CN109252454A - A kind of adjustable large span combined system arch bridge incremental launching construction engineering method of Construction State - Google Patents
A kind of adjustable large span combined system arch bridge incremental launching construction engineering method of Construction State Download PDFInfo
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- CN109252454A CN109252454A CN201811140835.1A CN201811140835A CN109252454A CN 109252454 A CN109252454 A CN 109252454A CN 201811140835 A CN201811140835 A CN 201811140835A CN 109252454 A CN109252454 A CN 109252454A
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- construction
- arch
- girder
- pushing tow
- sunpender
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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
- E01D21/06—Methods or apparatus specially adapted for erecting or assembling bridges by translational movement of the bridge or bridge sections
-
- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D4/00—Arch-type bridges
Abstract
The present invention relates to a kind of adjustable large span combined system arch bridge incremental launching construction engineering methods of Construction State, it is characterized in that by the interim strut of steel arch, girder steel, sunpender and connection steel arch, girder steel, earlier spelling is beam and arch combined system on the coast, and initial tensioning is carried out to sunpender, during integrally will carry out pushing tow with sunpender and interim strut combination arch bridge, it is basic conformation function function with component stress limit value, the Construction State during pushing tow is adjusted by optimization boom tensile force.The construction adjusts combination arch bridge integral pushing process stress by adjusting boom tensile force in real time, guarantee arched girder collaborative to a certain extent, improve the stress performance of structure, reduce Temporary Piers quantity and the interim strut quantity of arched girder in water, reduce the complexity of structure construction, it has higher promotional value in aspects such as applicability, economy, construction quality, construction periods, has developing meaning to some reference.
Description
Technical field
The present invention relates to technical field of bridge engineering, specifically a kind of adjustable large span combined system of Construction State
Arch bridge incremental launching construction engineering method.
Background technique
Combined system arch bridge is with its graceful shape, reasonable stress performance and good economy in Longspan Bridge
It occupies a tiny space in construction.Common combination arch bridge construction method include rack construction, rotator construction, cable-hoisting construction with
And incremental launching construction etc..
Rack construction method can first install girder steel part for steel construction combined system arch bridge, then in girder steel upper bracket
Assembled steel arch, i.e., the construction method of first beam rear arch.No matter using which kind of method construction girder steel, the construction of steel arch is required in girder steel
On set up bracket, generally require more Temporary Piers are arranged just and can guarantee the stress of girder steel, and Temporary Piers are set in river and are taken
If the cost and difficulty of bracket are very high, and for there is the river opened the navigation or air flight and required, Temporary Piers setting position and quantity will receive logical
Boat limitation.
Arch rib or entire superstructure are divided into two and half across then sharp respectively in two sides manufacture semiarch by construction by swing
Two halves donor is turned into bridge axle line position closure arching with power device, this method speed of application is fast, cost is lower, but right
In being located in river, apart from the farther away arch bridge in two sides or multispan continuous arch bridge and be not suitable for.
Cable-hoisting construction is carried out using CABLEWAY ERECTION SYSTEM without branch by construction installations such as setting pylon, anchorage, cables
Frame construction.But for being located in river, apart from the farther away arch bridge in two sides, the setting cost of pylon and anchorage is carried out in river very
Height, it is extremely uneconomical, and difficulty of construction is also very big.
Incremental launching construction method is to set up top pushing platform in bank side, in place by arch rib, the assembled pushing tow forward whole after the completion of girder.
This method is quickly, environmental protection, on opening the navigation or air flight, influence is small, is more and more favored in recent years." large-tonnage multispan combination arch bridge band arch is whole
Pushing method " (number of patent application: CN101793010) proposes the method with arch integral pushing, but only leads between this method arched girder
It crosses strut temporarily to connect, sunpender is installed again after the completion of pushing tow, the stress of arched girder during sunpender adjustment pushing tow can not be efficiently used,
And extend temporary rest pier in water there are the time, influence flood passage and navigation under bridge；" integral pushing of network tied arch bridge is applied
Engineering method " (number of patent application: 2011101028797) propose network tied arch bridge without nose girder integral pushing method, but the program
The adjustability of entire work progress middle hanger power is not considered, and without nose girder integral pushing method for Longspan Bridge
Construction cost is high；In addition in the construction process, structure is Time variable structure, and the drag of structure is a stochastic variable, load also with
Construction speed constantly changes, and carrys out the safety that guiding construction is difficult to general warranty structure with certainty theory.So for greatly across
Spend incremental launching construction engineering method Shortcomings current for arch bridge.
Summary of the invention
The purpose of the present invention is to provide a kind of adjustable large span combined system arch bridge incremental launching construction engineering method of Construction State,
Pushing tow process hogging, beam stress are controlled within zone of reasonableness by sunpender and interim strut, it is interim during reduction pushing tow
Pier quantity and there are the time, reduces the influence to flood passage under bridge and navigation.
To achieve the goals above, technical scheme is as follows: a kind of adjustable large span assembly of Construction State
Be arch bridge incremental launching construction engineering method, it is characterised in that the engineering method includes: to set up top pushing platform by land, by steel arch, girder, sunpender with
And earlier spelling is beam and arch combined system to the interim strut of connection steel arch, girder on the coast, and carries out initial tensioning to sunpender, is being incited somebody to action
During beam and arch combined system with sunpender and interim strut integrally carries out pushing tow, boom tensile force is adjusted constantly to adapt to system
Variation until pushing tow in place.
Further, when spelling is beam and arch combined system, then girder assembled first is spelled arch rib and is led to girder top surface is sleeping
Cross vertical transfer arch rib is in place, after arched girder connection to be done, sunpender and interim strut between installation arch, beam.After the completion of girder assembly,
The assembly encircleed using girder top surface as platform for lining, it is then by vertical transfer technique that arch rib is in place, without setting up arch rib
Bracket.
Further, the sunpender is preassembled before pushing tow starts, and band sunpender carries out pushing tow, pushing tow process
In, it is basic conformation function function with component stress limit value, determines boom tensile force during pushing tow, by optimizes suspender tension
Power adjusts the Construction State during pushing tow, guarantees the reliability of overall process.
Further, the interim strut is mounted between arch and beam, and interim strut has enough rigidity, top
It is dismountable to shift a rear onto.
Further, the integral pushing be will encircle, beam, sunpender, interim strut as one carry out pushing tow.
Further, the engineering method specifically includes the following steps:
Step 1:
(1) trestle and foundation construction platform structure are set up, Temporary Piers are set；
(2) basis, pier construction, Temporary Piers construction in pushing tow water, pushing tow is constructed with falsework on permanent pier；
(3) girder steel, steel lagging jack segment unit factory process, live spelling；
(4) arched girder assembly, top pushing platform, lifting station, using multi-point pushing are set up.
Step 2:
(1) the assembled steel girder on top pushing platform；
(2) the assembled arch rib on beam, and vertical transfer construction is in place；
(3) interim strut between installation arch, beam, and sunpender is subjected to initial tensioning；
(4) pushing tow front launching nose is installed；
(5) beam-arch composite bridge is integrally carried out continuing incremental launching construction, guarantees construction overall process by adjusting boom tensile force
Reliability.
Step 3:
(1) in place to beam-arch composite bridge pushing tow, remove interim strut；
(2) Temporary Piers and platform for lining are gradually removed；
(3) suspender force is adjusted.
Step 4:
(1) accessory structure is constructed；
(2) full-bridge is completed.
Above-mentioned construction technology and interim measure can guarantee to push up due to there is the presence of permanent sunpender and interim strut
The common stress of journey hogging and beam is pushed through, the quantity of temporary rest pier in water is reduced, is solved in large span combination arch bridge incremental launching construction
Crucial stress problem, the construction by adjusting boom tensile force to combination arch bridge integral pushing process stress carry out
Adjustment in real time guarantees arched girder collaborative to a certain extent, improves the stress performance of structure, reduces Temporary Piers quantity and arch in water
The interim strut quantity of beam, reduces the complexity of structure construction, in applicability, economy, construction quality, construction period etc.
Aspects has higher promotional value, has developing meaning to some reference.
Detailed description of the invention
Fig. 1 pushing tow process schematic.
Fig. 2 is Temporary Piers arrangement.
Fig. 3 is main bridge general arrangement.
Fig. 4 is main bridge optimal crosssection figure.
Specific embodiment
Below in conjunction with drawings and concrete examples to a kind of adjustable large span combined system of Construction State proposed by the present invention
Arch bridge incremental launching construction engineering method is described in further detail.According to following explanation and claims, advantages and features of the invention
It will become apparent from.It should be noted that attached drawing is all made of very simplified form and using non-accurate ratio, only to it is convenient,
Lucidly aid in illustrating the purpose of present example.
Illustrate the adjustable large span combination arch bridge incremental launching construction engineering method of this example Construction State in conjunction with Fig. 1 to Fig. 4, it is main to flow
Journey is as follows: land to set up top pushing platform 7, girder 2 assembled first, then crouches in girder top surface and spells arch rib 1 and pass through vertical transfer and will encircle
Rib is in place, and after arched girder connection to be done, sunpender 4 and interim strut 3 between installation arch, beam will be combined with sunpender 4 and interim strut 3
System arch bridge integrally carries out pushing tow, and constantly adjustment boom tensile force is during pushing tow to adapt to the variation of system until pushing tow arrives
Position.
It is background engineering in conjunction with certain bridge, introduces specific implementation step.The bridge is (95m+280m)+420m+(280m+95m)
Network tied arch bridge.420m across arch ratio of rise to span be 1/6, rise 70m, 3.5 ° of inclined angle；280m is also 1/ across arch ratio of rise to span
6, rise 46.67m, 5.3 ° of inclined angle, arch rib uses pentagon steel case section.Arch rib horizontal-associate form is supportted using a word, strut
For octagon steel case section.Sunpender uses mesh arrangement, and normal pitch is 9m on girder, along bridge to about 60 ° of inclination angle.Girder uses
Orthotropic combined bridge deck combination beam, deck-molding 4.15m.Substructure uses tip-type Thin-Wall Piers form, rectangle cushion cap, drilling
Bored concrete pile foundation.95m+280m mono- is continuous, and 420m is across freely-supported.Here specific embodiment is introduced by taking 420m simple span as an example.
When incremental launching construction, floorings are not yet laid with, and the sunpender between arch, beam has been installed and carried out initial tensioning, steel arch and steel
Beam forms a beam-arch composite bridge.In addition the interim strut of connection steel arch, girder steel is set between steel arch and girder steel, so that
The characteristics of arch bridge is provided with truss-type bridges during pushing tow improves the stress performance during pushing tow；In 420m across setting two
A Temporary Piers 8, pushing tow front and back end are respectively provided with the sinciput that length is 45m and derive beam 5, rear pushing tow nose girder 6.Each permanent pier and face
When pier top be respectively provided with incremental launching device, constructed using multi-point pushing.
The more detailed construction procedure of this bridge is as follows:
Step 1:
(1) trestle and foundation construction platform structure are set up, Temporary Piers are set；
(2) basis, pier construction, Temporary Piers construction in pushing tow water, pushing tow is constructed with falsework on permanent pier；
(3) girder steel, steel lagging jack segment unit factory process, live spelling；
(4) arched girder assembly, top pushing platform, lifting station, using multi-point pushing are set up.
Step 2:
(1) the assembled steel girder on top pushing platform；
(2) the assembled arch rib on beam, and vertical transfer construction is in place；
(3) interim strut between installation arch, beam, and sunpender is subjected to initial tensioning；
(4) pushing tow nose girder is installed；
(5) beam-arch composite bridge is integrally carried out continuing incremental launching construction, adjusts boom tensile force.
Step 3:
(1) when the position shown in across the beam-arch composite bridge pushing tow to Fig. 2 of 420m, removing nose girder, to then proceed to pushing tow in place；
(2) the interim strut of part main arch is removed；
(3) tensioning part sunpender；
(4) remaining interim strut is removed；
(5) the remaining sunpender of tensioning.
Step 4:
(1) Temporary Piers and platform for lining are gradually removed；
(2) suspender force is adjusted.
Step 5:
(1) it is laid with prefabricated bridge；
(2) according to the wet seam of sequence paragraph by paragraph pouring concrete from span centre to arch springing.
Step 6:
(1) accessory structure is constructed；
(2) full-bridge is completed.
In the construction process, various influence factors are not determining variable to bridge, can have certain range of variation, lead
Causing total Construction State is a random process, and the case where reliable or failure may occur under certain probability in structure,
There is certain limitation with certainty theory guiding construction.It is reliable that construction overall process is calculated based on theory of stochastic finite element thus
Degree has developed a set of method for being suitable for the adjustment of combination tied arch bridge Construction State, and this method is based on component stress limit value
Conformation function function meets design requirement using structural reliability and calculates each pushing tow stage boom tensile force as target, reaches and apply
The adjustable purpose of work state.
Assuming that the power function of i-th of construction stage is represented byZ=R ﹣ S,In formula Z be the construction stage power function, Z >
0 representative structure safety, the representative structure of Z < 0 failure, R be material corresponding stress permissible value, be included in material property uncertainty,
The uncertainty of geometric parameter and the uncertainty for calculating mode, S is the maximum stress in the key member section being calculated,
For using the construction stages such as boom tensile force, jacking force, dead load, wind load load as the implicit function of design variable, as base
Plinth calculates the probability of Z > 0 in work progress, and is converted into structural reliability degree index, is guaranteeing construction stage reliability satisfaction
Under the conditions of design requirement, construction stage i boom tensile force is calculated.Specific implementation process is as follows:
(1) determine imposed load during pushing tow, according to situ measurements determine boom tensile force, jacking force, gravity and
Other imposed load sizes and its statistical nature；
(2) material parameter provided according to steel construction processing factory, and experimental study achievement is combined, determine steel box-girder and steel arch timber
The statistical nature for expecting the factors such as intensity, sectional dimension, establishes the probability statistics model of drag R；
(3) its statistical law is determined according to live sunpender power measurement result, according to boom tensile force, pushing tow process imposed load with
And the statistical model of material parameter calculates the size and its probability Distribution Model of each crucial section stress；
(4) RELIABILITY INDEX that each pushing tow process middle girder and arch rib are calculated using theory of stochastic finite element, is referred to reliability
Mark is greater than 4.7 and calculates each pushing tow stage boom tensile force for target, carrys out guiding construction with this.
Foregoing description is only the description to present pre-ferred embodiments, not to any restriction of the scope of the invention, this hair
Any change, the modification that the those of ordinary skill in bright field does according to the disclosure above content, belong to the protection of claims
Range.
Claims (5)
1. a kind of adjustable large span combined system arch bridge incremental launching construction engineering method of Construction State, it is characterised in that the engineering method includes:
Top pushing platform is set up by land, by the interim strut earlier spelling on the coast of steel arch, girder, sunpender and connection steel arch, girder
For beam and arch combined system, and initial tensioning is carried out to sunpender, the beam and arch combined system with sunpender and interim strut is integrally being carried out
During pushing tow, constantly adjust boom tensile force with adapt to system variation until pushing tow in place.
2. the adjustable large span combination arch bridge incremental launching construction engineering method of Construction State according to claim 1, it is characterised in that:
When spelling is beam and arch combined system, girder assembled first, then girder top surface it is sleeping spell arch rib and by vertical transfer arch rib is in place,
After arched girder connection to be done, sunpender and interim strut between installation arch, beam.
3. the adjustable large span combination arch bridge incremental launching construction engineering method of Construction State according to claim 1, it is characterised in that:
During pushing tow, it is basic conformation function function with component stress limit value, determines boom tensile force during pushing tow, pass through optimization
Boom tensile force adjusts the Construction State during pushing tow, guarantees the reliability of overall process.
4. the adjustable large span combination arch bridge incremental launching construction engineering method of Construction State as described in claim 1, it is characterised in that: face
When strut be supported between girder and arch rib, pushing tow is removed afterwards in place.
5. the adjustable large span combination arch bridge incremental launching construction engineering method of Construction State as described in claim 1, it is characterised in that should
Construction the following steps are included:
Step 1:
(1) trestle and foundation construction platform structure are set up, Temporary Piers are set；
(2) basis, pier construction, Temporary Piers construction in pushing tow water, pushing tow is constructed with falsework on permanent pier；
(3) girder steel, steel lagging jack segment unit factory process, live spelling；
(4) arched girder assembly, top pushing platform, lifting station, using multi-point pushing are set up；
Step 2:
(1) the assembled steel girder on top pushing platform；
(2) the assembled arch rib on beam, and vertical transfer construction is in place；
(3) interim strut between installation arch, beam, and sunpender is subjected to initial tensioning；
(4) pushing tow front launching nose is installed；
(5) beam-arch composite bridge is integrally carried out continuing incremental launching construction, guarantees construction overall process by adjusting boom tensile force
Reliability；
Step 3:
(1) in place to beam-arch composite bridge pushing tow, remove interim strut；
(2) Temporary Piers and platform for lining are gradually removed；
(3) suspender force is adjusted；
Step 4:
(1) accessory structure is constructed；
(2) full-bridge is completed.
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| CN201811140835.1A CN109252454A (en) | 2018-09-28 | 2018-09-28 | A kind of adjustable large span combined system arch bridge incremental launching construction engineering method of Construction State |
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| CN201811140835.1A CN109252454A (en) | 2018-09-28 | 2018-09-28 | A kind of adjustable large span combined system arch bridge incremental launching construction engineering method of Construction State |
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Cited By (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110055901A (en) * | 2019-05-16 | 2019-07-26 | 中铁十五局集团第五工程有限公司 | A kind of control method for realizing pushing tow steel tube arch rib closure precision based on BIM technology |
| CN110184893A (en) * | 2019-06-28 | 2019-08-30 | 中铁大桥局集团有限公司 | A kind of mounting device and arch rib construction method for Butterfly Arch Bridge arch rib |
| CN110348130A (en) * | 2019-07-13 | 2019-10-18 | 山西省交通规划勘察设计院有限公司 | A kind of prestretched strand stretching force optimum design method applied to incremental launching method |
| CN110387833A (en) * | 2019-07-29 | 2019-10-29 | 北京九州动脉隧道技术有限公司 | A kind of beam body erection method |
| CN111074790A (en) * | 2019-12-17 | 2020-04-28 | 湖南鸿云杭萧绿建科技有限公司 | Incremental launching construction method for bridge erection |
| CN112342917A (en) * | 2020-10-20 | 2021-02-09 | 上海市政工程设计研究总院（集团）有限公司 | Combined construction method for pushing beam first and then lifting arch of large-span tied arch bridge |
| CN113863151A (en) * | 2021-10-21 | 2021-12-31 | 中铁第四勘察设计院集团有限公司 | Steel box tied arch bridge construction method |
-
2018
- 2018-09-28 CN CN201811140835.1A patent/CN109252454A/en active Pending
Cited By (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110055901A (en) * | 2019-05-16 | 2019-07-26 | 中铁十五局集团第五工程有限公司 | A kind of control method for realizing pushing tow steel tube arch rib closure precision based on BIM technology |
| CN110184893A (en) * | 2019-06-28 | 2019-08-30 | 中铁大桥局集团有限公司 | A kind of mounting device and arch rib construction method for Butterfly Arch Bridge arch rib |
| CN110348130A (en) * | 2019-07-13 | 2019-10-18 | 山西省交通规划勘察设计院有限公司 | A kind of prestretched strand stretching force optimum design method applied to incremental launching method |
| CN110387833A (en) * | 2019-07-29 | 2019-10-29 | 北京九州动脉隧道技术有限公司 | A kind of beam body erection method |
| CN111074790A (en) * | 2019-12-17 | 2020-04-28 | 湖南鸿云杭萧绿建科技有限公司 | Incremental launching construction method for bridge erection |
| CN112342917A (en) * | 2020-10-20 | 2021-02-09 | 上海市政工程设计研究总院（集团）有限公司 | Combined construction method for pushing beam first and then lifting arch of large-span tied arch bridge |
| CN113863151A (en) * | 2021-10-21 | 2021-12-31 | 中铁第四勘察设计院集团有限公司 | Steel box tied arch bridge construction method |
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