CN106836013A - Ballasting method under closure section both sides bridge flexibility is asymmetric during cantilever construction - Google Patents
Ballasting method under closure section both sides bridge flexibility is asymmetric during cantilever construction Download PDFInfo
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- CN106836013A CN106836013A CN201710164409.0A CN201710164409A CN106836013A CN 106836013 A CN106836013 A CN 106836013A CN 201710164409 A CN201710164409 A CN 201710164409A CN 106836013 A CN106836013 A CN 106836013A
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- closure section
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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
- E01D21/10—Cantilevered erection
- E01D21/105—Balanced cantilevered erection
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Abstract
A kind of ballasting method under closure section both sides bridge flexibility is asymmetric when the present invention provides cantilever construction, belongs to technical field of bridge construction.The method is by setting up the FEM model of closure, the end function unit vertical force of bridge in closure section both sides, calculate the vertical displacement of end and balance position, obtain corresponding softness factor, then, control the balance weight of the side throwing of closure section two difference high and closure section both sides according to softness factor, and counterweight load shedding weight.The present invention is to closure section both sides in the case of flexibility asymmetric bridge, carrying out closing construction has incomparable superiority.This method makes bridge in the casting process that joins the two sections of a bridge, etc, and the absolute altitude of closure section both sides bridge is constant always, so as to be conducive to the alignment control of bridge, reduces the stress of closure section concrete.And this method also has calculating simple, it is easy to the advantages of engineering staff grasps.
Description
Technical field
The present invention relates to technical field of bridge construction, closure section both sides bridge flexibility during a kind of cantilever construction is particularly related to
Ballasting method under asymmetric.
Background technology
Closure is the key link of bridge construction, the alignment control during closure be construction quality ensure it is crucial because
Element, rational counterweight scheme can make bridge linear more preferably in bridge completion state, and stress is smaller.Counterweight on closure construction,
Li Dinglun exists《China and foreign countries' highway》2014, (3)：In 131-134《Continuous rigid frame bridge midspan closing counterweight effect analysis》, disclose
Etc. weight, equal bending moments, etc. 3 kinds of ballasting methods of displacement counterweight.
Etc. the stressing conditions that weight, equal bending moments counterweight only account for bridge, for flexibility asymmetric bridge, do not account for
The inconsistency that closure section both sides bridge deforms under closure section concrete gravity, so as to cause into bridge Linear Error and larger
Closure section stress；The absolute altitude of unilateral closure section end does not become when considering to pour closure section concrete Deng displacement ballasting method
Change, but do not account for closure section both sides bridge flexibility it is asymmetric in the case of, absolute altitude before closure control and how according to closure
The weight concrete of section distributes the weight of both sides counterweight, and does not provide the control method of counterweight unloading.
Therefore, in the art, in the case of asymmetric for closure section both sides bridge flexibility, it is still desirable to a kind of two side throwing
Height control, the control method with reassignment and counterweight unloading.
The content of the invention
Closure section both sides bridge flexibility is asymmetric when the technical problem to be solved in the present invention is to provide a kind of cantilever construction
Under ballasting method.
The method comprises the following steps：
S1：Before closure, by finite element software, the FEM model of closure section both sides bridge is set up；
S2：In closure section both sides, the end of bridge applies unit vertical force respectively, and closure section both sides bridge end is calculated respectively
Portion and the vertical displacement of balance position, obtain corresponding softness factor；
S3：According to gained softness factor in S2, closure section both sides bridge throws difference and closure section both sides high before calculating closure
The balance weight of bridge；
S4：In closure section casting process, unloaded according to the classification that gained softness factor in S2 carries out closure section both sides counterweight
Carry.
Wherein, the closure section both sides bridge of S3 throws difference high, is to utilize softness factor, according to closure section both sides closure
Rear absolute altitude is identical to be calculated.
The closure section both sides bridge counterweight of S3, is to utilize softness factor, according to the absolute altitude after the closure of closure section both sides
It is identical to be calculated.
The load shedding weight of S4, it is ensured that closure section both sides bridge absolute altitude is identical all the time in casting process and keeps not
Become.
Above-mentioned technical proposal of the invention has the beneficial effect that：
This method makes the absolute altitude of closure section both sides bridge keep constant in closure section concreting process, so that bridge
The linear of beam is identical before and after closure, is conducive to the alignment control of bridge, while reducing the stress of closure section concrete.
Therefore, closure section construction when this method is applied to various flexibility asymmetric bridge cantilever methods is controlled, and calculates simple, it is easy to engineering
Personnel grasp.
Brief description of the drawings
Ballasting method schematic diagram under closure section both sides bridge flexibility is asymmetric when Fig. 1 is cantilever construction of the invention；
Fig. 2 is embodiment of the present invention closure section construction schematic diagram, and unit is m in figure；
Fig. 3 is the drawing in Fig. 2 of the present invention, and unit is m in figure；
Fig. 4 is the FEM model before embodiment of the present invention closure.
Wherein：
1- closure sections left side bridge, 2- closure sections right side bridge, 3- left sides counterweight, 4- right sides counterweight, 5- closure sections, 6- are left
Side bridge end, 7- right sides bridge end.
Specific embodiment
To make the technical problem to be solved in the present invention, technical scheme and advantage clearer, below in conjunction with accompanying drawing and tool
Body embodiment is described in detail.
A kind of ballasting method under closure section both sides bridge flexibility is asymmetric when the present invention provides cantilever construction.
As shown in figure 1, in this method, closure section left side bridge 1 and closure section right side bridge 2 under condition of construction, are being closed
The C points of imperial section left side bridge 1 apply left side counterweight 3, and the D points of closure section right side bridge 2 apply right side counterweight 4；Then, closed
The concrete of imperial section 5 is poured, and in the casting process of closure section 5, left side counterweight 3 and right side counterweight 4 are progressively unloaded.
In the present invention, the method for balance weight and load shedding is as follows：
Before closure section 5 is constructed, the A points in left side bridge end 6 apply vertical unit force, obtain the vertical position of A points and C points
Move, as softness factor δAAAnd δCA；B points in right side bridge end 7 apply unit vertical force, obtain the vertical of B points and D points
Displacement, as softness factor δBBAnd δDB。
Closure section weight concrete is known as G, and closure section beam sections at two sides respectively shares the weight of G/2, according to softness factor δAA、
δBBCan be in the hope of the vertical displacement U that is produced in closure section concrete gravity load action lower cantalever end A, BAA、UBBAnd vertical displacement
Difference ΔABRespectively：
ΔAB=UAA-UBB
(3)
The throwing H high of 2 points of control closure section both sides cantilever end A, B before applying counterweightA、HBMeet:
HA-HB=ΔAB (4)
To make after applying counterweight 2 points of closure section both sides cantilever end A, B before sustained height, and closure section concreting
The position of A points and B points keeps constant afterwards, then the weight G of counterweight is designed in closure section both sidesC、GDRespectively:
In closure section casting process, for closure section both sides bridge absolute altitude is constant during making closure section casting concrete,
Then unloading loading capacity should meet:
In formula, Δ G is that closure section increases weight concrete, Δ GCFor C point counterweights unload loading capacity, Δ GDFor D points counterweight is unloaded
Weight.
To verify the correctness of above-mentioned theory and the application in the construction of bridge cantilever method.Below in conjunction with specific implementation
Example, the present invention will be described in further detail.
Certain variable cross-section prestressed concrete continuous beam, main bridge 610m long, girder is mixed for (55+5 × 100+55) m prestressing force
Solidifying soil variable cross-section continuous beam, section is using single Room section of case three, main bridge box beam top board 27.0m wide, base plate 19.5m wide, the edge of a wing
Cantilever 3.75m wide.Closure section construction schematic diagram is as shown in Fig. 2 closure section left side bridge 1 is single semi-girder simply supported beam, closure
Section right side bridge 2 is for 5 across single semi-girder continuous beam, and the drawing of closure section 5 is as shown in Figure 3.Left side counterweight 3 and right side counterweight 4 away from
The distance of closure section end is 3m.
FEM model is as shown in figure 4, by the A points in left side bridge end 6 and right side bridge end 7 before setting up closure
B points apply vertical unit force, be calculated the vertical displacement of A, B, C, D point, as softness factor：
δAA=2.25 × 10-8M/N, δCA=1.83 × 10-8M/N, δBB=4.02 × 10-8M/N, δDB=3.34 × 10-8m/
N。
Closure section weight concrete G=1081680N, can be obtained in closure section concrete gravity by formula (1), (2), (3)
The vertical displacement U that A, B are produced under load actionAA、UBBAnd vertical displacement difference ΔAB：
I.e. control applying counterweight front boom terminal B position is thrown high throwing than cantilever end points location A and is higher by 9.64mm.
The weight G of design counterweight water tank is tried to achieve according to formula (5), (6)C、GDFor:
During closure section casting concrete, concrete density is 2450kg/m3, often pour 1m3Concrete, i.e. Δ G=
During 24500N, loading capacity Δ G is unloaded by what formula (7), (8) can obtain C, D counterweightC、ΔGDRespectively：
The above is the preferred embodiment of the present invention, it is noted that for those skilled in the art
For, on the premise of principle of the present invention is not departed from, some improvements and modifications can also be made, these improvements and modifications
Should be regarded as protection scope of the present invention.
Claims (4)
1. the ballasting method under closure section both sides bridge flexibility is asymmetric during a kind of cantilever construction, it is characterised in that：Including such as
Lower step：
S1：Before closure, by finite element software, the FEM model of closure section both sides bridge is set up；
S2：In closure section both sides, the end of bridge applies unit vertical force respectively, respectively calculate closure section both sides bridge end and
The vertical displacement of balance position, obtains corresponding softness factor；
S3：According to gained softness factor in S2, closure section both sides bridge throws difference and closure section both sides bridge high before calculating closure
Balance weight；
S4：In closure section casting process, the load shedding of closure section both sides counterweight is carried out according to gained softness factor in S2.
2. the ballasting method under closure section both sides bridge flexibility is asymmetric during cantilever construction according to claim 1, its
It is characterised by：The closure section both sides bridge of the S3 throws difference high, is to utilize softness factor, according to closure section both sides closure
Rear absolute altitude is identical to be calculated.
3. the ballasting method under closure section both sides bridge flexibility is asymmetric during cantilever construction according to claim 1, its
It is characterised by：The closure section both sides bridge counterweight of the S3, is to utilize softness factor, after the closure of closure section both sides
Absolute altitude is identical to be calculated.
4. the ballasting method under closure section both sides bridge flexibility is asymmetric during cantilever construction according to claim 1, its
It is characterised by：The load shedding weight of the S4, it is ensured that closure section both sides bridge absolute altitude is identical all the time in casting process and protects
Hold constant.
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Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108385536A (en) * | 2018-04-02 | 2018-08-10 | 中冶建工集团有限公司 | A kind of ballast method that the rigid structure of bridge closes up |
| CN110230270A (en) * | 2019-06-14 | 2019-09-13 | 中国铁建大桥工程局集团有限公司 | The high porous big span length of pier joins continuous steel frame imbalance section cantilever casting construction engineering method |
| CN111636310A (en) * | 2020-06-22 | 2020-09-08 | 中铁二十三局集团第三工程有限公司 | Construction method for weight-bearing concrete of asymmetric cable-stayed bridge |
| CN112195797A (en) * | 2020-08-21 | 2021-01-08 | 中铁五局集团第四工程有限责任公司 | Closure construction method for continuous beam bridge |
| CN113408027A (en) * | 2021-06-16 | 2021-09-17 | 中铁大桥勘测设计院集团有限公司 | Bridge closure gap attitude quantitative counterweight adjustment method |
| CN113494055A (en) * | 2021-08-10 | 2021-10-12 | 中建市政工程有限公司 | Double-locking structure for closure section of long-span bridge and construction method |
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| CN102493362A (en) * | 2011-11-24 | 2012-06-13 | 中铁二十三局集团有限公司 | Construction method for midspan closure segment of longspan continuous rigid frame bridge |
| RU2498005C1 (en) * | 2012-05-31 | 2013-11-10 | Открытое акционерное общество по проектированию строительства мостов "Институт Гипростроймост" | Method to close span and levelling device for realisation of this method |
| CN105484158A (en) * | 2015-12-02 | 2016-04-13 | 中交路桥建设有限公司 | Asymmetrical casting construction method of side span of rigid frame bridge with extra high piers and long span length |
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| KR20050073986A (en) * | 2004-01-13 | 2005-07-18 | (주)씨씨엘 코리아 | Upper steel anckorage of steel box girder for incremental launching method |
| CN101761034A (en) * | 2010-03-25 | 2010-06-30 | 中国建筑第六工程局有限公司 | Construction method of side block straight-line segment of cantilever-concreting continuous beam |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN108385536A (en) * | 2018-04-02 | 2018-08-10 | 中冶建工集团有限公司 | A kind of ballast method that the rigid structure of bridge closes up |
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| CN110230270A (en) * | 2019-06-14 | 2019-09-13 | 中国铁建大桥工程局集团有限公司 | The high porous big span length of pier joins continuous steel frame imbalance section cantilever casting construction engineering method |
| CN111636310A (en) * | 2020-06-22 | 2020-09-08 | 中铁二十三局集团第三工程有限公司 | Construction method for weight-bearing concrete of asymmetric cable-stayed bridge |
| CN111636310B (en) * | 2020-06-22 | 2022-01-25 | 中铁二十三局集团第三工程有限公司 | Construction method for weight-bearing concrete of asymmetric cable-stayed bridge |
| CN112195797A (en) * | 2020-08-21 | 2021-01-08 | 中铁五局集团第四工程有限责任公司 | Closure construction method for continuous beam bridge |
| CN112195797B (en) * | 2020-08-21 | 2022-08-19 | 中铁五局集团华南工程有限责任公司 | Closure construction method for continuous beam bridge |
| CN113408027A (en) * | 2021-06-16 | 2021-09-17 | 中铁大桥勘测设计院集团有限公司 | Bridge closure gap attitude quantitative counterweight adjustment method |
| CN113408027B (en) * | 2021-06-16 | 2022-07-08 | 中铁大桥勘测设计院集团有限公司 | Bridge closure gap attitude quantitative counterweight adjustment method |
| CN113494055A (en) * | 2021-08-10 | 2021-10-12 | 中建市政工程有限公司 | Double-locking structure for closure section of long-span bridge and construction method |
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| CN106836013B (en) | 2018-09-25 |
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