CN105603877B - Large-span cable-stayed bridge steel beam locking and adjusting method - Google Patents
Large-span cable-stayed bridge steel beam locking and adjusting method Download PDFInfo
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- CN105603877B CN105603877B CN201510996028.XA CN201510996028A CN105603877B CN 105603877 B CN105603877 B CN 105603877B CN 201510996028 A CN201510996028 A CN 201510996028A CN 105603877 B CN105603877 B CN 105603877B
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- girder steel
- wedge
- pinner
- lobe
- jack
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D21/00—Methods or apparatus specially adapted for erecting or assembling bridges
-
- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D11/00—Suspension or cable-stayed bridges
- E01D11/04—Cable-stayed bridges
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- Engineering & Computer Science (AREA)
- Architecture (AREA)
- Civil Engineering (AREA)
- Structural Engineering (AREA)
- Bridges Or Land Bridges (AREA)
Abstract
The invention discloses a large-span cable-stayed bridge steel beam locking and adjusting method and relates to the technical field of bridge construction. The method comprises the steps that 1, formal supports are installed and support grouting is completed after erection of four steel beams at the tops of piers is completed; 2, limiting brackets on two sides of each support are installed before stay cable tensioning, and wedge-shaped cushion blocks are densely padded between support padstones and the limiting brackets; 3, stress application is performed through upstream and downstream diagonal jacks to complete steel beam axis adjustment when steel beam line shapes are needed to be adjusted. By the adoption of the large-span cable-stayed bridge steel beam locking and adjusting method, the manufacturing and using amounts of the pier top cushion blocks can be effectively decreased, the time required by the large-tonnage jacks is shortened, the formal supports are installed in advance, the problems of large support installation difficulty and difficult accuracy control after closure are avoided, and the steel beam axes can be very conveniently adjusted in the beam erection process. The method is simple and convenient to operate, saves the costs and has higher promotional value.
Description
Technical field
The present invention relates to technical field of bridge construction, and in particular to a kind of large span stayed-cable bridge girder steel locking and tune beam side
Method.
Background technology
In traditional steel truss girder bridge construction, before girder steel starts to set up, in main pylon pier bearing pad stone both sides with substantial amounts of
Steel cushion block arranges temporary support so that girder steel is held up.And the steel beam bottom in sill both sides arranges bracket and is used for girder steel longitudinal direction
Locking.In steel girder cantilever erection process, if desired the linear of girder steel is adjusted, that is accomplished by multiple stage large-tonnage jack
After by girder steel integral jacking, then lateral pushing is carried out with level jack it is adjusted girder steel linear.The method need to make greatly
Dimension cushion block is positioned between girder steel and pinner, and long-time takes a large amount of jack resources.
The content of the invention
For defect present in prior art, it is an object of the invention to provide a kind of locking of large span stayed-cable bridge girder steel
With tune beam method.
To reach object above, the present invention is adopted the technical scheme that：
A kind of large span stayed-cable bridge girder steel locking and tune beam method, it is characterised in that：Which comprises the following steps：
Step one, the bearing pad stone for providing two convex shapes, the bearing pad stone include pinner lobe, pinner left side side
With side on the right of pinner, a pair of girder steels are set up on each described bearing pad stone, and with girder steel described in very heavy top support；
Step 2, in the bearing pad stone lobe upper surface erection support, and the bearing is in the milk；
Step 3, two pairs of girder steels are fallen within into the correspondence bearing respectively after the bearing intensity reaches design strength
On；
Step 4, before first pair of inclined guy cable stretching in pinner left side side upper surface and be located at the bearing pad stone
Across spacing bracket during on the left of lobe, the girder steel bottom surface is installed；Side upper surface and described seat cushion is located on the right of the pinner
On the right side of stone lobe, the spacing bracket of end bay is installed in the girder steel bottom surface；
Step 5, two bearing pad stones the bearing pad stone lobe and it is described in across spacing bracket, described
Between the spacing bracket of end bay, the correcting wedge is inserted in space respectively, completes the locking of the girder steel, and the correcting wedge bag
Include two groups of wedges arranged along the girder steel length direction；
Step 6, each described correcting wedge take wedge described in a group away；And in the position of the wedge taken away
Put installation jack；
The wedge that step 7, release are not taken away, according to the needs of actual adjustment direction, selects to need the thousand of reinforcing
Jin jacking row reinforcing operation, rotates the girder steel to adjustment position；
Step 8, the girder steel fasten the wedge for having unclamped after being adjusted in place, remove all jack, in correspondence dismounting
Wedge is reinstalled in the position of jack, completes the adjustment of the girder steel.
On the basis of above-mentioned technical proposal, in weld with the girder steel across spacing bracket and the spacing bracket of the end bay.
On the basis of above-mentioned technical proposal, jack is hydraulic oil top, and wedge volume is all higher than described in each group
The volume of the jack.
On the basis of above-mentioned technical proposal, in across spacing bracket, the spacing bracket of end bay and the pinner lobe away from
From being 50cm.
On the basis of above-mentioned technical proposal, bearing is bolted with the girder steel.
On the basis of above-mentioned technical proposal, in step 7, when the girder steel is adjusted, the wedge do not taken away unclamps
Afterwards with certain interval between the pinner lobe.
On the basis of above-mentioned technical proposal, when girder steel is adjusted, the gap is 8 to 12mm.
Compared with prior art, it is an advantage of the current invention that：
(1), in a kind of large span stayed-cable bridge girder steel locking and tune beam method of the invention, pier top sections steel girder erection is completed
After formal bearing can be installed, now the vertical top lifting weight of girder steel is little, conveniently moving, and do not affected by the horizontal force of suspension cable,
Bearing installation accuracy is high.
(2), in a kind of large span stayed-cable bridge girder steel locking and tune beam method of the invention, pier top does not need substantial amounts of steel pad
Block and large-tonnage jack are used for long-time pad girder steel, and are dismountable girder steel bracket after the completion of first pair of inclined guy cable stretching
Avoid the long-time of a large amount of steel structure materials from taking, save about cost.
(3) in a kind of large span stayed-cable bridge girder steel locking and tune beam method of the invention, in kingpost cantalever erection process,
If axis occurs relatively large deviation can install jack between pinner and spacing bracket, the plane torsion that at any time girder steel is occurred
Rectified a deviation, and controlled accurately, it is easy to operate.
Description of the drawings
Fig. 1 overall arrangement schematic diagrams across bracket with for end bay bracket in the embodiment of the present invention；
Planar structure schematic diagrams of the Fig. 2 for embodiment of the present invention Fig. 1；
The scheme of installation of jack when Fig. 3 is girder Serial regulation；
Fig. 4 is jack scheme of installation when girder steel is adjusted clockwise.
In figure：1- girder steels, 2- bearings, across spacing bracket in 3-, the spacing bracket of 4- end bays, 5- correcting wedges, 50- wedge shapes
Block, 6- jack, 7- bearing pad stones, 71- pinner lobe, 72- pinners left side side, side on the right of 73- pinners.
Specific embodiment
The present invention is described in further detail below in conjunction with drawings and Examples.
Referring to shown in Fig. 1, Fig. 2, the embodiment of the present invention provides one kind and arranges convenient, the accurate large span oblique pull of flexible operation
Bridge girder steel is locked and adjusts beam method, and which comprises the following steps：
Step one, the bearing pad stone 7 for providing two convex shapes, bearing pad stone 7 include pinner lobe 71, pinner left side side
72 and pinner on the right of side 73, set up a pair of girder steels 1 on each bearing pad stone 7, and with jack support steel beam 1；
Step 2, in 71 upper surface erection support 2 of bearing pad stone lobe, and bearing 2 is in the milk；
Step 3, after 2 intensity of bearing reaches design strength by two pairs of girder steels 1 fall within respectively correspondence bearing 2 on；
Step 4, before first pair of inclined guy cable stretching in 72 upper surface of pinner left side side and be located at bearing pad stone lobe
Across spacing bracket 3 in the installation of 71 left side girder steel, 1 bottom surface；73 upper surface of side and to be located at bearing pad stone lobe 71 right on the right of the pinner
1 bottom surface of side girder steel is installed by the spacing bracket of end bay 4；
Step 5, two bearing pad stones 7 bearing pad stone lobe 71 and in across the spacing bracket of spacing bracket 3, end bay 4
Between space insert correcting wedge 5 respectively, complete the locking of girder steel 1, and correcting wedge 5 include two groups along 1 length direction of girder steel
The wedge 50 of setting；
Step 6, each correcting wedge 5 take one group of wedge 50 away；And thousand are installed in the position of the wedge 50 taken away
Jin top 6；
The wedge 50 that step 7, release are not taken away, according to the needs of actual adjustment direction, selects to need the very heavy of reinforcing
Top 6 carries out reinforcing operation, rotates girder steel 1 to adjustment position；
Step 8, the wedge 50 for having unclamped is fastened after girder steel 1 is adjusted in place, remove all jack 6, tearing open in correspondence
The position of the jack 6 for removing re-secures wedge 50, completes the adjustment of girder steel 1.
In be connected with girder steel 1 by welding across spacing bracket 3 and the spacing bracket 4 of end bay.Can be good at locking girder steel 1.
Jack 6 is hydraulic oil top, and each group of 50 volume of wedge is all higher than the volume of jack 6, so ensures thousand
Jin top 6 can be put at one group of 50 position of wedge taken away, the development being conveniently adjusted.In it is spacing across spacing bracket 3 and end bay
Bracket 4 is 50cm with the distance of pinner lobe 71, when this distance ensures that the reasonable placement of wedge 50 and jack 6 are adjusted
Needs.Bearing 2 is bolted with girder steel 1, fixes the position of girder steel 1 with this on bearing 2.
In step 6, unclamp after the wedge 50 do not taken away unclamps and there is between pinner lobe 71 certain interval,
And the interstice coverage is 8 to 12mm.
Pier top girder steel 1 can install formal bearing 2 after the completion of setting up, and now 1 vertical top lifting weight of girder steel is little, movement side
Just, and not affected by the horizontal force of suspension cable, 2 installation accuracy of bearing is high.Pier top does not need substantial amounts of steel cushion block and large-tonnage thousand
Jin it is very useful come long-time pad girder steel 1, and after the completion of first pair of inclined guy cable stretching be dismountable girder steel bracket avoid big dimension
The long-time of structural material takes.During main beam supporting, if axis occur relatively large deviation can pinner lobe 71 with
In jack is installed between spacing bracket 3 and the spacing bracket of end bay 4, at any time the plane torsion that girder steel 1 occurs is rectified a deviation.
As shown in Figure 3 during girder Serial regulation jack scheme of installation, after the completion of girder steel 1 sets up and locks, inspection
Whether need adjust and calculate the adjustment amplitude that need when adjusting, after this, according to set-up procedure, install four jack if looking into
6.Jack scheme of installation when girder steel is adjusted clockwise as shown in Figure 4, selects the diagonal jack 6 of correspondence adjustment direction
Reinforcing, now the acting in the power by jack 6 of girder steel 1, rotates, treats that rotational angle reaches adjustment and needs to stop immediately
The reinforcing operation of jack 6.It is after one wheel adjustment, same to check that girder steel 1 is regulateed whether in place, if desired continue adjustment, work as adjustment
When amplitude is excessive, selects the jack 6 contrary with 6 pushing direction of jack in constituency during upper wheel adjustment to reinforce, so repeat, directly
Being adjusted in place to girder steel 1.
The present invention is not limited to above-mentioned embodiment, for those skilled in the art, without departing from
On the premise of the principle of the invention, some improvements and modifications can also be made, these improvements and modifications are also considered as the protection of the present invention
Within the scope of.The content not being described in detail in this specification belongs to prior art known to professional and technical personnel in the field.
Claims (7)
1. a kind of large span stayed-cable bridge girder steel is locked and adjusts beam method, it is characterised in that：Which comprises the following steps：
Step one, the bearing pad stone (7) for providing two convex shapes, the bearing pad stone (7) is including pinner lobe (71), pinner
On the right of left side side (72) and pinner side (73), a pair of girder steels (1) are set up on each described bearing pad stone (7), and use jack
Support the girder steel (1)；
Step 2, in the bearing pad stone lobe (71) upper surface erection support (2), and the bearing (2) is in the milk；
Step 3, two pairs of girder steels (1) are fallen within into described of correspondence respectively after the bearing (2) intensity reaches design strength
On seat (2)；
Step 4, before first pair of inclined guy cable stretching in pinner left side side (72) upper surface and be located at the bearing pad stone
Across spacing bracket (3) during on the left of lobe (71), girder steel (1) bottom surface is installed；On the right of the pinner side (73) upper surface and
On the right side of the bearing pad stone lobe (71), the spacing bracket (4) of end bay is installed in girder steel (1) bottom surface；
Step 5, two bearing pad stones (7) the bearing pad stone lobe (71) and it is described in across spacing bracket
(3), between the spacing bracket of the end bay (4), correcting wedge (5) is inserted in space respectively, completes the locking of the girder steel (1), and institute
Correcting wedge (5) is stated including two groups of wedges (50) arranged along the girder steel (1) length direction；
Step 6, each described correcting wedge (5) take wedge (50) described in a group away；And in the wedge taken away
(50) position is installed by jack (6)；
The wedge (50) that step 7, release are not taken away, according to the needs of actual adjustment direction, selects to need the thousand of reinforcing
Jin top (6) carries out reinforcing operation, rotates the girder steel (1) to adjustment position；
Step 8, the girder steel (1) fasten the wedge (50) for having unclamped after being adjusted in place, remove all jack (6), right
Wedge (50) is reinstalled in the position that jack (6) should be removed, and completes the adjustment of the girder steel (1).
2. a kind of large span stayed-cable bridge girder steel as claimed in claim 1 is locked and adjusts beam method, it is characterised in that：In described across
Spacing bracket (3) and the spacing bracket of the end bay (4) are welded with the girder steel (1).
3. a kind of large span stayed-cable bridge girder steel as claimed in claim 1 is locked and adjusts beam method, it is characterised in that：It is described very heavy
Top (6) is hydraulic oil top, and wedge (50) volume is all higher than the volume of the jack (6) described in each group.
4. a kind of large span stayed-cable bridge girder steel as claimed in claim 1 is locked and adjusts beam method, it is characterised in that：In described across
Spacing bracket (3), the spacing bracket of end bay (4) and the distance of the pinner lobe (71) are 50cm.
5. a kind of large span stayed-cable bridge girder steel as claimed in claim 1 is locked and adjusts beam method, it is characterised in that：The bearing
(2) it is bolted with the girder steel (1).
6. a kind of large span stayed-cable bridge girder steel as claimed in claim 1 is locked and adjusts beam method, it is characterised in that：Step 7
In, when the girder steel (1) adjusts, the wedge (50) do not taken away is had after unclamping between the pinner lobe (71)
Certain interval.
7. a kind of large span stayed-cable bridge girder steel as claimed in claim 6 is locked and adjusts beam method, it is characterised in that：The girder steel
(1), when adjusting, the gap is 8 to 12mm.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201510996028.XA CN105603877B (en) | 2015-12-24 | 2015-12-24 | Large-span cable-stayed bridge steel beam locking and adjusting method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201510996028.XA CN105603877B (en) | 2015-12-24 | 2015-12-24 | Large-span cable-stayed bridge steel beam locking and adjusting method |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN105603877A CN105603877A (en) | 2016-05-25 |
| CN105603877B true CN105603877B (en) | 2017-04-26 |
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| CN201510996028.XA Active CN105603877B (en) | 2015-12-24 | 2015-12-24 | Large-span cable-stayed bridge steel beam locking and adjusting method |
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Families Citing this family (8)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN106567339A (en) * | 2016-11-09 | 2017-04-19 | 中交路桥华东工程有限公司 | Pi-shaped superposed beam reverse jacking system |
| CN108894108B (en) * | 2018-06-06 | 2019-12-06 | 洛阳双瑞特种装备有限公司 | bridge linear multidimensional adjusting device |
| CN109024288B (en) * | 2018-07-26 | 2020-01-07 | 中铁大桥局集团有限公司 | Method for erecting steel truss girder by using precast concrete shoveling mat |
| CN110409314B (en) * | 2019-08-15 | 2023-10-10 | 中国五冶集团有限公司 | Automatic unidirectional limiting and locking device and method for closure section of continuous rigid frame bridge |
| CN110644351A (en) * | 2019-09-26 | 2020-01-03 | 贵州桥梁建设集团有限责任公司 | Assembled combined stop block of cable-stayed bridge and use method thereof |
| CN113123244B (en) * | 2021-04-19 | 2023-04-18 | 中铁十九局集团第三工程有限公司 | Temporary steel box girder consolidation structure |
| CN114319092A (en) * | 2022-01-14 | 2022-04-12 | 中国铁建大桥工程局集团有限公司 | Connecting device, bridge and mounting method of connecting device |
| CN114525727A (en) * | 2022-03-03 | 2022-05-24 | 长沙理工大学 | Temporary pier locking device for steel box girder cable-stayed bridge and construction method |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| KR101214602B1 (en) * | 2011-05-16 | 2012-12-21 | 주식회사 서영엔지니어링 | Incremental launching apparatus for constructing rail-type concrete slab of composite bridge using shearing connector rail, and method for the same |
| CA2791536C (en) * | 2011-10-04 | 2015-09-22 | Sps New England | Bridge beam placement system and apparatus |
| CN102733316B (en) * | 2012-07-13 | 2014-07-23 | 中铁大桥局股份有限公司 | Integral synchronous rotary jacking construction method for small radius horizontal curved bridge |
| CN102953348A (en) * | 2012-12-12 | 2013-03-06 | 重庆桥都桥梁技术有限公司 | Correcting and resetting method for pier stud of bridge |
| CN103485283B (en) * | 2013-09-11 | 2017-01-25 | 中交第一公路工程局有限公司 | Hanging bracket supporting system of side-span cast-in-place section and implementation method thereof |
| CN104153303B (en) * | 2014-08-28 | 2016-01-06 | 刘其伟 | A kind of self-balancing back pressure type bridge single support replacing options |
| CN104746774B (en) * | 2015-04-01 | 2016-10-12 | 同济大学 | Beam through corrugated steel energy-consuming shear wall structure |
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