adoption of the synchronous quick steel box girder in-situ incremental launching and tower column construction method, the construction period is saved, construction of working procedures is fully jointed and controlled, and manpower is saved; the stress of temporary pier supports in the incremental launching process is definite, counterforce of walking incremental launching devices can be adjusted manually, and the stress deformation of a steel box girder is controllable; and only one crane is needed during construction of one side of the main tower and the steel box girder, equipment input is reduced, and good economic benefits are achieved.

Description

A kind of steel box-girder original position pushing tow and king-post simultaneously and rapidly construction method

Technical field

The invention belongs to field of bridge construction, simultaneously and rapidly constructs more particularly, to a kind of steel box-girder original position pushing tow and king-post Method.

Background technology

With the continuous development of Chinese society economy, railway, highway and city rail construction scale constantly expand, across river The large-span suspension bridge of river Hu Hai becomes more and more.

The suspension bridge across rivers,lakes and seas is built, is affected by the condition such as hydrogeology and navigation, difficulty of construction is big.Earth anchor Formula suspension bridge is typically first constructed king-tower, sets up main push-towing rope, assembled girder steel and tensioning suspension rod, and self-anchored suspension bridge is first box beam top Push away or symmetrical cantilever is to design attitude, then set up main push-towing rope and tensioning suspension rod.Below by taking self-anchored suspension bridge as an example brief description its Work progress:Construction king-tower, while setting up steel box-girder low level sliding falsework in end bay, using loop wheel machine shipping end bay steel is lifted by crane Box beam is simultaneously slid onto design attitude lower section, after the completion for the treatment of Construction of Pylon, sets up interim head tower, and cantilever steel is symmetrically lifted by crane in king-tower both sides Box beam steel box girder segment and tensioning suspension cable, after all box beam cantilevers are completed and joined the two sections of a bridge, etc, set up main push-towing rope, tensioning suspension rod, perfect aspect System's conversion.

The program is suffered from the drawback that:1st, low level slippage bracket will consider the impact of the withered phase SEA LEVEL VARIATION of flood, such as growing River upper and middle reaches, the withered phase SEA LEVEL VARIATION of flood is up to 15 meters;2nd, low level slippage bracket arrangement is tight, the elongated arrangement of slipway beam, steel box-girder Single-unit or the multiple sliding of binodal are needed, holding time is long;3rd, end bay side steel box-girder needs lifting to get to design attitude twice, Full-bridge is unilateral to need two to three loop wheel machines, and elapsed time is long, costly;4th, Construction of Pylon is completed and installed after interim head tower, Cantilever steel box-girder can be lifted by crane, is taken long in time limit.

The content of the invention

It is an object of the invention to provide a kind of pushing tow step stress clearly, greatly save the construction period steel box-girder pushing tow and King-post simultaneously and rapidly construction method, and a kind of pushing tow arrangement in situ and step are provided.

To reach above-mentioned purpose, the technical scheme is that what is be achieved in that:

1st, a kind of steel box-girder original position pushing tow and king-post simultaneously and rapidly construction method, it is characterised in that:Comprise the following steps:

1). climbing formwork for construction king-tower, while completing pouring and installing for each interim pier foundation and underwater portion in dry season;

2). continuation creeping formwork is poured to middle cross beam and finished, and each described Temporary Piers sets up and completes;

3). climbing formwork for construction middle cross beam above king-tower sections, protection is installed in the middle cross beam above appropriate location, and adopt side Each steel box girder segment is installed across incremental launching method;

4). Construction of Pylon is completed and interim head tower is installed, and is started in lifting across steel box girder segment, and king-tower both sides are simultaneously Tensioning correspondence suspension cable, after midspan closing, installs cat road, sets up main push-towing rope, progressively tensioning suspension rod and removes suspension cable.

Further, the step 3) end bay incremental launching method installs each steel box girder segment and comprises the following steps:

301). slipway beam is set on outermost first Temporary Piers in described each Temporary Piers one end, on slipway beam Pad and two the first slide blocks are set, using tower crane assembly steel nose girder, steel nose girder are arranged on pad, and by the steel nose girder with Slipway beam carries out anchoring temporarily, in steel nose girder top surface assembly girder erection crane, and girder erection crane is anchored on steel nose girder, with setting a roof beam in place Loop wheel machine lifts by crane first segment steel box girder segment, and the first segment steel box girder segment splices with steel nose girder tail end;

302). the pad and anchoring temporarily under steel nose girder is removed, steel nose girder is bearing on slide block, successively incremeantal launching method thousand is installed Jin top, steel nose girder and successively incremeantal launching method jack are connected by steel strand wires, with the dilatory steel nose girder of successively incremeantal launching method jack to end bay Direction sliding, then installs the second slide block on slipway beam, and second slide block is arranged at the lifting position of slipway beam, is set a roof beam in place and is hung Machine traveling is anchored to position is lifted by crane;Slipway beam and steel nose girder are carried out into anchoring temporarily, with girder erection crane second section steel box-girder is lifted by crane Sections, the second section steel box girder segment is welded with first segment steel box girder segment;

303). the anchoring temporarily between slipway beam and steel nose girder is released, with the dilatory steel nose girder of successively incremeantal launching method jack, Xiang Bian Across direction sliding;

304). the second slide block is moved on to into steel box girder segment diaphragm plate lower section, is copied tightly with bottom of setting a roof beam in place, release girder erection crane and steel Anchoring between nose girder, girder erection crane traveling is to second section steel box girder segment top and anchors, and with girder erection crane next section is lifted by crane Steel box girder segment, with the welding of second section steel box girder segment;

305). with the dilatory steel nose girder of successively incremeantal launching method jack, to the sliding of end bay direction;Pad, frame are installed on slipway beam The traveling of beam loop wheel machine lifts by crane next section steel box girder segment to position is lifted by crane, with upper one section steel box girder segment welding;

306). the first slide block, the second slide block and successively incremeantal launching method jack are removed, the first walking top is installed on slipway beam Thruster;With the first walking type pushing device to end bay direction pushing tow steel nose girder;

307). girder erection crane is anchored to the traveling of end bay direction to position is lifted by crane;Next section steel box-girder is lifted by crane with girder erection crane Sections, with upper one section steel box girder segment welding;With walking type pushing device to end bay direction pushing tow steel nose girder;

308). the second temporary pier close to the first Temporary Piers arranges the second walking pusher, with the second walking pushing tow Device pad steel nose girder leading portion;Girder erection crane is to the traveling of end bay direction, anchoring;Next section steel box girder segment is lifted by crane with girder erection crane, With upper one section steel box girder segment welding;

309). repeat the above steps to steel nose girder front end arrive at the walking pusher arranged on the 3rd Temporary Piers, and By parity of reasoning, until steel nose girder reaches the walking pusher arranged on other end Temporary Piers;

310). continue above-mentioned lifting pushing tow step, to all steel box girder segments design attitude is reached, and remove steel nose girder.

Relative to prior art, simultaneously and rapidly construction method has for a kind of steel box-girder original position pushing tow of the present invention and king-post There is following advantage:

Simultaneously and rapidly construction method saves the duration for a kind of steel box-girder original position pushing tow of the present invention and king-post, fully linking The construction of control operation, saves manpower;Pushing tow process Temporary Piers support force clearly, can artificially adjust walking pusher anti- Power, steel box-girder stress deformation is controllable;Side king-tower and steel box girder construction only need a loop wheel machine, equipment investment are reduced, with good Good economic benefit.

Specific embodiment

It should be noted that in the case where not conflicting, the embodiment and the feature in embodiment in the present invention can phase Mutually combination.

In describing the invention, it is to be understood that term " " center ", " longitudinal direction ", " horizontal ", " on ", D score, The orientation or position relationship of the instruction such as "front", "rear", "left", "right", " vertical ", " level ", " top ", " bottom ", " interior ", " outward " is only It is to describe with simplifying for the ease of the description present invention, rather than indicates or imply that the device or element of indication must be with specific Orientation, with specific azimuth configuration and operation, therefore be not considered as limiting the invention.Additionally, term " first ", " the Two " etc. it is only used for describing purpose, and it is not intended that indicating or implying relative importance or implicit indicate indicated technology The quantity of feature.Thus, defining the feature of " first ", " second " etc. can express or implicitly include one or more Individual this feature.In describing the invention, unless otherwise stated, " multiple " are meant that two or more.

In describing the invention, it should be noted that unless otherwise clearly defined and limited, term " installation ", " phase Company ", " connection " should be interpreted broadly, for example, it may be being fixedly connected, or being detachably connected, or be integrally connected;Can Being to be mechanically connected, or electrically connect;Can be joined directly together, it is also possible to be indirectly connected to by intermediary, Ke Yishi The connection of two element internals.For the ordinary skill in the art, above-mentioned term can be understood by concrete condition Concrete meaning in the present invention.

The present invention is described in detail below in conjunction with embodiment.

1st, a kind of steel box-girder original position pushing tow and king-post simultaneously and rapidly construction method, it is characterised in that:Comprise the following steps:

1). climbing formwork for construction king-tower, while completing pouring and installing for each interim pier foundation and underwater portion in dry season;

2). continuation creeping formwork is poured to middle cross beam and finished, and each described Temporary Piers sets up and completes;

3). climbing formwork for construction middle cross beam above king-tower sections, protection is installed in the middle cross beam above appropriate location, and adopt side Each steel box girder segment is installed across incremental launching method;

4). Construction of Pylon is completed and interim head tower is installed, and is started in lifting across steel box girder segment, and king-tower both sides are simultaneously Tensioning correspondence suspension cable, after midspan closing, installs cat road, sets up main push-towing rope, progressively tensioning suspension rod and removes suspension cable.

The step 3) end bay incremental launching method installs each steel box girder segment and comprises the following steps:

301). slipway beam is set on outermost first Temporary Piers in described each Temporary Piers one end, on slipway beam Pad and two the first slide blocks are set, using tower crane assembly steel nose girder, steel nose girder are arranged on pad, and by the steel nose girder with Slipway beam carries out anchoring temporarily, in steel nose girder top surface assembly girder erection crane, and girder erection crane is anchored on steel nose girder, with setting a roof beam in place Loop wheel machine lifts by crane first segment steel box girder segment, with the splicing of steel nose girder tail end;

302). the pad and anchoring temporarily under steel nose girder is removed, steel nose girder is bearing on slide block, successively incremeantal launching method thousand is installed Jin top, steel nose girder and successively incremeantal launching method jack are connected by steel strand wires, with the dilatory steel nose girder of successively incremeantal launching method jack to end bay Direction sliding, then installs the second slide block on slipway beam, and second slide block is arranged at the lifting position of slipway beam, is set a roof beam in place and is hung Machine traveling is anchored to position is lifted by crane;Slipway beam and steel nose girder are carried out into anchoring temporarily, with girder erection crane second section steel box-girder is lifted by crane Sections, with the welding of first segment steel box girder segment;

303). the anchoring temporarily between slipway beam and steel nose girder is released, with the dilatory steel nose girder of successively incremeantal launching method jack, Xiang Bian Across direction sliding;

304). the second slide block is moved on to into steel box girder segment diaphragm plate lower section, is copied tightly with bottom of setting a roof beam in place, release girder erection crane and steel Anchoring between nose girder, girder erection crane traveling is to second section steel box girder segment top and anchors, and with girder erection crane next section is lifted by crane Steel box girder segment, with the welding of second section steel box girder segment;

305). with the dilatory steel nose girder of successively incremeantal launching method jack, to the sliding of end bay direction;Pad, frame are installed on slipway beam The traveling of beam loop wheel machine lifts by crane next section steel box girder segment to position is lifted by crane, with upper one section steel box girder segment welding;

306). the first slide block, the second slide block and successively incremeantal launching method jack are removed, the first walking top is installed on slipway beam Thruster;With the first walking type pushing device to end bay direction pushing tow steel nose girder;

307). girder erection crane is anchored to the traveling of end bay direction to position is lifted by crane;Next section steel box-girder is lifted by crane with girder erection crane Sections, with upper one section steel box girder segment welding;With walking type pushing device to end bay direction pushing tow steel nose girder;

308). the second temporary pier close to the first Temporary Piers arranges the second walking pusher, with the second walking pushing tow Device pad steel nose girder leading portion;Girder erection crane is to the traveling of end bay direction, anchoring;Next section steel box girder segment is lifted by crane with girder erection crane, With upper one section steel box girder segment welding;

309). repeat the above steps to steel nose girder front end arrive at the walking pusher arranged on the 3rd Temporary Piers, and By parity of reasoning, until steel nose girder reaches the walking pusher arranged on other end Temporary Piers;

310). continue above-mentioned lifting pushing tow step, to all steel box girder segments design attitude is reached, and remove steel nose girder.

Presently preferred embodiments of the present invention is the foregoing is only, not to limit the present invention, all essences in the present invention Within god and principle, any modification, equivalent substitution and improvements made etc. should be included within the scope of the present invention.

Claims (1)

1. a kind of steel box-girder original position pushing tow and king-post simultaneously and rapidly construction method, it is characterised in that:Comprise the following steps:
1). climbing formwork for construction king-tower, while completing pouring and installing for each interim pier foundation and underwater portion in dry season;
2). continuation creeping formwork is poured to middle cross beam and finished, and each described Temporary Piers sets up and completes;
3). climbing formwork for construction middle cross beam above king-tower sections, protection is installed in the middle cross beam above appropriate location, and using end bay top Pushing manipulation installs each steel box girder segment;The incremental launching method is comprised the following steps:
301). slipway beam is set on described each outermost Temporary Piers in Temporary Piers one end, on slipway beam arrange pad and Two the first slide blocks, using tower crane assembly steel nose girder, steel nose girder are arranged on pad, and the steel nose girder is carried out with slipway beam Anchoring temporarily, in steel nose girder top surface assembly girder erection crane, and girder erection crane is anchored on steel nose girder, with girder erection crane lifting the One section steel box girder segment, the first segment steel box girder segment and steel nose girder tail end are spliced;
302). the pad and anchoring temporarily under steel nose girder is removed, steel nose girder is bearing on slide block, successively incremeantal launching method is installed very heavy Top, steel nose girder and successively incremeantal launching method jack are connected by steel strand wires, with the dilatory steel nose girder of successively incremeantal launching method jack to end bay side To sliding, then the second slide block is installed on slipway beam, second slide block is arranged at the lifting position of slipway beam, girder erection crane Traveling is anchored to position is lifted by crane;Slipway beam and steel nose girder are carried out into anchoring temporarily, with girder erection crane second section steel box girder section is lifted by crane Section, the second section steel box girder segment is welded with first segment steel box girder segment;
303). the anchoring temporarily between slipway beam and steel nose girder is released, with the dilatory steel nose girder of successively incremeantal launching method jack, to end bay side To sliding;
304). the second slide block is moved on to into steel box girder segment diaphragm plate lower section, is copied tightly with bottom of setting a roof beam in place, release girder erection crane and steel nose girder Between anchoring, girder erection crane traveling to second section steel box girder segment top and anchor, with girder erection crane lifting it is next section steel case Girder segment, with the welding of second section steel box girder segment;
305). with the dilatory steel nose girder of successively incremeantal launching method jack, to the sliding of end bay direction;Pad is installed on slipway beam, is set a roof beam in place and is hung Machine traveling anchors and lifts by crane next section steel box girder segment to position is lifted by crane, with upper one section steel box girder segment welding;
306). the first slide block, the second slide block and successively incremeantal launching method jack are removed, the first walking pushing tow is installed on slipway beam Device;With the first walking type pushing device to end bay direction pushing tow steel nose girder;
307). girder erection crane is anchored to the traveling of end bay direction to position is lifted by crane;Next section steel box girder section is lifted by crane with girder erection crane Section, with upper one section steel box girder segment welding;With walking type pushing device to end bay direction pushing tow steel nose girder;
308). the second temporary pier close to the first Temporary Piers arranges the second walking pusher, is copied with the second walking pusher Pad steel nose girder leading portion;Girder erection crane is to the traveling of end bay direction, anchoring;Next section steel box girder segment is lifted by crane with girder erection crane, it is and upper One section steel box girder segment welding;
309). and thus repeat the above steps to steel nose girder front end arrive at the walking pusher arranged on the 3rd Temporary Piers, Analogize, until steel nose girder reaches the walking pusher arranged on other end Temporary Piers;
310). continue above-mentioned lifting pushing tow step, to all steel box girder segments design attitude is reached, and remove steel nose girder;
4). Construction of Pylon is completed and interim head tower is installed, and is started in lifting across steel box girder segment, the simultaneous tension of king-tower both sides Correspondence suspension cable, after midspan closing, installs cat road, sets up main push-towing rope, progressively tensioning suspension rod and removes suspension cable.
CN201610031089.7A 2016-01-18 2016-01-18 Synchronous quick steel box girder in-situ incremental launching and tower column construction method CN105696470B (en)

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* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN108103953B (en) * 2018-03-09 2019-10-15 中国铁建大桥工程局集团有限公司 Suitable for high-block bridge degree steel truss girder bridge double-slider push construction method

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CN101509229A (en) * 2009-03-31 2009-08-19 四川公路桥梁建设集团有限公司 Shelf beam support -free construction method for edge span beam section of large-span steel case beam stayed-cable bridge
JP4355240B2 (en) * 2004-03-18 2009-10-28 中日本高速道路株式会社 PC box girder extrusion construction method
CN101736697A (en) * 2009-12-15 2010-06-16 中交路桥华北工程有限公司 Construction method for pushing and furling complete bracket of steel box girders
CN103741601A (en) * 2013-06-28 2014-04-23 中交第三航务工程局有限公司 Tower, beam and cable synchronous bridge forming technology
CN104746437A (en) * 2015-04-20 2015-07-01 中国铁建大桥工程局集团有限公司 Self-anchoring type mounting method of suspension bridge
CN204919348U (en) * 2015-08-07 2015-12-30 中国铁建大桥工程局集团有限公司 Supplementary head tower of using of self anchored suspension bridge installation

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Publication number Priority date Publication date Assignee Title
JP4355240B2 (en) * 2004-03-18 2009-10-28 中日本高速道路株式会社 PC box girder extrusion construction method
CN101509229A (en) * 2009-03-31 2009-08-19 四川公路桥梁建设集团有限公司 Shelf beam support -free construction method for edge span beam section of large-span steel case beam stayed-cable bridge
CN101736697A (en) * 2009-12-15 2010-06-16 中交路桥华北工程有限公司 Construction method for pushing and furling complete bracket of steel box girders
CN103741601A (en) * 2013-06-28 2014-04-23 中交第三航务工程局有限公司 Tower, beam and cable synchronous bridge forming technology
CN104746437A (en) * 2015-04-20 2015-07-01 中国铁建大桥工程局集团有限公司 Self-anchoring type mounting method of suspension bridge
CN204919348U (en) * 2015-08-07 2015-12-30 中国铁建大桥工程局集团有限公司 Supplementary head tower of using of self anchored suspension bridge installation

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