CN106777778A - A kind of curved beam suspension bridge modeling method of unilateral suspention - Google Patents
A kind of curved beam suspension bridge modeling method of unilateral suspention Download PDFInfo
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Abstract
The present invention provides a kind of curved beam suspension bridge modeling method of Novel unilateral suspention, and the method includes several aspects：1) camber beam one side suspension bridge is reduced to " a straight line girder vertical single cable plane " suspension bridge under gravity equivalence principle, and calculates the initial linear of determination main push-towing rope.2) its anchor point is overlapped with ground anchor point the rotation of " a straight line girder vertical single cable plane " suspension bridge end bay main push-towing rope, set up " tri linear girder vertical single cable plane " suspension bridge model.3) iteration hoist cable angle and tension force so that main push-towing rope is progressively outward-dipping, ultimately form unilateral suspention Space Curved-Beam suspension bridge into bridge model.The inventive method " with straight Dai Qu ", the modeling of the ingenious camber beam suspension bridge for realizing complexity, result of calculation is accurate, and computational efficiency is high, for the design of complex curve bridge, construction provide effective method.
Description
Technical field
The present invention relates to a kind of novel bridge structure finite element modeling method, i.e., the curved beam suspension bridge of one side suspention is limited
Meta Model method, belongs to science of bridge building field and structure finite element Modeling Calculation analysis technical field.
Background technology
The curved beam suspension bridge of one side suspention is a kind of novel bridge, the characteristics of it has suspension bridge and Curved Beam Bridge simultaneously,
It is the new structure for combining two kinds of complicated bridge type i.e. suspension bridges and Curved Beam Bridge, is generally used for foot bridge.External such bridge
Beam has totally 2, Kai Erhaimu bridges, the Sa Sinici bridges of Germany, Santiago harbour bridge in the U.S., free bridge, peaceful bridge 3.
The Shanghai international tourism holiday resort Landscape Bridge that the country builds up for only 2015.
One side suspention curved beam suspension bridge be made up of king-tower, main push-towing rope, girder, hoist cable and anchorage, structure have merrily and lightheartedly have a thorough knowledge of,
Line style is graceful, the characteristics of span ability is stronger.After king-tower lateral displacement on the outside of girder or inner side side suspention girder.Its master
The form of beam is curve.It is in space curve that main push-towing rope deviates vertical guide certain angle, and king-tower top both sides main push-towing rope forms notable angle.
The unilateral eccentric suspention girder of hoist cable, only one hoist cable rope face, and hoist cable tensioning forms space curved surface.
Main push-towing rope arranges that wherein suspension centre is equal along curve girder under hoist cable with the rope face of hoist cable composition in complicated Spatial Cable face
The tangent line at suspension centre is vertical with girder for the facade of even laying, hoist cable and girder radius of curvature composition, the intersection point of the facade and main push-towing rope
Hoist cable is hung oneself a position as on main push-towing rope.Main push-towing rope and hoist cable composition space curved surface, surface geometry form is complicated, therefore how to determine
So complicated turns into control Bridge Design, the key of construction success or not into the linear of bridge space main push-towing rope and hanging rope face.Close
The realization of shape method and Spatial Cable face forming method or its finite element modeling is looked in such special-shaped bridge main push-towing rope line style, in existing state
Related content is showed no in inside and outside document.
At present, both at home and abroad on setting up straight beam rope bridge model, lead to as earth anchored suspension bridge and self-anchored suspension bridge
Cross professional bridge finite element software to realize, such as Midas/Civil finite element softwares.But such software is not provided with this kind of
The professional method of novel unilateral suspention shaped form girder suspension bridge, more no template can be applied mechanically carries out the limited of such bridge
Unit sets up model.
The innovative point of this patent is the space main push-towing rope that curved beam suspension bridge is realized based on Midas/Civil finite element softwares
And rope face manufacturing process, it is proposed that a kind of modeling method of the curved beam suspension bridge of unilateral suspention.
The content of the invention
Technical problem
One side suspention single cable plane curve suspension bridge beam bridge is bridge complex, the characteristics of have Curved Beam Bridge and suspension bridge concurrently, tool
There are a series of complex features such as " curve girder ", " space inclination main push-towing rope ", " single rope face ", effective finite element modeling is lacked at present
Method carries out structural analysis.How to be asked as key with solving the problems, such as curve suspension bridge using present straight line suspension bridge modeling technique
Topic.Needle of the present invention is to this complicated bridge type, the thought based on " with straight Dai Qu ", it is proposed that a kind of effective modeling method, calculates
High precision, powerful measure is provided to such Bridge Design.
Technical scheme
1. a kind of curved beam suspension bridge modeling method of unilateral suspention, it is characterised in that the method is comprised the following steps that：
1) set up camber beam one side suspension bridge and be reduced to " a straight line girder vertical single cable plane " suspension bridge, determine the first of main push-towing rope
Initial line shape.
(1) according to girder, tower, cable geometrical relationship, draft need set up equivalent straight beam suspension bridge physical dimension data.
Including end bay main span girder length, king-tower height, hoisting point position etc., method is as follows：
" a straight line girder vertical single cable plane " suspension bridge is somebody's turn to do to be made up of both sides span and middle span.The distance between Sarasota is i.e.
It is equivalent straight beam suspension bridge stage casing girder length.Equivalent straight beam suspension bridge end bay segment length is Sarasota top and curved beam anchorage line
Projected length in the horizontal plane.Sarasota height is highly identical with curved beam Suspension Bridge Tower.After establishing equivalent straight beam beam length, select
Suitable ratio of rise to span, according still further to former hoist cable in the position of curved beam suspension centre, according to equivalent straight beam and the position relationship of curved beam, counts one by one
Calculate the anchorage point of equivalent straight beam sling of suspension bridge and girder.Although it should be noted that former curved beam hoisting point position is equidistant
Distribution, the equivalent straight beam sling of suspension bridge spacing that conversion is obtained not to be equally spaced, need to successively be calculated hoist cable spacing.
(2) segmentation calculates equivalent straight beam beam weight G '.
Assuming that the equivalent straight beam girder of suspension bridge length l ' of (1) gained, former curved beam length is l, and weight is G, then equivalent straight beam
Beam weight G '=l '/lG.
(3) according to the parameters obtained in (1), (2) step, equivalent straight beam suspension bridge model is quickly set up；
(4) all equivalent girder unit in the model set up in delete step (3), constrains main push-towing rope tower-top node, while
Girder, hoist cable are equivalent to joint load form for the effect of main push-towing rope, are loaded on main push-towing rope node, account for big displacement
Geometrical nonlinear analysis.
" a straight line girder vertical single cable plane " suspension bridge is obtained by above step, and main push-towing rope is determined only by vertical masterpiece
It is initial linear.
2) " tri linear girder vertical single cable plane " suspension bridge model is set up
According to step 1) in the position of " a straight line girder vertical single cable plane " suspension bridge and unilateral suspention curved beam suspension bridge
Relation, the axis centered on two overhead vertical projection lines, by " a straight line girder vertical single cable plane " side of suspension bridge two
Across main push-towing rope to the respective rotation alpha angle in curved beam center of circle direction, its anchor point is overlapped with ground anchor point, obtain " tri linear girder vertical
Single cable plane " suspension bridge model, finally obtain only by vertical force effect main push-towing rope " three rope faces " form it is initial linear.
3) set up Space Curved-Beam suspension bridge into bridge model
(1) shaped form girder FEM model is set up, vertical elastic support is all set up at girder correspondence suspension centre, so that shape
Into rigid support continuous girder model.Computing is carried out for this model, bearing reaction at each suspension centre can be obtained, this counter-force can recognize
To be hoist cable vertical force component.
(2) according to step 2) initial linear, the binding curve girder position of main push-towing rope " three rope faces " form that obtains, it is determined that
The angle of inclination of every hoist cable and sling length, so each hoist cable vertical force component obtained by step (1) to calculate hoist cable power big
It is small.In the process, due to three-dimensional effect, every hoist cable inclination angle differs, so needing to calculate hoist cable power by root.
(3) by space force resolution, the form for being converted into joint load is carried in master to the hoist cable power for obtaining step (2)
On cable node, and the geometrical nonlinear analysis of big displacement are accounted for for main push-towing rope, obtain new main cable alignment；Note now joining
With the equivalent joint load that the power of computing is replacement hoist cable power, the active force that main push-towing rope bears is non-coplanar force.
(4) the new main cable alignment obtained according to (3), with reference to the position of virgin curve girder, both can obtain new again
Geometrical relationship, and then new Suo Li can be calculated；
(5) repeat step (3), (4) iteration several times, until after last time computing, each modal displacement of main push-towing rope meets to be received
Condition is held back, that is, obtains main cable alignment.During this cycle calculations, basic principle is to maintain that curved beam position is constant and each suspension centre
Place's hoist cable vertical force component is constant, by the constantly position of amendment main push-towing rope node and internal force size, finally meets convergent requirement.
By taking one section of main push-towing rope as an example, iterative step (2), (3), the mathematical formulae of (4) are described as follows：
Step (2)：In n+1 main push-towing rope sections, the corresponding node serial number of load are divided into by n load across main push-towing rope
Be followed successively by 1,2,3 ..., i, i+1 ... n, coordinate is respectively (x1, y1, z1)、(x2, y2, z2)、...、(xi, yi, zi)、(xi+1,
yi+1, zi+1)、...、(xn, yn, zn), the hoist cable that is connected with each node numbering is designated as 1,2,3 ..., i, i+1 ..., n, hoist cable
Suo Li is F1、F2、...、Fi、Fi+1、...、Fn, hoist cable and curved beam anchoring point coordinates are respectively (x '1, y '1, z '1)、(x’2, y '2,
z’2)、...、(x’i, y 'i, z 'i)、(x’i+1, y 'i+1, z 'i+1)、...、(x’n, y 'n, z 'n), rigid support Continuous Beam Model is hung
Bearing reaction Q at point1、Q2、...、Qi、Qi+1、...、Qn；
Step (3)：If main push-towing rope sections internal force is T between node i and i-1i-1 k-1, between node i and i+1 in main push-towing rope sections
Power isI-th hoist cable is equivalent to (F for the active force of node ixi k-1, Fyi k-1, Fzi k-1), i.e., at k-1 iteration end, section
Point i is in Ti-1 k-1, Ti k-1And (Fxi k-1, Fyi k-1, Fzi k-1) effect be issued to balance, modal displacement is 0, foundation geometrical relationship, kth
Load suffered by secondary iteration start node i is Fi k(x, y, z).
Load computing formula described in step (3) of the present invention is：
Notice that the hoist cable power that is now calculated and its equivalent load are calculation when not considering that hoist cable pendency is acted on,
Think the length that sling length is the upper and lower suspension centre line of hoist cable.In practical application, because this bridge type sling length is smaller, calculate
Precision fully meets requirement of engineering.
Step (4)：Power (the F that step (3) is obtainedxi k, Fyi k, Fzi k) replace (Fxi k-1, Fyi k-1, Fzi k-1), calculate main push-towing rope
Displacement (Δ x under this group of power effecti k, Δ yi k, Δ zi k) and now main push-towing rope sections internal force Ti k, displacement is added to kth -1 time
Coordinate (the x of kth time iteration node i is can obtain on the node coordinate of iterationi k, yi k, zi k)。
Coordinate (the x obtained in step 3i k, yi k, zi k) iterative formula is：
(6) the space main cable alignment obtained using step (5), re-establishes girder unit, hoist cable unit, dorsal funciculus unit simultaneously
Corresponding boundary condition is set, full-bridge FEM model under bridge completion state is finally established.
Beneficial effect
The present invention is targetedly proposed based on the modeling " with straight Dai Qu " according to this key feature of camber beam Spatial Cable
Method, effectively solves the complicated modeling problem of curve suspension bridge.
The method initially sets up " a straight line girder vertical single cable plane " etc. for suspension bridge, obtains main cable alignment, then rotates
Two end bay main push-towing ropes set up " tri linear girder vertical single cable plane " suspension bridge model, are realized finally by nonlinear iteration method
The model of " tri linear inclination single cable plane " unilateral suspention suspension bridge.Three step simplicity, from ripe straight line suspension bridge modeling side
Method starts, and the modeling method of curve suspension bridge has been done step-by-step.
The characteristics of this method has quick, accurate, efficient, for the modeling of such bridge type provides a kind of practicable modeling
Method.
Brief description of the drawings
Lower accompanying drawing is only intended to, in schematic illustration and explanation is done to the present invention, not delimit the scope of the invention.
The curved beam suspension bridge bridge type space schematic diagram of the unilateral suspention of Fig. 1 present invention；
The curved beam suspension bridge bridge type elevational schematic view of the unilateral suspention of Fig. 2 present invention；
The curved beam suspension bridge bridge type floor map of the unilateral suspention of Fig. 3 present invention；
The equivalent straight beam of Fig. 4 present invention and former curved beam position relationship schematic diagram；
The equivalent straight beam suspension bridge schematic diagram of Fig. 5 present invention；
The equivalent pure cable stress diagram of straight beam suspension bridge of Fig. 6 present invention；
Fig. 7 present invention is only by the initial linear stress diagram of main push-towing rope of vertical force effect；
Fig. 8 curved beam method of continuous beam with rigidity support schematic diagrames of the present invention；
Main push-towing rope stress diagram of Fig. 9 present invention by non-coplanar force effect；
Figure 10 hoist cable locus schematic diagrames of the present invention；
Figure 11 curved beam suspension bridge global finite element models of the present invention；
Figure 12 model bridge completion state Suo Li of the present invention and reaction of bearing comparison diagram.
Main cable alignment under Figure 13 model bridge completion states of the present invention；
Figure 14 model bridge completion state girder bending moment diagrams of the present invention；
Figure 15 model bridge completion state Torsion of main beam figures of the present invention；
Figure 16 model bridge completion state girder stress diagraies of the present invention；
Reference：1- curve girders；2- main push-towing ropes；3- hoist cables；4- Sarasotas；5- dorsal funciculus；6- curved beam anchorages；7- end bay masters
Cable；Across main push-towing rope in 8-；The equivalent straight beams of 9-；10- straight beam anchorages；11- straight beam Suspension Bridge Towers；
Specific embodiment
To make purpose, modeling process and the advantage of present invention implementation clearer, below in conjunction with accompanying drawing of the present invention, to this
The modeling method of invention is further described in more detail.
The invention provides a kind of curved beam suspension bridge modeling method of unilateral suspention, its Bridges is as Figure 1-3, main
To be made up of curve girder 1, main push-towing rope 2, hoist cable 3, Sarasota 4, dorsal funciculus 5 and curved beam anchorage 6, wherein main push-towing rope 2 can be divided into end bay master
Cable 7 is with across main push-towing rope 8.
A kind of curved beam suspension bridge modeling method of unilateral suspention of the present invention, comprises the following steps.
1. set up only initially linear by the space main push-towing rope of vertical force effect；
1) according to curve girder 1, main push-towing rope 2, Sarasota 4 geometrical relationship, draft need set up equivalent straight beam suspension bridge, such as
Shown in Fig. 4.The summit position of equivalent straight beam Suspension Bridge Tower 4 set up is identical with former 4 summits of curved beam Suspension Bridge Tower, and two
The distance between Sarasota 4 is equivalent straight beam girder of suspension bridge main span length, and equivalent straight beam girder of suspension bridge end bay length is rope
The top of tower 4 and the line of curved beam anchorage 6 projected length in the horizontal plane.
2) equivalent straight beam beam weight G ' is calculated；
3) according to parameters, equivalent straight beam suspension bridge model as shown in Figure 5 is set up；
4) straight beam element in case-deleted models, while equivalent straight beam 9, hoist cable 3 are equivalent into section for the effect of main push-towing rope 2
Point loading form, is loaded on main push-towing rope node, as shown in Figure 6.
5) according to equivalent straight beam suspension bridge and the position relationship of curved beam suspension bridge, in Midas/Civil FEM models,
By straight beam suspension bridge model both sides end bays main push-towing rope 7 to the respective rotation alpha angle in curved beam center of circle direction so that equivalent straight beam suspension bridge anchor
Heavy stone used as an anchor 10 is fallen within former curved beam Analysis of Suspension Bridges ' Anchorage 6, you can obtain only initially linear by the main push-towing rope of vertical force effect, as shown in Figure 7；
2. the only FEM model containing curved beam is set up using method of continuous beam with rigidity support, obtain hoist cable vertical force component, and then
According to the spatial relation of space main push-towing rope, girder and hoist cable, by continuous iteration hoist cable power size and angle, so as to be received
Main cable alignment under non-coplanar force effect；
3. " tri linear vertical rope face " space main cable alignment is utilized, the unit of curve girder 1, the unit of hoist cable 3, the back of the body is re-established
The unit of rope 5 simultaneously sets corresponding boundary condition, finally establishes full-bridge FEM model under bridge completion state.
Specially：
1) shaped form girder FEM model as shown in Figure 8 is set up, all sets up vertical at the corresponding suspension centre of curve girder 1
Resilient support, so as to form rigid support continuous girder model.Computing is carried out for this model, can obtain being supported instead at each suspension centre
Power, this counter-force is to be regarded as hoist cable vertical force component；
2) initial linear, the position of binding curve girder 1 of main push-towing rope " three rope faces " form, determines the every inclination angle of hoist cable
Degree and sling length, and then each hoist cable vertical force component being calculated calculates hoist cable power size.In the process, because space is imitated
Should, every hoist cable inclination angle differs, so needing to calculate hoist cable power by root.
3) by the above-mentioned hoist cable power that obtains by space force resolution, the form for being converted into joint load is carried in main push-towing rope node
Upper (figure
9) geometrical nonlinear analysis of big displacement, and for main push-towing rope are accounted for, new main cable alignment is obtained；Note now
The power for participating in computing is the equivalent joint load for substituting hoist cable power, and the active force that main push-towing rope bears is non-coplanar force.
4) according to the new main cable alignment that 3) obtains, with reference to the position of virgin curve girder 1, both can obtain new several again
What relation, and then new Suo Li can be calculated；
5) repeat step 3), 4) iteration several times, until after last time computing, each modal displacement of main push-towing rope meets convergence bar
Part, that is, obtain main cable alignment.During this cycle calculations, basic principle be to maintain that curved beam position is constant and each suspension centre at hang
Rope vertical force component is constant, by the constantly position of amendment main push-towing rope node and internal force size, finally meets convergent requirement.
In as a example by, iterative step 2), mathematical formulae 3), 4) is described as follows：
Step 2)：In n+1 main push-towing rope sections, the corresponding node serial number of load are divided into by n load across main push-towing rope 8
Be followed successively by 1,2,3 ..., i, i+1 ... n, coordinate is respectively (x1, y1, z1)、(x2, y2, z2)、...、(xi, yi, zi)、(xi+1,
yi+1, zi+1)、...、(xn, yn, zn), the hoist cable that is connected with each node numbering is designated as 1,2,3 ..., i, i+1 ..., n, hoist cable
Suo Li is F1、F2、...、Fi、Fi+1、...、Fn, hoist cable and curved beam anchoring point coordinates are respectively (x '1, y '1, z '1)、(x’2, y '2,
z’2)、...、(x’i, y 'i, z 'i)、(x’i+1, y 'i+1, z 'i+1)、...、(x’n, y 'n, z 'n), rigid support Continuous Beam Model is hung
Bearing reaction Q at point1、Q2、...、Qi、Qi+1、...、Qn；
Step 3)：If main push-towing rope sections internal force is T between node i and i-1i-1 k-1, main push-towing rope sections internal force between node i and i+1
It is Ti k-1, i-th hoist cable be equivalent to (F for the active force of node ixi k-1, Fyi k-1, Fzi k-1), i.e., at k-1 iteration end, node
I is in Ti-1 k-1, Ti k-1And (Fxi k-1, Fyi k-1, Fzi k-1) effect is issued to balance, modal displacement is 0, and according to geometrical relationship, kth is secondary
Load suffered by iteration start node i is Fi k(x, y, z).
Step 3 of the present invention) described in load, according to shown in Figure 10, computing formula is：
Notice that the hoist cable power that is now calculated and its equivalent load are calculation when not considering that hoist cable pendency is acted on,
Think the length that sling length is the upper and lower suspension centre line of hoist cable.In practical application, because this bridge type sling length is smaller, calculate
Precision fully meets requirement of engineering.
Step 4)：By step 3) power (F that obtainsxi k, Fyi k, Fzi k) replace (Fxi k-1, Fyi k-1, Fzi k-1), calculate main push-towing rope and exist
Displacement (Δ x under this group of power effecti k, Δ yi k, Δ zi k) and now main push-towing rope sections internal force Ti k, displacement is added to kth -1 time repeatedly
Coordinate (the x of kth time iteration node i is can obtain on the node coordinate in generationi k, yi k, zi k)。
Coordinate (the x obtained in step 3i k, yi k, zi k) iterative formula is：
6) using step 5) the space main cable alignment that obtains, re-establish girder unit, hoist cable unit, dorsal funciculus unit and set
Fixed corresponding boundary condition, finally establishes full-bridge FEM model under bridge completion state.
The inventive method specific embodiment：
1. science of bridge building overview
This bridge main design parameters are：Girder center line is located on the circular curve of R=44.5m, and correspondence central angle is 150 °,
Bridge floor 3.1m wide, bridge span 87.8m, overall length 119m；Sarasota uses cylindrical steel Sarasota, is 63 ° with ground angle, at top
Dorsal funciculus is set, and dorsal funciculus anchor is on the anchorage of ground；Main push-towing rope, hoist cable, dorsal funciculus use carbon guy of twisted steel cable, yield strength 1560MPa,
The a diameter of 85mm of main push-towing rope, in across vertical ratio of rise to span be 1/13；Hoist cable diameter is divided into 23mm and two kinds of 38mm, wherein common hoist cable is straight
Footpath 23mm, with a diameter of 38mm of hoist cable that Sarasota is joined directly together.Main push-towing rope is divided into three sections, in across main push-towing rope two ends and both sides end bay main push-towing rope
It is anchored on Sarasota respectively, does not set saddle, span is respectively 39.7m, 74.2m, 39.7m.Totally 49, hoist cable, wherein in across 23
Root, each 13 of both sides end bay, along symmetrical on the outside of curved beam.
2. bridge structure finite element is set up and its interpretation of result：
According to the inventive method, bridge completion state main cable alignment is calculated first, it is linear according to this, set up full-bridge FEM model
(Figure 11).
Wherein, curve girder 1 is simulated using beam element, and Sarasota 4 is simulated using truss element, main push-towing rope 2, hoist cable 3, dorsal funciculus 5
Simulated using cable elements, hoist cable 3 is connected by the simulation that is rigidly connected with curve girder 1.
Complete after modeling analysis, computing be analyzed to model, you can obtain main cable alignment under bridge completion state, internal force,
Parameters such as hoist cable internal force, hoist cable inclination angle, and list some numerical results, when wherein Figure 12 is bridge completion state the actual Suo Li of hoist cable and
Method of continuous beam with rigidity support hoist cable vertical force component comparison diagram, as a result shows that two hoist cable power being joined directly together with Sarasota 4 occur
Increase by a relatively large margin, remaining hangs cable force near the vertical force that method of continuous beam with rigidity support is obtained, and this kind of feature meets this
The characteristics of class bridge type " coupling hardness with softness ", hoist cable power is reasonably distributed；Figure 13 is main cable alignment under bridge completion state, and bridge completion state is linear suitable
Slide without mutation, meet the linear requirement of design；Figure 14-16 is bridge completion state girder bending moment diagram, torque diagram and stress diagram, bridge completion state
The moment of flexure of girder 1, moment of torsion are reasonably distributed, and maximum stress is much smaller than the bursting stress of the material of girder 1, and result above shows, adopts
This kind of method is used, the curved beam suspension bridge bridge completion state FEM model of rational unilateral suspention, its result of calculation essence can be set up
It is really reliable.
Modeling method of the present invention is not limited by the examples described above, as long as scope of the present invention patent and specification
The equal change that content is done and modification, should all remain within the scope of the patent.
Claims (2)
1. the curved beam suspension bridge modeling method that a kind of one side is suspended in midair, it is characterised in that comprise the following steps：
1) camber beam one side suspension bridge is reduced to " a straight line girder vertical single cable plane " suspension bridge, determines the initial line of main push-towing rope
Shape.
(1) according to girder, tower, cable geometrical relationship, draft need set up equivalent straight beam suspension bridge physical dimension data.
(2) segmentation calculates equivalent straight beam beam weight G '.
(3) according to the parameters obtained in (1), (2) step, equivalent straight beam suspension bridge model is quickly set up.
(4) all equivalent girder unit in the model set up in delete step (3), constrains main push-towing rope tower-top node, while will be main
Beam, hoist cable are equivalent to joint load form for the effect of main push-towing rope, are loaded on main push-towing rope node, account for the geometry of big displacement
Nonlinear analysis, obtains " a straight line girder vertical single cable plane " suspension bridge, and main push-towing rope is determined only by the initial of vertical force effect
It is linear.
2) " tri linear girder vertical single cable plane " suspension bridge model is set up.
According to step 1) in " a straight line girder vertical single cable plane " suspension bridge that obtains and unilateral suspention curved beam suspension bridge position
Relation, the axis centered on two overhead vertical projection lines, by " a straight line girder vertical single cable plane " side of suspension bridge two
Each rotated to an angle to curved beam center of circle direction across main push-towing rope, its anchor point is overlapped with ground anchor point, obtain " tri linear girder lead
Hang down single cable plane " suspension bridge model, finally obtain only by vertical force effect main push-towing rope " three rope faces " form it is initial linear.
3) iteration set up Space Curved-Beam suspension bridge into bridge model.
(1) shaped form girder FEM model is set up, vertical elastic support is all set up at girder correspondence suspension centre, so as to be formed just
Property supporting Continuous Beam Model.Computing is carried out for this model, bearing reaction at each suspension centre can be obtained, this counter-force is to be regarded as
Hoist cable vertical force component.
(2) according to step 2) main push-towing rope of " tri linear girder vertical rope face " form that obtains is initially linear, binding curve girder position
Put, determine angle of inclination and the sling length of every hoist cable, and then each hoist cable vertical force component obtained by step (1) is calculated and hung
Suo Li sizes.In the process, due to three-dimensional effect, every hoist cable inclination angle differs, so needing to calculate hoist cable power by root.
(3) by space force resolution, the form for being converted into joint load is carried in main push-towing rope section to the hoist cable power for obtaining step (2)
On point, and the geometrical nonlinear analysis of big displacement are accounted for for main push-towing rope, obtain new main cable alignment；Note now participating in fortune
The power of calculation is the equivalent joint load for substituting hoist cable power, and the active force that main push-towing rope bears is non-coplanar force.
(4) the new main cable alignment obtained according to (3), with reference to the position of virgin curve girder, both can obtain new geometry again
Relation, and then new Suo Li can be calculated；
(5) repeat step (3), (4) are until after last time computing, each modal displacement of main push-towing rope meets the condition of convergence, that is, led
Cable shape.During this cycle calculations, basic principle be to maintain that curved beam position is constant and each suspension centre at hoist cable vertical force component
It is constant, by the constantly position of amendment main push-towing rope node and internal force size, finally meet convergent requirement.
(6) the space main cable alignment obtained using step (5), is re-established girder unit, hoist cable unit, dorsal funciculus unit and set
Corresponding boundary condition, finally establishes full-bridge FEM model under bridge completion state.
2. bridge finite element modeling method according to claim 1, it is characterised in that step 1) (1st) step in institute
The straight beam sized data that stating to draft is specially：
The equivalent straight beam Suspension Bridge Tower position set up is identical with former curved beam suspension bridge.The distance between Sarasota be etc.
Effect straight beam suspension bridge stage casing girder length.Equivalent straight beam suspension bridge end bay segment length is Sarasota top and curved beam anchorage line in water
Projected length in plane.Sarasota height is highly identical with curved beam Suspension Bridge Tower.
After establishing equivalent straight beam beam length, suitable ratio of rise to span is selected, according still further to former hoist cable in the position of curved beam suspension centre, according to equivalent
Straight beam and the position relationship of curved beam, calculate the anchorage point of equivalent straight beam sling of suspension bridge and girder one by one.It should be noted that
Although former curved beam hoisting point position is to equidistantly distribute, the equivalent straight beam sling of suspension bridge spacing that conversion is obtained is not equidistant cloth
Put, need to successively be calculated hoist cable spacing.
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| CN108388716A (en) * | 2018-02-08 | 2018-08-10 | 长沙理工大学 | Plane equivalent analysis method and model of space stay cable |
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