CN106960114A - A kind of self-anchoring type suspension bridge system transfer process simulation method - Google Patents
A kind of self-anchoring type suspension bridge system transfer process simulation method Download PDFInfo
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- CN106960114A CN106960114A CN201710250268.4A CN201710250268A CN106960114A CN 106960114 A CN106960114 A CN 106960114A CN 201710250268 A CN201710250268 A CN 201710250268A CN 106960114 A CN106960114 A CN 106960114A
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- G06F30/20—Design optimisation, verification or simulation
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- G06F30/00—Computer-aided design [CAD]
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Abstract
The invention discloses a kind of self-anchoring type suspension bridge system transfer process simulation method, comprise the following steps：1) MIDAS/CIVIL platforms are based on, self-anchored suspension bridge is set up into bridge computation model according to design requirement, empty cable shape and the pre- deviator of cable saddle are obtained using analytic approach, calculating is torn open into bridge computation model to self-anchored suspension bridge；2), according to through tearing gained empty cable shape and the pre- deviator of cable saddle, and king-tower and reinforcement beam element open, new computation model is rebuild into bridge computation model to self-anchored suspension bridge；3) design saddle pushing analogue unit, in step 2) build new computation model in simulate saddle pushing process；4) hoist cable stretching process is simulated：The method being combined is controlled to simulate hoist cable stretching process with unstress state using forward-analysis method.The inventive method is not required to change computation model repeatedly, easy to operate, it is easy to control, and can fully reflect the mechanical characteristic of structure in hoist cable stretching process.
Description
Technical field
The present invention relates to bridge construction technology, more particularly to a kind of self-anchoring type suspension bridge system transfer process simulation calculating side
Method.
Background technology
At present, self-anchoring type suspension bridge system conversion method has jack-block, falls beam method and hoist cable stretching method.
Jack-block completes the installation of main push-towing rope and hoist cable by reducing cable saddle, then pushed up again on the basis of continuous beam on many supports
Push away tower top cable saddle and realize that full-bridge embodies conversion.Jack tonnage needed for this method is big, and synchronization job, construction and control are needed during pushing tow
System is complex, and only this flower bridge of Japan completes full-bridge system transform using this kind of method at present.
It is that stiff girder is lifted to the installation that main push-towing rope and hoist cable are carried out after certain altitude to fall beam method, finally by progressively falling frame
Mode realize system transform.The key of this method is that reasonable determination falls frame sequentially, it is ensured that structure is safe to be turned from temporary support
Change in permanent support, in general, to unload also need after the completion of frame tensioning adjustment is carried out to hoist cable.The method calculates also more multiple
Miscellaneous, Construction control difficulty is larger, is applied to double tower three across self-anchored suspension bridge, the wherein branch of a river rock self-anchored type suspension cable of Changsha three more
Bridge is exactly a successful case for using beam method to construct.
The deadweight of stiff girder is gradually transformed on main push-towing rope by hoist cable stretching method by tensioning hoist cable, realizes that the system of full-bridge turns
Change.This method is simple to operate with respect to first two construction method, and speed of application is fast, and quality control is readily obtained guarantee and adopted extensively
With.Built Foshan is flat at present wins bridge, and ten thousand new bridges, rivers and mountains north pass bridge realizes that full-bridge system turns using hoist cable tensioning
Change.
The non-linear protrusion of hoist cable stretching process construction geometry, hangs cable force and influences each other, according to common formal dress or
Upside-down mounting analysis method calculates very cumbersome, and is difficult to accurate simulation, it is impossible to effectively instruct site operation control.
It is accordingly required in particular to a kind of more efficiently simulation method be found, to solve above-mentioned prior art problem.
The content of the invention
The technical problem to be solved in the present invention is that there is provided a kind of self-anchored suspension bridge body for defect of the prior art
It is transfer process simulation method, this method is fallen to tear open and iterated for single forward-analysis method, upside-down mounting calculating and formal dress
In calculating process, computation model is changed repeatedly, it is difficult to simulate Suo Li and the changing difficulty of sling length in hoist cable stretching process
Topic, the characteristic that the cable elements stress-less length provided using MIDAS/CIVIL softwares can be changed repeatedly proposes a kind of formal dress and nothing
Stress length Comprehensive Control method, this method is not only not required to change computation model repeatedly, and clear concept, easy to operate, it is easy to
Control, fully reflection hoist cable stretching process in structure mechanical characteristic, for ensure self-anchored suspension bridge beam sling installation quality with
Construction safety provides effective technical support.
The technical solution adopted for the present invention to solve the technical problems is：A kind of self-anchoring type suspension bridge system transfer process mould
Intend computational methods, comprise the following steps：
1) empty cable shape is calculated with the pre- deviator of cable saddle；
Based on MIDAS/CIVIL platforms, self-anchored suspension bridge is set up into bridge computation model according to design requirement, to self-anchored type
Suspension bridge, using analytic approach is torn open, obtains empty cable shape and the pre- deviator of cable saddle into bridge computation model；
2) built in self-anchored suspension bridge into bridge computation model using cable elements node geometric coordinate with stress-less length
The characteristics of mould can be handled initial stage simultaneously, according to through tearing gained empty cable shape (coordinate of each unit node) and the pre- deviator of cable saddle open
(design temperature bar unit), king-tower and reinforcement beam element, rebuild new computation model；
3) design saddle pushing analogue unit, in step 2) build new computation model in simulate saddle pushing process；
The saddle pushing analogue unit is the temperature bar unit that two ends connect cable saddle theoretical apex A and king-tower theoretical center point C respectively,
The temperature bar unit in conplane 4 sections of connection units by constituting, including AB sections, BE sections, ED sections and DC sections, wherein AB
Section is being rigidly connected in resilient connection, and BE sections are the Flexible element with setting linear expansion coefficient, and ED sections and DC sections are firm arm；
AB sections perpendicular to BE sections, BE sections perpendicular to ED sections, ED sections perpendicular to DC sections；
4) hoist cable stretching process is simulated：The method simulation hoist cable being combined is controlled to open with unstress state using forward-analysis method
It is pulled through journey.
By such scheme, the step 3) in the BE segment length of temperature bar unit be design 2 times of the pre- deviator of cable saddle.
By such scheme, the step 3) in the BE sections of temperature bar unit be that the elasticity with setting linear expansion coefficient is single
Member.
By such scheme, the step 3) in temperature bar unit BE sections elastic modelling quantity for general steel elastic modelling quantity
108Times.
By such scheme, the step 3) in simulation saddle pushing process when, each pushing tow amount of cable saddle and temperature bar
Stroke is equal.
By such scheme, the step 3) in each pushing tow amount of cable saddle be：
Δ L=α L Δ t,
In formula:α is linear expansion coefficient, be can customize as 1/ DEG C；L is the length of unit, unit：M, its value should be greater than cable saddle
Pushing tow amount；Δ t is the heating and cooling of unit, is calculated and determined according to pushing tow displacement.
The area of section A of temperature bar unit is 1 unit, the big 6-8 order of magnitude of the general beam element of modular ratio.
The beneficial effect comprise that：
1. the invention introduces temperature bar unit, the fuel factor simulation saddle pushing amount of temperature bar, with superpower
The elastic bar unit of elastic stiffness, undertakes due to the counter-force that saddle pushing is produced, its deformation can be ignored.Temperature effect and mechanics
The coupling of effect both modalities which, intactly simulates the mechanical characteristic of saddle pushing procedure structure.
2. the present invention proposes a kind of formal dress and stress-less length Comprehensive Control method, this method is not required to change calculating mould repeatedly
Type, easy to operate, it is easy to control, the mechanical characteristic of structure fully in reflection hoist cable stretching process, to ensure self-anchored suspension bridge
Beam sling installation quality provides effective technical support with construction safety.
Brief description of the drawings
Below in conjunction with drawings and Examples, the invention will be further described, in accompanying drawing：
Fig. 1 is embodiment of the present invention self-anchored suspension bridge into bridge computation model schematic diagram；
Fig. 2 is that embodiment of the present invention self-anchored suspension bridge hoist cable falls to tear open first step schematic diagram；
Fig. 3 is that embodiment of the present invention self-anchored suspension bridge hoist cable falls to tear open second step schematic diagram；
Fig. 4 is that embodiment of the present invention self-anchored suspension bridge hoist cable falls to tear the 3rd step schematic diagram open；
Fig. 5 is that embodiment of the present invention self-anchored suspension bridge hoist cable falls to tear open and completes schematic diagram；
Fig. 6 is embodiment of the present invention saddle pushing analogue unit schematic diagram；
Fig. 7 is the state diagram of embodiment of the present invention hoist cable tensioning step one；
Fig. 8 is the state diagram of embodiment of the present invention hoist cable tensioning step 2；
Fig. 9 is the state diagram of embodiment of the present invention hoist cable tensioning step 3；
Figure 10 is the state diagram of embodiment of the present invention hoist cable tensioning step 4；
Figure 11 is the state diagram of embodiment of the present invention hoist cable tensioning step 5.
Embodiment
In order to make the purpose , technical scheme and advantage of the present invention be clearer, with reference to embodiments, to the present invention
It is further elaborated.It should be appreciated that specific embodiment described herein is not used to limit only to explain the present invention
The fixed present invention.
With reference to one or three exemplified by self-anchored suspension bridge, the present invention is expanded on further.
A kind of self-anchoring type suspension bridge system transfer process simulation method, comprises the following steps：
(1) empty cable shape is calculated with the pre- deviator of cable saddle
Based on MIDAS/CIVIL platforms, by bridge geometry, behavior of mechanics and edge-restraint condition is designed to, set up certainly
Anchoring type rope-suspension bridge initial model, is then become more meticulous analytic function using MIDAS/CIVIL softwares, is carried out into bridge analysis, is hung
Cable force is uniform, it is linear meet design requirement into bridge computation model, as shown in Figure 1.Into the specific calculating process of bridge computation model
Calculated and completed through nonlinear iteration by MIDAS/CIVIL softwares.
Into analysis of construction phase, based on into bridge model, the dismounting of each hoist cable since No. 0 hoist cable of span centre
(or installation) all sets up a calculating operating mode, and the reverse-order installed by hoist cable is passivated hoist cable successively, is finished until all hoist cables are passivated,
As shown in Figures 1 to 5.Each operating mode result that adds up is to obtain Unloaded Cable Shape of Suspension Bridges, the parameter such as pre- deviator of cable saddle.
When noting passivation hoist cable, in reinforcement Liang Duiyingjiedianchu, activation elastic link support (pressure receiving means) condition.
(2) new model is set up
The geometric coordinate (Unloaded Cable Shape of Suspension Bridges) of the empty cable each unit node obtained with step (1), the pre- deviator of cable saddle, with
The pulling force of cable elements, rebuilds the temperature containing simulation saddle pushing function during the stress-less length simulation cable finish stage of cable elements
Spend the computation model of bar unit.
The geometric coordinate of main push-towing rope each unit node when analysis simply finds out cable finish stage is split, cable elements internal force, cable saddle is pre-
Deviator, includes deformation and the internal force of reinforcement beam and king-tower.During model reconstruction finite element geometry mould is set up using these geometric parameters
Type, the internal force for tearing each unit open assigns geometrical model as the primary stress of model, so as to draw with initial deformation and internal force
Equivalent finite element physical model.
Note, now model have ignored reinforcement beam and internal force and deflection of the king-tower in cable finish stage.
(3) saddle pushing is simulated
It is main tower top center that C points in saddle pushing device, figure are simulated in design one as shown in Figure 6, and A points are cable saddle summit, B points
For cable saddle bottom centre point, A points are rigidly connected with B points, and CD, DE are firm arm, and BE is temperature bar unit, and its linear expansion coefficient can be set
For unit value, element length is 2 times of pre- deviators of cable saddle, and elastic modelling quantity is multiplied by 10 for general steel elastic modelling quantity8.Saddle pushing
When, its default pushing tow displacement is equal to amount of contraction and the compress variation sum of Flexible element caused by the cooling of temperature bar.Pushing tow
During tend to be infinitely great due to elastic modelling quantity, bar unit can be ignored due to the deformation that jacking force is produced.Therefore, pushing tow
Displacement is actually approximately equal to the contraction distortion amount of temperature bar, thus the mechanics effect of complete simulation saddle pushing.
(4) hoist cable stretching process is simulated：The method being combined is controlled to simulate hoist cable with unstress state using forward-analysis method
Stretching process.
According to the basic theories of stress-free state method, the unstress state amount of structure is only determined by design bridge completion state, with
Sequencing of constructing is unrelated.Therefore, hoist cable is installed and is also just equivalent to how the stress-less length of hoist cable effectively to be installed into knot
The problem of on structure.It is the direct rope force value for changing hoist cable on hoist cable stretching process surface, but essence is unstressed length of hanger
Change, Suo Li and the unstressed cable length angle value of hoist cable are corresponded, but stress-less length is the inherent characteristic of hoist cable, will not be with phase
The tensioning of adjacent hoist cable changes, and this provides great convenience for the simulation of hoist cable tensioning.It is of the invention by rope based on These characteristics
Power tensioning and rope length, which change, to be associated, and preferably resolves hoist cable stretching process Suo Li and influences each other the difficulty brought.
As shown in Figure 7, it is assumed that hoist cable is 7. and its left side hoist cable has been installed in place, tensioning 8. number rope is now intended, can be by following step
Rapid simulation stretching process：
Step 1：Model is assigned by the design stress-less length of 8. number rope first, is calculated, as a result found, Suo Li has surpassed
Limit, illustrates that this hoist cable can only be by extension bar anchoring temporarily.And the length of extension bar is unknown, then at the hoist cable
Joint load, such as 3000kN are set on main push-towing rope and girder, model is assigned and recalculates, can be calculated after 8. number cable elements deformation
Length, by unstressed length of hanger and Suo Li principle of interchangeability, the length of the 8. extension bar of hoist cable can be calculated.
Step 2：Gained spreading pole length will be calculated in step 1 and assigns 8. hoist cable, is recalculated.
Step 3：Continue tensioning hoist cable 9. by step 1 and step 2 method.Under now finding that the Suo Li of 8. number hoist cable is notable
Drop.
Step 4：Again model is assigned by the design stress-less length of 8. number rope, is calculated, as a result found, Suo Li is no longer
Transfinite, illustrate that now 8. a number rope has been installed in place.If still transfinited, just wait until that the second wheel is circulated.
Step 5：Continue tensioning hoist cable 10. by step 1 method, so alternately tensioning, reach, until epicycle tensioning has been circulated
Finish.
General only to need two to arrive three-wheel, full-bridge hoist cable can be installed in place.
Embodiment 1：Certain across steel case reinforcement beam self-anchored suspension bridge in double rope faces three, bridge basic parameter is as follows：
In across 180m, sag 36m, ratio of rise to span 1/5, end bay 80m, height h=41m；In across suspension rod spacing 20x9, end bay hangs
Distance between tie rods 7x9+17m；Single main push-towing rope section 49.29cm2, elastic modelling quantity 1.95x105MPa, unit length weight 4.36kN/m；Reinforcement
Beam section 1216.57cm2, elastic modelling quantity 2.1x105MPa, unit length weight 192kN/m；Sarasota is concrete box tee section, is mixed
Solidifying soil strength grade C50.1 numbering hoist cable of tensioning is often walked as stated above, and whole hoist cable tensioning are completed, and it counts 50 steps, often walks
4 jack are needed to work simultaneously.In place, design shape is fully achieved with internal force in bridge linear after the completion of tensioning for saddle pushing 2 times
State.
Embodiment 2：Certain bridge continues only tower steel box-girder self-anchored suspension bridge, span setting 80m+ for the 4 of main span 260m across side
190m+260m+80m, overall length 610m.The bridge continues half floating system using 4 across side, including 2 auxiliary across, 1 main span and 1 side
Across.Sarasota uses reinforced concrete structure.Stiff girder uses separate type twin-box cross section.Main push-towing rope is 2 radical space cables, main span ratio of rise to span
For 1/12, end bay ratio of rise to span is 1/18.Hoist cable 12 pairs of end bay of setting, 17 pairs of main span, spacing is 12m.Often walk as stated above
1 numbering hoist cable of tensioning, whole hoist cable tensioning are completed, and it counts 55 steps, and often step needs 4 jack to work simultaneously.Saddle pushing 2
It is secondary in place, design point is fully achieved in bridge linear and internal force after the completion of tensioning.
It should be appreciated that for those of ordinary skills, can according to the above description be improved or converted,
And all these modifications and variations should all belong to the protection domain of appended claims of the present invention.
Claims (6)
1. a kind of self-anchoring type suspension bridge system transfer process simulation method, it is characterised in that comprise the following steps：
1) empty cable shape is calculated with the pre- deviator of cable saddle；
Based on MIDAS/CIVIL platforms, self-anchored suspension bridge is set up into bridge computation model according to design requirement, to self-anchored type suspension cable
Bridge obtains empty cable shape and the pre- deviator of cable saddle into bridge computation model using analytic approach, calculating is torn open；
2) to self-anchored suspension bridge into bridge computation model, using cable elements node geometric coordinate and stress-less length at the initial stage of modeling
The characteristics of handling simultaneously, tears gained empty cable shape and the pre- deviator of cable saddle, and king-tower and reinforcement beam element open according to warp, again
Build new computation model；
3) design saddle pushing analogue unit, in step 2) build new computation model in simulate saddle pushing process；It is described
Saddle pushing analogue unit is the temperature bar unit that two ends connect cable saddle theoretical apex A and king-tower theoretical center point C respectively, described
Temperature bar unit in conplane 4 sections of connection units by constituting, including AB sections, BE sections, ED sections and DC sections, and wherein AB sections is
Being rigidly connected in resilient connection, BE sections are the Flexible element with setting linear expansion coefficient, and ED sections and DC sections are firm arm；AB sections
Perpendicular to BE sections, BE sections perpendicular to ED sections, ED sections perpendicular to DC sections；
4) hoist cable stretching process is simulated：The method being combined is controlled to simulate hoist cable tensioning with unstress state using forward-analysis method
Journey.
2. self-anchoring type suspension bridge system transfer process simulation method according to claim 1, it is characterised in that described
Step 3) in the BE segment length of temperature bar unit be design 2 times of the pre- deviator of cable saddle.
3. self-anchoring type suspension bridge system transfer process simulation method according to claim 1, it is characterised in that described
Step 3) in temperature bar unit BE sections be with setting linear expansion coefficient Flexible element.
4. self-anchoring type suspension bridge system transfer process simulation method according to claim 1, it is characterised in that described
Step 3) in temperature bar unit BE sections elastic modelling quantity be general steel elastic modelling quantity 108Times.
5. self-anchoring type suspension bridge system transfer process simulation method according to claim 1, it is characterised in that described
Step 3) in simulation saddle pushing process when, each pushing tow amount of cable saddle is equal with the stroke of temperature bar.
6. self-anchoring type suspension bridge system transfer process simulation method according to claim 1, it is characterised in that described
Step 3) in each pushing tow amount of cable saddle be：
Δ L=α L Δ t,
In formula:α is linear expansion coefficient, and L is the length of unit；Δ t is the heating and cooling of temperature bar unit.
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Cited By (3)
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| CN109271733A (en) * | 2018-10-09 | 2019-01-25 | 东南大学 | A kind of suspension bridge sky cable installs linear and cable saddle initial makeup location determination method |
| CN110345890A (en) * | 2019-06-24 | 2019-10-18 | 中铁大桥勘测设计院集团有限公司 | A kind of bridge completion state dissipate saddle's position and anchor span it is linear combine the method for determination |
| CN115162205A (en) * | 2022-07-28 | 2022-10-11 | 中铁大桥勘测设计院集团有限公司 | Main cable saddle pushing construction method |
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