CN107977498A - A kind of multispan continuous rigid frame bridge closure mouth is to top power optimization algorithm - Google Patents
A kind of multispan continuous rigid frame bridge closure mouth is to top power optimization algorithm Download PDFInfo
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Abstract
The invention discloses a kind of multispan continuous rigid frame bridge closure mouth to top power optimization algorithm, it is first determined construction procedure, mainly Closure Order；Secondly the target phase is determined；Then corresponding finite element model is established according to construction procedure, by way of applying unit force, obtain closure mouth influences coefficient to displacement of the top power on target phase and construction stage and internal force；The constraint equation not transfinited according to the optimization aim of target phase " pier top horizontal displacement quadratic sum is minimum " and construction stage displacement structure, internal force finally determines closure mouth to pushing up power.The present invention try to achieve one group of optimization of the mouth that joins the two sections of a bridge, etc in work progress to pushing up power, can not only realize reasonable finished dead state, but also ensure that bridge pier stress does not transfinite in work progress.
Description
Technical field
The invention belongs to Bridge construction monitoring field, the multispan continuous rigid frame bridge closure mouth for being related to complete set is excellent to top power
Change algorithm.
Background technology
With the development of national economy, during the transport development in China vigorously carries out, a large amount of of high-grade highway build
The requirement of higher is proposed to bridge.Especially in west area, zanjon danger gully is very much, and topography and geomorphology change is complicated, adds
Design and construction difficulty.And High-pier and long-span continuous frigid frame bridge the advantages of its own due to being widely used.
Continuous rigid frame bridge can cause loss of prestress, girder bending-down, girder and bridge pier horizontal partially under action of long-term load
Position.Continuous span is longer, and vertical equity displacement is also bigger.Excessive horizontal displacement can cause bearing failure by shear, bridge pier steady
The problems such as qualitative reduction.In addition, temperature change can also influence main beam deformation.In bridge structure design specification, to uniform temperature
Effect has clear and definite regulation.Calculation shows that the excessive temperature difference can significantly increase the additional internal force of girder and bridge pier, especially bridge
Pier bottom portion, additional internal force bigger.Appropriate pushing tow is carried out before closure in cantilever end, is to improve long term effect and altitude temperature difference effect
A kind of ideal working measure.To multispan continuous rigid frame bridge, the size of jacking force is not only related with horizontal displacement, and
It is and also related with joint scheme.After multispan continuous rigid frame bridge applies jacking force, the horizontal off normal of high pier is not only reduced, is enhanced
The stability of bridge pier, but also the stress of main pier is effectively improved, it is particularly pier bottom internal force.
Pushing tow and application counterweight can will produce a very large impact the vertical deflection at long cantilever end.Meanwhile temperature and contraction Xu
Influence problem of the change effect to structure tension performance does not solve well yet.Therefore, the pass of closure section construction quality success or failure is influenced
Key is because being known as：Closure Order, closure section counterweight, the design of stiff skeleton, the application of jacking force, the application of interim beam, closure temperature
The selection of degree, concrete shrinkage and creep etc..But tend to ignore calculating, or even part construction in actual design and construction
Effect of the technical staff to each key element of closure section understands not deeply, has seriously affected the quality of closure section.
Continuous rigid frame bridge by beam section own wt, Hanging Basket deformation, temperature change, shrinkage and creep and in advance should in cantilever construction
The influence of the factors such as power steel Shu Zhangla, can produce moderate finite deformation, and in later stage operation concrete shrinkage and creep to its structure
Mechanical behavior has a great influence.Since girder produces vertical deflection and horizontal displacement, main pier is deviated to span centre direction, and structure is in not
Sharp stress, this not only influences bridge beauty and road-ability, goes back the safety of entail dangers to structure.In order to allow at bridge structure
In rational stress, the excessive influence high speed traveling of amount of deflection produced by factors such as dead weight, concrete shrinkage and creeps is avoided,
Usually set camber and the horizontal pre- thrust of application to offset above-mentioned unfavorable stress in construction, bridge is runed in the later stage
When reach preferable linear.
In order to determine horizontal jacking force, Thin-Wall Piers are first calculated in the case of normal closure by Program for structural Transformation, concrete
Relative Displacement caused by shrinkage and creep, its jacking force is determined by its horizontal displacement.Since multispan continuous rigid frame bridge category high order surpasses
Static determinacy system, girder section are variable cross-section, and concrete shrinkage and creep causes the second inner force of structure to cause Internal Force Redistribution and structure
The conversion of system is nonlinear, and theory analysis is difficult to accurately be solved.
Therefore, it is necessary to calculate the horizontal displacement of concrete shrinkage and creep generation using finite element analysis software, calculate not
Apply pier top horizontal displacement caused by shrinkage and creep etc. in the case of the closure of horizontal jacking force, pier is then calculated according to horizontal displacement
Horizontal thrust under different Closure Orders.
The content of the invention
The invention aims to improve the internal force and displacement state of multispan continuous rigid frame bridge, realize it rationally into bridge like
State, there is provided a kind of multispan continuous rigid frame bridge closure mouth is to top power optimization algorithm.
The technical solution adopted by the present invention is：A kind of multispan continuous rigid frame bridge closure mouth optimizes algorithm to top power, first really
Determine construction procedure, mainly Closure Order；Secondly the target phase is determined；Then corresponding finite element mould is established according to construction procedure
Type, by way of applying unit force, obtaining closure mouth influences displacement of the top power on target phase and construction stage and internal force
Coefficient；Finally according to the optimization aim of target phase " pier top horizontal displacement quadratic sum minimum " and construction stage displacement structure, interior
The constraint equation that power does not transfinite determines closure mouth to pushing up power.Specifically include following steps：
(1) construction procedure is determined, mainly clear and definite Closure Order；
(2) determine the target phase, i.e. some opportunity, mouth is joined the two sections of a bridge, etc to pushing up power according to the configuration state inverse on the opportunity, generally
Some opportunity after bridge is chosen to as the target phase；
(3) according to construction procedure, corresponding finite element model is established using beam element；
(4) bridge pier stress influence coefficient b is obtained using finite element modelij, apply a pair of of unit before certain closure mouth closure
To pushing up power, bridge pier controlling sections stress of some the follow-up construction stage by the unit to top power generation is obtained；
(5) the stress ∑ σ of bridge pier controlling sections under construction loads effect is obtained using finite element modelic；
(6) obtaining Main Girder Deflection using finite element model influences coefficient cij, apply a pair of of unit before certain closure mouth closure
To pushing up power, the target phase is obtained by the unit to pushing up the girder of power generation across mid-span deflection；
(7) using finite element model obtain target phase girder caused by dead load, concrete shrinkage and creep etc. across across
Middle amount of deflection ∑ cig；
(8) obtaining pier top horizontal displacement using finite element model influences coefficient aij, apply before certain closure mouth closure a pair of
Unit obtains the target phase by certain the pier top horizontal displacement of the unit to top power generation to pushing up power；
(9) target phase caused by dead load, concrete shrinkage and creep etc. is obtained by the unit pair using finite element model
Push up certain pier top horizontal displacement ∑ u that power producesig；
(10) allowable tensile stress [σ] of construction stage concrete is determinedtWith compression [σ]c；
(11) target phase girder mid-span deflection permissible value [Δ] is determined；
(12) solving-optimizing target equation and about beam conditional equation, obtain the closure mouth of one group of optimization to pushing up power.
Preferably, the target phase that described (2) step determines is typically chosen into some opportunity after bridge as target rank
Section, this patent will into during bridge 10 years as the target phase.
Preferably, the optimization aim equation described in (12) step is target phase pier top horizontal displacement quadratic sum minimum,
I.e.
For the multispan continuous rigid frame bridge that one has n bridge pier, there is n-1 to need to apply the closure mouth to pushing up power,
R=n-1 can be made.Target phase pier top horizontal displacement is determined by following formula：
In formula：u1~un--- the pier top horizontal displacement of No. 1 bridge pier to n bridge piers；
x1~xr--- the jacking force at closure mouth；
aij--- pier top horizontal displacement influences coefficient, i.e., when applying unit jacking force in jth number closure mouth, causes No. i
Horizontal displacement of the pier top in the target phase；
∑uig--- i pier tops horizontal displacement caused by dead load, concrete shrinkage and creep etc..
Preferably, the constraining equation described in (12) step is determined according to two constraintss：
1) tension and compression in each construction stage pier top and pier bottom section do not transfinite, the expression of its conditional equation
For：
In formula：bij--- bridge pier stress influence coefficient, i.e., a certain construction stage, the mouth that joins the two sections of a bridge, etc at No. j apply unit jacking force
When, cause the stress of i bridge piers controlling sections generation, tension is negative, and compression is just；
∑σic--- under construction loads effect, the stress of i bridge pier controlling sections；
[σ]t[σ]c--- the allowable tensile stress and compression of construction stage concrete, according to specification and concrete grade
Determine；
2) target phase girder mid-span deflection (vertical displacement) meets code requirement, its conditional equation is expressed as：
In formula：cij--- Main Girder Deflection influences coefficient, i.e., when No. j mouth that joins the two sections of a bridge, etc applies unit jacking force, causes target rank
The amount of deflection that section girder i-th is produced across span centre；
∑cig--- target phase girder i-th is across mid-span deflection caused by dead load, concrete shrinkage and creep etc.；
[Δ] --- code requirement permitted mid-span deflection l/600, l is calculating across footpath.
Beneficial effect：The present invention try to achieve in work progress join the two sections of a bridge, etc mouth one group of optimization to push up power, can both realize rationally
Bridge completion state, and ensure that bridge pier stress does not transfinite in work progress.
Brief description of the drawings
Fig. 1 is elevation before the closure of multispan continuous rigid frame bridge.
Embodiment
Below by embodiment and attached drawing, the present invention is further illustrated：
As shown in Figure 1, a kind of multispan continuous rigid frame bridge closure mouth comprises the following steps top power optimization algorithm：
(1) construction procedure is determined, mainly clear and definite Closure Order；
(2) determine the target phase, i.e. some opportunity, mouth is joined the two sections of a bridge, etc to pushing up power according to the configuration state inverse on the opportunity, generally
Some opportunity after bridge is chosen to as the target phase, as preferred this patent will into during bridge 10 years as the target phase；
(3) according to construction procedure, corresponding finite element model is established using beam element；
(4) bridge pier stress influence coefficient b is obtained using finite element modelij, apply a pair of of unit before certain closure mouth closure
To pushing up power, bridge pier controlling sections stress of some the follow-up construction stage by the unit to top power generation is obtained；
(5) the stress ∑ σ of bridge pier controlling sections under construction loads effect is obtained using finite element modelic；
(6) obtaining Main Girder Deflection using finite element model influences coefficient cij, apply a pair of of unit before certain closure mouth closure
To pushing up power, the target phase is obtained by the unit to pushing up the girder of power generation across mid-span deflection；
(7) using finite element model obtain target phase girder caused by dead load, concrete shrinkage and creep etc. across across
Middle amount of deflection ∑ cig；
(8) obtaining pier top horizontal displacement using finite element model influences coefficient aij, apply before certain closure mouth closure a pair of
Unit obtains the target phase by certain the pier top horizontal displacement of the unit to top power generation to pushing up power；
(9) target phase caused by dead load, concrete shrinkage and creep etc. is obtained by the unit pair using finite element model
Push up certain pier top horizontal displacement ∑ u that power producesig；
(10) allowable tensile stress [σ] of construction stage concrete is determinedtWith compression [σ]c；
(11) target phase girder mid-span deflection permissible value [Δ] is determined；
(12) solving-optimizing target equation and about beam conditional equation, obtain the closure mouth of one group of optimization to pushing up power.
The optimization aim equation is target phase pier top horizontal displacement quadratic sum minimum, i.e.,
For the multispan continuous rigid frame bridge that one has n bridge pier, there is n-1 to need to apply the closure mouth to pushing up power,
R=n-1 can be made.Target phase pier top horizontal displacement is determined by following formula：
In formula：u1~un--- the pier top horizontal displacement of No. 1 bridge pier to n bridge piers；
x1~xr--- the jacking force at closure mouth；
aij--- pier top horizontal displacement influences coefficient, i.e., when applying unit jacking force in jth number closure mouth, causes No. i
Horizontal displacement of the pier top in the target phase；
∑uig--- i pier tops horizontal displacement caused by dead load, concrete shrinkage and creep etc..
The constraining equation is determined according to two constraintss：
1) tension and compression in each construction stage pier top and pier bottom section do not transfinite, the expression of its conditional equation
For：
In formula：bij--- bridge pier stress influence coefficient, i.e., a certain construction stage, the mouth that joins the two sections of a bridge, etc at No. j apply unit jacking force
When, cause the stress of i bridge piers controlling sections generation, tension is negative, and compression is just；
∑σic--- under construction loads effect, the stress of i bridge pier controlling sections；
[σ]t[σ]c--- the allowable tensile stress and compression of construction stage concrete, according to specification and concrete grade
Determine；
2) target phase girder mid-span deflection (vertical displacement) meets code requirement, its conditional equation is expressed as：
In formula：cij--- Main Girder Deflection influences coefficient, i.e., when No. j mouth that joins the two sections of a bridge, etc applies unit jacking force, causes target rank
The amount of deflection that section girder i-th is produced across span centre；
∑cig--- target phase girder i-th is across mid-span deflection caused by dead load, concrete shrinkage and creep etc.；
[Δ] --- code requirement permitted mid-span deflection l/600, l is calculating across footpath.
It should be pointed out that for those skilled in the art, without departing from the principle of the present invention,
Some improvements and modifications can also be made, these improvements and modifications also should be regarded as protection scope of the present invention.In the present embodiment not
The available prior art of clear and definite each part is realized.
Claims (4)
1. a kind of multispan continuous rigid frame bridge closure mouth is to top power optimization algorithm, it is characterised in that：Specifically include following steps：
(1) construction procedure is determined, mainly clear and definite Closure Order；
(2) determine the target phase, i.e. some opportunity, mouth is joined the two sections of a bridge, etc to pushing up power according to the configuration state inverse on the opportunity, is typically chosen
Some opportunity of Cheng Qiaohou is as the target phase；
(3) according to construction procedure, corresponding finite element model is established using beam element；
(4) bridge pier stress influence coefficient b is obtained using finite element modelij, apply a pair of of unit to top before certain closure mouth closure
Power, obtains bridge pier controlling sections stress of some the follow-up construction stage by the unit to top power generation；
(5) the stress ∑ σ of bridge pier controlling sections under construction loads effect is obtained using finite element modelic；
(6) obtaining Main Girder Deflection using finite element model influences coefficient cij, apply a pair of of unit to top before certain closure mouth closure
Power, obtains the target phase by the unit to pushing up the girder of power generation across mid-span deflection；
(7) dead load, target phase girder caused by concrete shrinkage and creep are obtained across mid-span deflection using finite element model
∑cig；
(8) obtaining pier top horizontal displacement using finite element model influences coefficient aij, apply a pair of of unit before certain closure mouth closure
To pushing up power, the target phase is obtained by certain the pier top horizontal displacement of the unit to top power generation；
(9) dead load, target phase caused by concrete shrinkage and creep are obtained by the unit to top power production using finite element model
Raw certain pier top horizontal displacement ∑ uig；
(10) allowable tensile stress [σ] of construction stage concrete is determinedtWith compression [σ]c；
(11) target phase girder mid-span deflection permissible value [Δ] is determined；
(12) solving-optimizing target equation and about beam conditional equation, obtain the closure mouth of one group of optimization to pushing up power.
2. a kind of multispan continuous rigid frame bridge closure mouth according to claim 1 is to top power optimization algorithm, it is characterised in that：Institute
It is into bridge 10 years to state the target phase that (2) step determines.
3. a kind of multispan continuous rigid frame bridge closure mouth according to claim 1 is to top power optimization algorithm, it is characterised in that：Institute
It is target phase pier top horizontal displacement quadratic sum minimum to state (12) step optimization aim equation, i.e.,
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In formula：u1~un--- the pier top horizontal displacement of No. 1 bridge pier to n bridge piers；
x1~xr--- the jacking force at closure mouth；
aij--- pier top horizontal displacement influences coefficient, i.e., when applying unit jacking force in jth number closure mouth, causes i pier tops
In the horizontal displacement of target phase；
∑uig--- i pier tops horizontal displacement caused by dead load, concrete shrinkage and creep etc..
4. a kind of multispan continuous rigid frame bridge closure mouth according to claim 1 is to top power optimization algorithm, it is characterised in that：Institute
The constraining equation described in (12) step is stated to be determined according to two constraintss：
1) tension and compression in each construction stage pier top and pier bottom section do not transfinite, its conditional equation is expressed as：
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In formula：bij--- bridge pier stress influence coefficient, i.e., a certain construction stage, when No. j mouth that joins the two sections of a bridge, etc applies unit jacking force, leads
The stress for causing i bridge piers controlling sections to produce, tension are negative, and compression is just；
∑σic--- under construction loads effect, the stress of i bridge pier controlling sections；
[σ]t[σ]c--- the allowable tensile stress and compression of construction stage concrete, determine according to specification and concrete grade；
2) target phase girder mid-span deflection meets code requirement, its conditional equation is expressed as：
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In formula：cij--- Main Girder Deflection influences coefficient, i.e., when No. j mouth that joins the two sections of a bridge, etc applies unit jacking force, causes target phase master
The amount of deflection that beam i-th is produced across span centre；
∑cig--- target phase girder i-th is across mid-span deflection caused by dead load, concrete shrinkage and creep etc.；[Δ] --- rule
It is calculating across footpath that model, which requires permitted mid-span deflection l/600, l,.
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