CN106777778B - 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, this method includes several aspects: 1) camber beam unilateral side suspension bridge being reduced to " a straight line girder vertical single cable plane " suspension bridge under gravity equivalence principle, and calculate the initial linear of determining main push-towing rope.2) it is overlapped its anchor point with ground anchor point the rotation of " a straight line girder vertical single cable plane " suspension bridge end bay main push-towing rope, establishes " tri linear girder vertical single cable plane " suspension bridge model.3) iteration hoist cable angle and tension so that main push-towing rope is gradually inclined outwardly, ultimately form unilateral suspention Space Curved-Beam suspension bridge at bridge model.The method of the present invention " with straight Dai Qu ", the ingenious modeling for realizing complicated camber beam suspension bridge, calculated result is accurate, and computational efficiency is high, provides effective method for design, the construction of complex curve bridge.
Description
Technical field
The present invention relates to a kind of novel bridge structure finite element modeling methods, i.e., the curved beam suspension bridge of unilateral side suspention is limited
Meta Model method belongs to science of bridge building field and structure finite element Modeling Calculation analysis technical field.
Background technique
The curved beam suspension bridge of unilateral side suspention is a kind of novel bridge, it has the characteristics that 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 the Kai Erhaimu bridge of Germany, totally 2, Sa Sinici bridge, Santiago harbour bridge, free bridge, the peaceful bridge 3 in the U.S..
The Shanghai international tourism holiday resort Landscape Bridge that the country is only built up for 2015.
The curved beam suspension bridge of unilateral side suspention is made of king-tower, main push-towing rope, girder, hoist cable and anchorage, and structure, which has, merrily and lightheartedly to have a thorough knowledge of,
Line style is graceful, the stronger feature of span ability.After king-tower lateral displacement on the outside of girder or inside side suspend in midair girder.It is led
The form of beam is curve.It is in space curve that main push-towing rope, which deviates vertical guide certain angle, and two sides main push-towing rope forms significant angle at the top of king-tower.
The unilateral eccentric suspention girder of hoist cable, an only hoist cable rope face, and hoist cable tensioning forms space curved surface.
The rope face of main push-towing rope and hoist cable composition arranges that wherein suspension centre is equal along curve girder under hoist cable 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 form space curved surface, and surface geometry form is complicated, therefore how to determine
The so complicated key for becoming control Bridge Design, success or not of constructing at the linear of bridge space main push-towing rope and hanging rope face.It closes
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.
Currently, leading to as earth anchored suspension bridge and self-anchored suspension bridge about straight beam rope bridge model is established both at home and abroad
It crosses professional bridge finite element software to realize, such as Midas/Civil finite element software.But such software be not provided with it is this kind of
The professional method of novel unilateral suspention shaped form girder suspension bridge, can more apply without template and carry out the limited of such bridge
Member establishes model.
The innovative point of this patent is to realize the space main push-towing rope of curved beam suspension bridge based on Midas/Civil finite element software
And rope face manufacturing process, propose a kind of modeling method of the curved beam suspension bridge of unilateral suspention.
Summary of the invention
Technical problem
The characteristics of unilateral side suspention single cable plane curve suspension bridge beam bridge is bridge complex, has 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 ", lacks effective finite element modeling at present
Method carries out structural analysis.How the present straight line suspension bridge modeling technique of application is to solve the problems, such as that curve suspension bridge is asked as key
Topic.Needle of the present invention is based on the thought of " with straight Dai Qu ", proposes a kind of effective modeling method, calculate to this complicated bridge type
Precision is high, provides powerful measure to such Bridge Design.
Technical solution
1. a kind of curved beam suspension bridge modeling method of unilateral suspention, which is characterized in that specific step is as follows for this method:
1) it establishes camber beam unilateral side suspension bridge and is 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 the geometrical relationship of girder, tower, cable, the equivalent straight beam suspension bridge geometric dimension data for needing to establish are drafted.
Including end bay main span girder length, king-tower height, hoisting point position etc., the method is as follows:
" a straight line girder vertical single cable plane " suspension bridge is somebody's turn to do to be made of both sides span and middle span.The distance between Sarasota is i.e.
For equivalent straight beam suspension bridge middle section 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 identical as curved beam Suspension Bridge Tower height.After establishing equivalent straight beam beam length, select
Suitable ratio of rise to span is counted in the position of curved beam suspension centre according to the positional relationship of equivalent straight beam and curved beam one by one according still further to former hoist cable
Calculate the anchorage point of equivalent straight beam sling of suspension bridge and girder.Although should be noted that former curved beam hoisting point position is equidistant
Distribution, the equivalent straight beam sling of suspension bridge spacing to convert are not to be equally spaced, and hoist cable spacing need to successively be calculated.
(2) segmentation calculates equivalent straight beam beam weight G '.
Assuming that equivalent straight beam girder of suspension bridge length l ' obtained by (1), former curved beam length is l, weight G, then equivalent straight beam
Beam weight G '=l '/lG.
(3) according to parameters obtained in (1), (2) step, equivalent straight beam suspension bridge model is quickly established；
(4) all equivalent girder units in the model established in step (3) are deleted, constrain main push-towing rope tower-top node, simultaneously
Girder, hoist cable are equivalent to joint load form for the effect of main push-towing rope, is loaded on main push-towing rope node, accounts for big displacement
Geometrical nonlinear analysis.
" a straight line girder vertical single cable plane " suspension bridge is obtained by above step, and has determined main push-towing rope only by vertical masterpiece
It is initial linear.
2) " tri linear girder vertical single cable plane " suspension bridge model is established
According to the position for arriving " a straight line girder vertical single cable plane " suspension bridge and unilateral suspention curved beam suspension bridge in step 1)
Relationship, using two overhead vertical projection lines as center axis, by " a straight line girder vertical single cable plane " suspension bridge two sides
Across main push-towing rope to the respective rotation alpha angle in curved beam center of circle direction, it is overlapped its anchor point with ground anchor point, obtains " tri linear girder vertical
Single cable plane " suspension bridge model finally obtains the initial linear of main push-towing rope " the three rope faces " form only acted on by vertical force.
3) establish Space Curved-Beam suspension bridge at bridge model
(1) curved shape girder finite element model is established, is corresponded in girder and all sets up vertical elastic support at suspension centre, thus shape
At rigid support continuous girder model.Operation, bearing reaction at available each suspension centre are carried out for this model, this counter-force can recognize
To be hoist cable vertical force component.
(2) initial linear, the binding curve girder position of main push-towing rope " the three rope faces " form obtained according to step 2) determines
The tilt angle and sling length of every hoist cable, so it is big by each hoist cable vertical force component calculating hoist cable power that step (1) obtains
It is small.In the process, due to three-dimensional effect, every hoist cable inclination angle is all different, so needing to calculate hoist cable power by root.
(3) by space force resolution, the form for being converted into joint load is loaded in master the hoist cable power for obtaining step (2)
On cable node, and it is directed to the geometrical nonlinear analysis that main push-towing rope accounts for big displacement, obtains new main cable alignment；Pay attention to joining at this time
Power with operation is the equivalent joint load for substituting hoist cable power, and the active force that main push-towing rope is born is non-coplanar force.
(4) the new main cable alignment obtained according to (3), in conjunction with the position of virgin curve girder, the two is again available new
Geometrical relationship, and then new Suo Li can be calculated；
(5) step (3), (4) iteration several times are repeated, until each modal displacement of main push-towing rope, which meets, to be received after last time operation
Condition is held back to get main cable alignment is arrived.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 constantly correcting position and the internal force size of main push-towing rope node, finally meets convergent requirement.
By taking one section of main push-towing rope as an example, iterative step (2), (3), (4) mathematical formulae be described as follows:
Step (2): in across main push-towing rope n+1 main push-towing rope segment, the corresponding node serial number of load are divided by n load
Be followed successively by 1,2,3 ..., i, i+1 ... n, coordinate are 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 number is denoted as 1,2,3 ..., i, i+1 ..., n, hoist cable
Suo Liwei F1、F2、...、Fi、Fi+1、...、Fn, hoist cable and curved beam anchor point coordinate 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): main push-towing rope segment internal force is set between node i and i-1 as Ti-1 k-1, between node i and i+1 in main push-towing rope segment
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., in 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) reach balance, modal displacement 0, according to geometrical relationship, kth under effect
Load suffered by secondary iteration start node i is Fi k(x, y, z).
Load calculation formula described in step (3) of the present invention are as follows:
Notice that hoist cable power calculated and its equivalent load are the calculation not considered when hoist cable pendency acts at this time,
Think that sling length is the length of hoist cable or more suspension centre line.In practical application, since this bridge type sling length is smaller, calculate
Precision fully meets requirement of engineering.
Step (4): the power (F that step (3) is obtainedxi k, Fyi k, Fzi k) replacement (Fxi k-1, Fyi k-1, Fzi k-1), calculate main push-towing rope
Displacement (Δ x in the case where this group of power acts oni k, Δ yi k, Δ zi k) and main push-towing rope segment internal force T at this timei k, displacement is added to kth -1 time
Coordinate (the x of kth time iteration node i can be obtained on the node coordinate of iterationi k, yi k, zi k)。
Coordinate (x obtained in step 3i k, yi k, zi k) iterative formula are as follows:
(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 finite element model under bridge completion state is finally established.
Beneficial effect
The present invention targetedly proposes the modeling based on " with straight Dai Qu " according to this key feature of camber beam Spatial Cable
Method, the effective solution modeling problem of curve suspension bridge complexity.
This 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 establish " tri linear girder vertical single cable plane " suspension bridge model, realize finally by nonlinear iteration method
The model of " tri linear inclination single cable plane " unilateral suspention suspension bridge.Three step simplicity, from mature straight line suspension bridge modeling side
Method starts, and the modeling method of curve suspension bridge has been done step-by-step.
This method have the characteristics that it is quick, accurate, efficient, for such bridge type modeling provide a kind of practicable modeling
Method.
Detailed description of the invention
Lower attached drawing is only intended to that illustratively description and explain 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 positional 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；
The initial linear stress diagram of main push-towing rope that Fig. 7 present invention is only acted on by vertical force；
Fig. 8 curved beam method of continuous beam with rigidity support schematic diagram of the present invention；
The main push-towing rope stress diagram that Fig. 9 present invention is acted on by non-coplanar force；
Figure 10 hoist cable spatial position schematic diagram of the present invention；
Figure 11 curved beam suspension bridge global finite element model of the present invention；
Figure 12 model bridge completion state Suo Liyu reaction of bearing comparison diagram of the present invention.
Main cable alignment under Figure 13 model bridge completion state of the present invention；
Figure 14 model bridge completion state girder bending moment diagram of the present invention；
Figure 15 model bridge completion state Torsion of main beam figure of the present invention；
Figure 16 model bridge completion state girder stress diagram of the present invention；
Appended drawing reference: 1- curve girder；2- main push-towing rope；3- hoist cable；4- Sarasota；5- dorsal funciculus；6- curved beam anchorage；7- end bay master
Cable；Across main push-towing rope in 8-；The equivalent straight beam of 9-；10- straight beam anchorage；11- straight beam Suspension Bridge Tower；
Specific embodiment
To keep purpose, modeling process and the advantage of the invention implemented clearer, below in conjunction with attached drawing of the present invention, to this
The modeling method of invention is further described in more detail.
The present invention provides a kind of curved beam suspension bridge modeling method of unilateral suspention, Bridges are as shown in Figure 1-3, main
It to be made 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 in across main push-towing rope 8.
A kind of curved beam suspension bridge modeling method of unilateral suspention of the present invention, includes the following steps.
1. it is initially linear to establish the space main push-towing rope only acted on by vertical force；
1) according to the geometrical relationship of curve girder 1, main push-towing rope 2, Sarasota 4, the equivalent straight beam suspension bridge for needing to establish is drafted, such as
Shown in Fig. 4.The 4 vertex position of equivalent straight beam Suspension Bridge Tower established is identical as former curved beam 4 vertex of 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
4 top of tower and the projected length of 6 line of curved beam anchorage 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 established；
4) straight beam element in case-deleted models, while by equivalent straight beam 9, effect of the hoist cable 3 for main push-towing rope 2, it is equivalent to save
Point loading form is loaded on main push-towing rope node, as shown in Figure 6.
5) according to the positional relationship of equivalent straight beam suspension bridge and curved beam suspension bridge, in Midas/Civil finite element model,
By straight beam suspension bridge model two sides across 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 at former curved beam Analysis of Suspension Bridges ' Anchorage 6, can be obtained only by vertical force act on main push-towing rope it is initially linear, as shown in Figure 7；
2. establishing the finite element model for containing only curved beam using method of continuous beam with rigidity support, hoist cable vertical force component is obtained, in turn
According to space main push-towing rope, the spatial relation of girder and hoist cable, by continuous iteration hoist cable power size and angle, thus obtain by
Main cable alignment under non-coplanar force effect；
3. utilizing " tri linear vertical rope face " space main cable alignment, curve girder Unit 1, hoist cable Unit 3, back are re-established
Rope Unit 5 simultaneously sets corresponding boundary condition, finally establishes full-bridge finite element model under bridge completion state.
Specifically:
1) curved shape girder finite element model as shown in Figure 8 is established, is all set up at the corresponding suspension centre of curve girder 1 vertical
Resilient support, to form rigid support continuous girder model.Operation is carried out for this model, bearing is anti-at available each suspension centre
Power, this counter-force are regarded as hoist cable vertical force component；
2) main push-towing rope " three rope faces " form is initial linear, and the position of binding curve girder 1 determines the inclination angle of every hoist cable
Degree and sling length, and then each hoist cable vertical force component being calculated calculates hoist cable power size.In the process, since space is imitated
It answers, every hoist cable inclination angle is all different, 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 loaded in main push-towing rope node
Upper (figure
9) geometrical nonlinear analysis for, and for main push-towing rope accounting for big displacement, obtains new main cable alignment；Pay attention at this time
The power for participating in operation is the equivalent joint load for substituting hoist cable power, and the active force that main push-towing rope is born is non-coplanar force.
4) according to the new main cable alignment that 3) obtains, in conjunction with the position of virgin curve girder 1, the two is again available new several
What relationship, and then new Suo Li can be calculated；
5) step 3), 4) iteration several times are repeated, until each modal displacement of main push-towing rope meets convergence item after last time operation
Part to get arrive 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 constantly correcting position and the internal force size of main push-towing rope node, finally meets convergent requirement.
In across for, iterative step 2), 3) mathematical formulae, 4) is described as follows:
Step 2): in across main push-towing rope 8 n+1 main push-towing rope segment, the corresponding node serial number of load are divided by n load
Be followed successively by 1,2,3 ..., i, i+1 ... n, coordinate are 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 number is denoted as 1,2,3 ..., i, i+1 ..., n, hoist cable
Suo Liwei F1、F2、...、Fi、Fi+1、...、Fn, hoist cable and curved beam anchor point coordinate 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): main push-towing rope segment internal force is set between node i and i-1 as Ti-1 k-1, main push-towing rope segment internal force between node i and i+1
For 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., in k-1 iteration end, node
I is in Ti-1 k-1, Ti k-1And (Fxi k-1, Fyi k-1, Fzi k-1) reach balance, modal displacement 0, according to geometrical relationship, kth time under effect
Load suffered by iteration start node i is Fi k(x, y, z).
Load described in step 3) of the present invention, according to shown in Figure 10, calculation formula are as follows:
Notice that hoist cable power calculated and its equivalent load are the calculation not considered when hoist cable pendency acts at this time,
Think that sling length is the length of hoist cable or more suspension centre line.In practical application, since this bridge type sling length is smaller, calculate
Precision fully meets requirement of engineering.
Step 4): the power (F that step 3) is obtainedxi k, Fyi k, Fzi k) replacement (Fxi k-1, Fyi k-1, Fzi k-1), it calculates main push-towing rope and exists
Displacement (Δ x under this group of power effecti k, Δ yi k, Δ zi k) and main push-towing rope segment internal force T at this timei k, displacement is added to kth -1 time repeatedly
Coordinate (the x of kth time iteration node i can be obtained on the node coordinate in generationi k, yi k, zi k)。
Coordinate (x obtained in step 3i k, yi k, zi k) iterative formula are as follows:
6) the space main cable alignment obtained using step 5), is re-established girder unit, hoist cable unit, dorsal funciculus unit and set
Fixed corresponding boundary condition, finally establishes full-bridge finite element model under bridge completion state.
The method of the present invention specific embodiment:
1. science of bridge building overview
This bridge main design parameters are as follows: girder center line is located on the circular curve of R=44.5m, and corresponding central angle is 150 °,
Bridge floor wide 3.1m, 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 are all made of carbon guy of twisted steel cable, yield strength 1560MPa,
Main push-towing rope diameter be 85mm, 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
Diameter 23mm, the hoist cable diameter being connected directly with Sarasota are 38mm.Main push-towing rope is divided into three sections, in across main push-towing rope both ends and two sides across 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, two sides are symmetrical on the outside of curved beam across each 13.
2. bridge structure finite element is established and its interpretation of result:
It is linear according to this according to the method for the present invention, first calculating bridge completion state main cable alignment, establish full-bridge finite element 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
It is all made of cable elements simulation, hoist cable 3 is connect using rigid connection simulation with curve girder 1.
Complete modeling analysis after, to model carry out analytic operation, can be obtained main cable alignment under bridge completion state, internal force,
The parameters such as hoist cable internal force, hoist cable inclination angle, and some numerical results are listed, hoist cable practical Suo Liyu when wherein Figure 12 is bridge completion state
Method of continuous beam with rigidity support hoist cable vertical force component comparison diagram goes out two hoist cable power being connected directly with Sarasota 4 as the result is shown and occurs
Increase by a relatively large margin, remaining hangs cable force near the vertical force that method of continuous beam with rigidity support obtains, and such 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
It slides without mutation, meets and design linear requirement；Figure 14-16 is bridge completion state girder bending moment diagram, torque diagram and stress diagram, bridge completion state
1 moment of flexure of girder, torque are reasonably distributed, and maximum stress is much smaller than the bursting stress of 1 material of girder, and result above shows to adopt
With such method, the curved beam suspension bridge bridge completion state finite element model of reasonable unilateral suspention, calculated result essence can establish
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 same variation and modification that content is done, should all remain within the scope of the patent.
Claims (2)
1. a kind of curved beam suspension bridge modeling method of unilateral suspention, which comprises the following steps:
1) camber beam unilateral 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 the geometrical relationship of girder, tower, cable, the equivalent straight beam suspension bridge geometric dimension data for needing to establish are drafted；
(2) segmentation calculates equivalent straight beam beam weight G '；
(3) according to parameters obtained in (1), (2) step, equivalent straight beam suspension bridge model is quickly established；
(4) all equivalent girder units in the model established in step (3) are deleted, constrain main push-towing rope tower-top node, while will lead
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 it is initial to be determined that main push-towing rope is only acted on by vertical force
It is linear；
2) " tri linear girder vertical single cable plane " suspension bridge model is established；
The position of " a straight line girder vertical single cable plane " suspension bridge according to obtained in step 1) and unilateral suspention curved beam suspension bridge
Relationship, using two overhead vertical projection lines as center axis, by " a straight line girder vertical single cable plane " suspension bridge two sides
It respectively rotates by a certain angle across main push-towing rope to curved beam center of circle direction, is overlapped its anchor point with ground anchor point, obtains " tri linear girder lead
Hang down single cable plane " suspension bridge model, finally obtain the initial linear of main push-towing rope " the three rope faces " form only acted on by vertical force；
3) iteration establish Space Curved-Beam suspension bridge at bridge model；
(1) curved shape girder finite element model is established, is corresponded in girder and all sets up vertical elastic support at suspension centre, to be formed rigid
Property bearing Continuous Beam Model, carry out operation for this model, bearing reaction at available each suspension centre, this counter-force is regarded as
Hoist cable vertical force component；
(2) main push-towing rope of " the tri linear girder vertical rope face " form obtained according to step 2) is initially linear, binding curve girder position
It sets, determines the tilt angle and sling length of every hoist cable, and then each hoist cable vertical force component calculating obtained by step (1) is hung
Suo Li size, in the process, due to three-dimensional effect, every hoist cable inclination angle is all different, so needing to calculate hoist cable power by root；
(3) by space force resolution, the form for being converted into joint load is loaded in main push-towing rope section the hoist cable power for obtaining step (2)
On point, and it is directed to the geometrical nonlinear analysis that main push-towing rope accounts for big displacement, obtains new main cable alignment；Pay attention to participating in fortune at this time
The power of calculation is the equivalent joint load for substituting hoist cable power, and the active force that main push-towing rope is born is non-coplanar force；
(4) the new main cable alignment obtained according to (3), in conjunction with the position of virgin curve girder, the two and available new geometry
Relationship, and then new Suo Li can be calculated；
(5) step (3), (4) are repeated until after last time operation, each modal displacement of main push-towing rope meets the condition of convergence to get master is arrived
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 constantly correcting position and the internal force size of main push-towing rope node, 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 finite element model under bridge completion state.
2. a kind of curved beam suspension bridge modeling method of unilateral suspention according to claim 1, which is characterized in that step 1)
The straight beam dimension data drafted is needed described in (1) step specifically:
The equivalent straight beam Suspension Bridge Tower position established is identical as former curved beam suspension bridge, and the distance between Sarasota is etc.
Straight beam suspension bridge middle section girder length is imitated, equivalent straight beam suspension bridge end bay segment length is with curved beam anchorage line at the top of Sarasota in water
Projected length in plane, Sarasota height are identical as curved beam Suspension Bridge Tower height；After establishing equivalent straight beam beam length, it is suitable to select
Ratio of rise to span, according to the positional relationship of equivalent straight beam and curved beam, calculated one by one etc. according still further to former hoist cable in the position of curved beam suspension centre
Imitate the anchorage point of straight beam sling of suspension bridge and girder, it should be noted that although former curved beam hoisting point position is to equidistantly distribute,
The obtained equivalent straight beam sling of suspension bridge spacing that converts is not to be equally spaced, and hoist cable spacing need to successively be calculated.
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| CN108130854A (en) * | 2018-01-22 | 2018-06-08 | 中铁大桥勘测设计院集团有限公司 | A kind of New Cable-stayed Bridge girder Pre-camber Setting Method |
| CN108388716B (en) * | 2018-02-08 | 2021-07-02 | 长沙理工大学 | Plane equivalent analysis method of space stay cable and construction method of model |
| CN108491635B (en) * | 2018-03-26 | 2022-04-12 | 东南大学 | Method for jointly calculating boom force and main cable line shape of suspension bridge |
| CN110990913B (en) * | 2019-11-13 | 2022-06-03 | 中铁大桥勘测设计院集团有限公司 | Side span shape finding method adopting horizontal plane internal force control |
| JP6992120B2 (en) * | 2020-05-19 | 2022-01-13 | 株式会社巴コーポレーション | Shape design method for suspension materials in structures including long wire rods |
| CN111931400B (en) * | 2020-07-17 | 2023-08-22 | 中铁大桥勘测设计院集团有限公司 | Method for determining number of crossed slings of bridge of cooperative system |
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| CN114910031B (en) * | 2022-06-27 | 2023-07-04 | 重庆交通大学 | Suspension bridge health monitoring method, system, computer equipment and storage medium |
| CN118246129B (en) * | 2024-05-28 | 2024-08-09 | 四川省交通勘察设计研究院有限公司 | Large-span suspension bridge main cable bridge formation linear analysis method, system, terminal and medium |
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