CN114692467A - Intelligent rapid cable adjusting method for reasonable bridge forming state of three-tower cable-stayed bridge - Google Patents

Intelligent rapid cable adjusting method for reasonable bridge forming state of three-tower cable-stayed bridge Download PDF

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CN114692467A
CN114692467A CN202210405359.1A CN202210405359A CN114692467A CN 114692467 A CN114692467 A CN 114692467A CN 202210405359 A CN202210405359 A CN 202210405359A CN 114692467 A CN114692467 A CN 114692467A
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cable
force
tower
bridge
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CN114692467B (en
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高庆飞
李其远
闫啸坤
徐浩
史伟鉴
刘成庆
刘洋
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Guoneng Transportation Technology Research Institute Co ltd
Heilongjiang Communication And Investment Engineering Construction Co ltd
Heilongjiang Longjian Road & Bridge First Engineering Co ltd
Heilongjiang Longjian Road And Bridge No5 Engineering Co ltd
Harbin Institute of Technology
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Guoneng Transportation Technology Research Institute Co ltd
Heilongjiang Communication And Investment Engineering Construction Co ltd
Heilongjiang Longjian Road & Bridge First Engineering Co ltd
Heilongjiang Longjian Road And Bridge No5 Engineering Co ltd
Harbin Institute of Technology
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Abstract

An intelligent and rapid cable adjusting method for a reasonable bridge forming state of a three-tower cable-stayed bridge relates to a cable adjusting method for a cable-stayed bridge in a bridge forming state. Establishing a finite element model, calculating the internal force of the cross section by taking the unit force of all stay cable forces as 1, taking bending moment as a main control factor, substituting the structural bending moment into an objective function to obtain a standing value equation, making the initial tension of the stay cable be 0, adjusting the rigidity of the main beam and the cable towers to obtain the cable force 1 meeting the standing value equation, assigning the cable force with a negative value to obtain the cable force 2, substituting the cable force into the finite element model before adjusting the rigidity, limiting the displacement of the main beam and the cable towers at two sides to obtain the cable force 3, carrying out cable force fine adjustment to obtain the cable force 4, checking whether the main cross section stress is reasonable under the most unfavorable combination effect of load, and carrying out fine adjustment again if not reasonable until finally obtaining the reasonable cable force 5. The method can be well applied to the problem of optimizing the cable force of the three-tower cable-stayed bridge, and can quickly obtain a group of optimized cable force in the bridge-forming cable force adjusting stage, so that the structural stress is more reasonable.

Description

Intelligent rapid cable adjusting method for reasonable bridge forming state of three-tower cable-stayed bridge
Technical Field
The invention relates to a cable adjusting method for a cable-stayed bridge in a bridge forming state, in particular to an intelligent and rapid cable adjusting method for a three-tower cable-stayed bridge in a reasonable bridge forming state, and belongs to the technical field of cable-stayed bridge construction.
Background
The large-span cable-stayed bridge is used as the throat of a traffic line and plays an increasingly important role in the road construction process. The cable-stayed bridge is a combined system bridge consisting of a main beam, a cable tower and a stay cable, and has the main stress characteristics that: the main beam is hoisted at multiple points by the stay cables, so that the constant load and the live load are transmitted to the cable tower and then transmitted to the foundation through the cable tower. In recent years, with the urgent need of river-crossing and sea-crossing traffic construction and the increase of the single-hole span of a bridge, the conventional double-tower cable-stayed bridge no longer meets the requirements of related stress and bridge span arrangement, and the increase of the number of towers and the span of the cable-stayed bridge becomes an effective solution on the premise that the single-span is limited. Therefore, the three-tower cable-stayed bridge is a new development trend of the cable-stayed bridge due to the fact that the three-tower cable-stayed bridge can adapt to the construction conditions of multi-line navigation.
The cable-stayed bridge is a high-order statically indeterminate structure, the stay cable is a main bearing and force transmission component, and the stress of the main beam and the cable tower is sensitive to the cable force, so that the determination of the stay cable force is in the core position in the determination of the reasonable bridging state of the cable-stayed bridge, and meanwhile, the size of the stay cable force has direct influence on the bridge engineering cost. Because the cable force of the stayed cable has adjustability, for any cable-stayed bridge structural system, under the determined load condition, the group of cable forces is always tried to be found, so that one or more indexes reflecting the structural performance of the structural system are optimized. For a common reasonable bridging state cable force optimization method of a double-tower cable-stayed bridge or a single-tower cable-stayed bridge, related scholars at home and abroad obtain certain research results.
However, compared with conventional double-tower and single-tower cable-stayed bridges, the three-tower cable-stayed bridge has a significant difference in mechanical behavior in addition to the difference in appearance. For a three-tower cable-stayed bridge, when load acts on one midspan, a loaded midspan main beam generates downwarping, an adjacent bridge tower deflects to a loaded hole, the adjacent midspan deflects upwards, and the bridge tower on the other side generates displacement opposite to that of the loaded hole bridge tower. Because no side anchor cable is used for controlling the displacement of the middle tower, the function of the inhaul cable system is difficult to be fully exerted. When a load is applied to adjacent holes, the loaded holes will deflect downwards, and the pylon will deform in the opposite direction to the former case, which still results in excessive deformation of the entire structure, meaning that each member of the structure is subjected to two internal forces in opposite directions, resulting in a higher stress amplitude in the member. Therefore, the existing method for adjusting the cable force of the reasonable bridging state of the double-tower and single-tower cable-stayed bridge cannot be well applied to the structural system of the three-tower cable-stayed bridge, the phenomenon that the local cable force is extremely unreasonable often occurs, the bending internal force of the tower is difficult to be considered, the structural stress is optimized through the adjustment of the cable force of the reasonable bridging state, the overall rigidity of the structure is improved, and the method is a key technical problem to be solved urgently in the structural design of the three-tower cable-stayed bridge.
Disclosure of Invention
Aiming at the defects in the prior art, the invention provides an intelligent quick cable adjusting method for a reasonable bridge-forming state of a three-tower cable-stayed bridge, which can be well applied to the problem of optimizing the cable force of the three-tower cable-stayed bridge, and can quickly obtain a group of optimized cable force in the bridge-forming cable force adjusting stage, so that the structural stress is more reasonable.
In order to achieve the purpose, the invention adopts the following technical scheme: a reasonable bridge-forming state intelligent rapid cable adjusting method for a three-tower cable-stayed bridge comprises the following steps:
the method comprises the following steps: according to the size combination structure requirement of the three-tower cable-stayed bridge, establishing a finite element model of a space rod system, wherein the cable force of all the cables under the condition of being set into a bridge is as follows:
Figure BDA0003601623970000021
wherein x isiFor each cable, i is 1,2,3, …, n;
step two: let all stay cables force { xi}n×1＝{1}n×1I.e. xi1, the bending moment generated by the structure under the action of the unit force of the ith guy rope of 1 is
Figure BDA0003601623970000022
Axial force of
Figure BDA0003601623970000023
Shear force is
Figure BDA0003601623970000024
The bending moment, the axial force and the shearing force of the structure generated under the action of the cable force of all the inhaul cables and the secondary load are respectively as follows:
Figure BDA0003601623970000031
Figure BDA0003601623970000032
Figure BDA0003601623970000033
wherein M ispBending moment, N, generated under secondary load as a basic systempAxial force, Q, generated under secondary load as a basic systempN is the number of the stay ropes in order to generate shearing force under the second stage load of the basic system,
the energy that girder and cable tower accumulated at this moment is respectively:
main beam
Figure BDA0003601623970000034
Cable tower
Figure BDA0003601623970000035
Wherein E is elastic modulus, I is bending resistance inertia distance, A is section area, G is shear modulus, and k is shear stress non-uniformity coefficient;
step three: establishing an objective function:
W＝Ug+φUt
the shearing force and the axial force are not considered by taking the bending moment as a main control factor, and the objective function can be simplified as follows:
Figure BDA0003601623970000036
wherein W is the total energy cost consumed by the structure, and phi is the ratio of the energy cost of the cable tower to the energy cost of the main beam;
step four: substituting the bending moment of the structure into the objective function:
Figure BDA0003601623970000041
wherein the content of the first and second substances,
Figure BDA0003601623970000042
Figure BDA0003601623970000043
Figure BDA0003601623970000044
δii，δij，Δipan intermediate variable related to the structural stiffness, xjThe cable force corresponding to the jth cable, j is 1,2,3, …, n and j is not equal to i, and the bending moment generated by the structure under the action of the jth cable with the unit force of 1 is
Figure BDA0003601623970000045
Step five: internal force capture value:
Figure BDA0003601623970000046
obtaining a standing value equation:
Figure BDA0003601623970000047
step six: the initial tension of all the inhaul cables is 0 to obtain the cable force
Figure BDA0003601623970000048
Figure BDA0003601623970000049
Adjusting the rigidity of the main beam and the cable tower to make the section bending moment of inertia IyyThe size of the composite material is reduced,then, calculating the internal force of the structure under static load to obtain the cable force
Figure BDA00036016239700000410
Figure BDA0003601623970000051
If cable force
Figure BDA0003601623970000052
If the equation of the standing value is satisfied, the seventh step is carried out, if the equation of the standing value is not satisfied, the I is adjustedyyBy a reduced factor up to the cable force
Figure BDA0003601623970000053
The standing value equation is satisfied;
step seven: according to a group of cable forces meeting the standing value equation obtained by solving
Figure BDA0003601623970000054
According to the principle of rationality of the cable force, the negative cable force is assigned according to the adjacent cable force value to obtain the cable force
Figure BDA0003601623970000055
Figure BDA0003601623970000056
Step eight: will cable force
Figure BDA0003601623970000057
Substituting into a finite element model before adjusting the rigidity, and limiting the value range of the vertical displacement u of the intersection position of the main beam and the inhaul cable in the bridge stage:
Figure BDA0003601623970000058
level limiting the crossing position of the cable tower and the stay cable at two sidesThe displacement is within the range of +/-10 mm, and a group of cable forces are obtained through calculation
Figure BDA0003601623970000059
Figure BDA00036016239700000510
Step nine: cable force fine adjustment is carried out according to a bending moment diagram of the main beam and the cable tower, and except for the cable force allowed by a pair of cables at the middle of each cable tower and three pairs of cables at the edges of two sides to have sudden change, the other cables meet the principle that the cable force gradually increases from a short cable to a long cable, and the cable force is obtained
Figure BDA00036016239700000511
Figure BDA00036016239700000512
Step ten: checking whether the most unfavorable combination of loads and the stress of the main section under the action of live load are reasonable, if not, returning to the step nine for fine adjustment again until the reasonable cable force in the bridge forming stage is finally obtained
Figure BDA0003601623970000061
Figure BDA0003601623970000062
Compared with the prior art, the invention has the beneficial effects that: the invention solves the problem that the existing reasonable bridge-forming state cable force adjusting method for a double-tower cable-stayed bridge and a single-tower cable-stayed bridge cannot be well applied to the cable force optimization of the three-tower cable-stayed bridge, provides a reasonable bridge-forming state intelligent quick cable force adjusting method aiming at the special stress mode of a complex structure system of the three-tower cable-stayed bridge, does not need complex function calculation, can quickly obtain a group of optimized cable forces in the bridge-forming cable force adjusting stage, and enables the stress of the complex structure of the three-tower cable-stayed bridge to be more reasonable.
Drawings
FIG. 1 is a flow chart of the present invention;
FIG. 2 is a finite element model of a three-tower cable-stayed bridge constructed in the embodiment;
FIG. 3 is a drawing of an embodiment
Figure BDA0003601623970000063
The cable force diagram of (1), which draws half of the stay cables;
FIG. 4 is a drawing of an embodiment
Figure BDA0003601623970000064
The cable force diagram of (1), which draws half of the stay cables;
FIG. 5 is a drawing of an embodiment
Figure BDA0003601623970000065
The cable force diagram of (1), which draws half of the stay cables;
FIG. 6 is a drawing of an embodiment
Figure BDA0003601623970000066
A cable force diagram of (1) in which all the stay cables are drawn;
FIG. 7 is a graph of the full-bridge bending moment after the final optimization of the cable force.
Detailed Description
The technical solutions in the present invention will be described clearly and completely with reference to the accompanying drawings in the embodiments of the present invention, and it is obvious that the described embodiments are only a part of the embodiments of the invention, rather than all embodiments, and all other embodiments obtained by those skilled in the art without any creative work based on the embodiments of the present invention belong to the protection scope of the present invention.
As shown in fig. 1, an intelligent fast cable adjusting method for a reasonable bridging state of a three-tower cable-stayed bridge comprises the following steps:
the method comprises the following steps: according to the size of the three-tower cable-stayed bridge, a space rod system finite element model is established corresponding to the construction requirement, and the cable force of all the cables under the bridge setting state is as follows:
Figure BDA0003601623970000071
wherein x isiFor each cable, i is 1,2,3, …, n;
step two: let all stay cables force { xi}n×1＝{1}n×1I.e. xi1, the bending moment generated by the structure under the action of the unit force of the ith guy rope being 1 is
Figure BDA0003601623970000072
Axial force of
Figure BDA0003601623970000073
Shear force is
Figure BDA0003601623970000074
The bending moment, the axial force and the shearing force of the structure generated under the action of the cable force of all the inhaul cables and the secondary load are respectively as follows:
Figure BDA0003601623970000075
Figure BDA0003601623970000076
Figure BDA0003601623970000077
wherein M ispBending moment, N, generated under secondary load as a basic systempAxial force, Q, generated under secondary load as a basic systempN is the number of the stay ropes in order to generate shearing force under the second stage load of the basic system,
because the cable-stayed bridge belongs to a beam type rod piece structure, the energy accumulated by the main beam and the cable tower at the moment is respectively:
main beam
Figure BDA0003601623970000078
Cable tower
Figure BDA0003601623970000079
Wherein E is elastic modulus, I is bending resistance inertia distance, A is section area, G is shear modulus, and k is shear stress non-uniformity coefficient;
step three: starting from the economic indexes of the structure, an objective function is established:
W＝Ug+φUt
because the potential energy caused by the axial force and the shearing force is small and can be ignored, the shearing force and the axial force are not considered by taking the bending moment as a main control factor, and the objective function can be simplified as follows:
Figure BDA0003601623970000081
wherein W is the total energy cost consumed by the structure, and phi is the ratio of the energy cost of the cable tower to the energy cost of the main beam;
step four: substituting the bending moment of the structure into the objective function:
Figure BDA0003601623970000082
wherein the content of the first and second substances,
Figure BDA0003601623970000083
Figure BDA0003601623970000084
Figure BDA0003601623970000085
δii，δij，Δipan intermediate variable related to the structural stiffness, xjThe cable force corresponding to the jth cable, j is 1,2,3, …, n and j is not equal to i, and the bending moment generated by the structure under the action of the jth cable with the unit force of 1 is
Figure BDA0003601623970000086
Step five: in order to minimize the total energy cost of the structure, i.e. the total cost, a suitable cable force x is selectediInternal force capture value:
Figure BDA0003601623970000087
the standing value equation can be derived:
Figure BDA0003601623970000091
step six: the initial tension of all the stay cables is 0 to obtain the cable force
Figure BDA0003601623970000092
Figure BDA0003601623970000093
Adjusting the rigidity of the main beam and the cable tower to make the section bending moment of inertia IyyReduction by 5X 10mMultiplying (the value of m is recommended to be 5-7), and then calculating the structure static load internal force to obtain the cable force
Figure BDA0003601623970000094
Figure BDA0003601623970000095
If cable force
Figure BDA0003601623970000096
If the standing value equation is satisfied, the seventh step is carried out, and if the standing value equation is not satisfied, the value of m is adjusted until the cable force is reached
Figure BDA0003601623970000097
The standing value equation is satisfied;
step seven: according to a group of cable forces which are obtained by solving and satisfy a standing value equation
Figure BDA0003601623970000098
According to the principle of rationality of the cable force, the negative cable force is assigned according to the adjacent cable force value to obtain the cable force
Figure BDA0003601623970000099
Figure BDA00036016239700000910
Step eight: will cable force
Figure BDA00036016239700000911
Substituting into a finite element model before adjusting the rigidity, and limiting into the value range of the vertical displacement u of the intersection position of the main beam and the stay cable in the bridge stage:
Figure BDA00036016239700000912
limiting the horizontal displacement of the intersecting positions of the cable towers and the inhaul cables at two sides to be +/-10 mm, and calculating to obtain a group of cable forces
Figure BDA00036016239700000913
Figure BDA0003601623970000101
Step nine: according to the bending moment diagram of the main beam and the cable tower, cable force is finely adjusted through cable control, and each cable tower is removedThe cable force is allowed to have sudden change by the pair of the cables at the middle and the three pairs of the cables at the edges at the two sides, so that the rest cables meet the principle that the cable force gradually increases from the short cable to the long cable, and the cable force is obtained
Figure BDA0003601623970000102
Figure BDA0003601623970000103
Step ten: checking whether the most unfavorable combination of loads and the stress of the main section under the action of live load are reasonable, if not, returning to the step nine for fine adjustment again until the reasonable cable force in the bridge forming stage is finally obtained
Figure BDA0003601623970000104
Figure BDA0003601623970000105
Examples
The intelligent quick cable adjusting method for the reasonable bridging state of the three-tower cable-stayed bridge, provided by the invention, provides great convenience for designers to quickly and accurately determine the bridging cable force of the three-tower cable-stayed bridge, and the whole process is clearly and completely described by combining the technical scheme of the invention with the embodiment. In this embodiment, according to the five-bridge in the Changjiang river of Nanjing, the bridge span is arranged as 80+218+600+600+218+80 ═ 1796m, and a longitudinal diamond type cable-tower central double-cable-surface three-tower combination beam cable-stayed bridge is adopted.
Referring to fig. 2, a finite element model of a three-tower cable-stayed bridge is established according to a drawing, wherein a girder and a cable tower are simulated by using girder units, a stay cable is simulated by using truss units, the number of the stay cables is 120 pairs in total, the number rule of the stay cables is that the stay cables are numbered from the side-span side diagonal stay cables of the side tower and are marked as a 1-a 20, the number of the mid-span side diagonal stay cables is marked as B1-B20, the number of the stay cables on the middle tower is marked as C1-C20, the cable force of all the stay cables is 0, and the full bridge is established by using 718 units and 856 nodes.
After repeated trial and errorCalculating, relating the main beam and the cable tower to each otheryyReduction by 5X 106Solving the times to obtain the cable force
Figure BDA0003601623970000111
Assigning the negative cable force reference to the adjacent cable force value to obtain the cable force
Figure BDA0003601623970000112
Referring to fig. 3, the stay cable diagram only draws half of the stay cables according to the symmetry of the bridge structure.
Substituting the set of cable force into a parking value equation
Figure BDA0003601623970000113
The result of the equation set obtained by calculation is 0, and the requirement of reasonable cable force is met.
In the finite element model, the displacement of the intersection position of the main beam and the stay cable is controlled within +/-5 mm according to the bridge length, and the displacement of the intersection position of the cable towers and the stay cables on the two sides is restrained within +/-10 mm to obtain cable force
Figure BDA0003601623970000114
The cable diagram is shown with reference to fig. 4, where the stay cables are drawn with only half of the stay cables as well.
Fine adjustment is carried out on the cable force according to the principle to obtain the cable force
Figure BDA0003601623970000115
The cable force satisfies the conditions that the cable force of a short cable is small, the cable force of a long cable is large, the trend of increasing is presented, but the cable force is allowed to have sudden change for the pair of cables at the middle of each cable tower and the three pairs of cables at the edges of two sides, and finally the three pairs of cables are substituted into the worst load combination checking calculation to obtain the reasonable bridge-forming cable force
Figure BDA0003601623970000116
The force diagram is shown in fig. 5-6, wherein fig. 5 only draws half of the stay cable, fig. 6 shows the whole stay cable, and the full-bridge bending moment is presentReferring to fig. 7, it can be seen that the fluctuation of the bending moment of the whole beam is small, the peak value is relatively small, the cable force distribution is uniform, the bending moment of the tower bottom of the cable tower is proper, and the final cable force is proper
Figure BDA0003601623970000117
In order to reasonably generate bridge cable force.
It will be evident to those skilled in the art that the invention is not limited to the details of the foregoing illustrative embodiments, and that the present invention may be embodied in other specific forms without departing from the spirit or essential attributes thereof. The present embodiments are therefore to be considered in all respects as illustrative and not restrictive, the scope of the invention being indicated by the appended claims rather than by the foregoing description, and all changes which come within the meaning and range of equivalency of the claims are therefore intended to be embraced therein. Any reference sign in a claim should not be construed as limiting the claim concerned.
Furthermore, it should be understood that although the present description refers to embodiments, not every embodiment may contain only a single embodiment, and such description is for clarity only, and those skilled in the art should integrate the description, and the embodiments may be combined as appropriate to form other embodiments understood by those skilled in the art.

Claims (2)

1. A three-tower cable-stayed bridge intelligent rapid cable adjusting method in a reasonable bridge forming state is characterized in that: the method comprises the following steps:
the method comprises the following steps: according to the size combination structure requirement of the three-tower cable-stayed bridge, establishing a finite element model of a space rod system, wherein the cable force of all the cables under the condition of being set into a bridge is as follows:
Figure FDA0003601623960000011
wherein x isiFor each cable, i is 1,2,3, …, n;
step two: let all stay cables force { xi}n×1＝{1}n×1I.e. xi1, the bending moment generated by the structure under the action of the unit force of the ith guy rope of 1 is
Figure FDA0003601623960000012
Axial force of
Figure FDA0003601623960000013
Shear force is
Figure FDA0003601623960000014
The bending moment, the axial force and the shearing force of the structure generated under the action of the cable force of all the inhaul cables and the secondary load are respectively as follows:
Figure FDA0003601623960000015
Figure FDA0003601623960000016
Figure FDA0003601623960000017
wherein M ispBending moment, N, generated under secondary load as a basic systempAxial force, Q, generated under secondary load as a basic systempN is the number of the stay ropes in order to generate shearing force under the second stage load of the basic system,
the energy that girder and cable tower accumulated at this moment is respectively:
main beam
Figure FDA0003601623960000018
Cable tower
Figure FDA0003601623960000019
Wherein E is elastic modulus, I is bending resistance inertia distance, A is section area, G is shear modulus, and k is shear stress non-uniformity coefficient;
step three: establishing an objective function:
W＝Ug+φUt
the shearing force and the axial force are not considered by taking the bending moment as a main control factor, and the objective function can be simplified as follows:
Figure FDA0003601623960000021
wherein W is the total energy cost consumed by the structure, and phi is the ratio of the energy cost of the cable tower to the energy cost of the main beam;
step four: substituting the bending moment of the structure into the objective function:
Figure FDA0003601623960000022
wherein, the first and the second end of the pipe are connected with each other,
Figure FDA0003601623960000023
Figure FDA0003601623960000024
Figure FDA0003601623960000025
δii，δij，Δipan intermediate variable related to the structural stiffness, xjThe cable force corresponding to the jth cable, j is 1,2,3, …, n and j is not equal to i, and the bending moment generated by the structure under the action of the jth cable with the unit force of 1 is Mj；
Step five: internal force capture value:
Figure FDA0003601623960000026
obtaining a standing value equation:
Figure FDA0003601623960000027
step six: the initial tension of all the stay cables is 0 to obtain the cable force
Figure FDA0003601623960000031
Figure FDA0003601623960000032
Adjusting the rigidity of the main beam and the cable tower to make the section bending moment of inertia IyyReducing, and calculating the internal force of the structure under static load to obtain the cable force
Figure FDA0003601623960000033
Figure FDA0003601623960000034
Cable force if
Figure FDA0003601623960000035
If the equation of the standing value is satisfied, the seventh step is carried out, if the equation of the standing value is not satisfied, the I is adjustedyyReduced by a factor of up to cable force
Figure FDA0003601623960000036
The standing value equation is satisfied;
step seven: according to a group of cable forces which are obtained by solving and satisfy a standing value equation
Figure FDA0003601623960000037
According to the principle of rationality of the cable force, the negative cable force is assigned according to the adjacent cable force value to obtain the cable force
Figure FDA0003601623960000038
Figure FDA0003601623960000039
Step eight: will cable force
Figure FDA00036016239600000310
Substituting into a finite element model before adjusting the rigidity, and limiting into the value range of the vertical displacement u of the intersection position of the main beam and the stay cable in the bridge stage:
Figure FDA00036016239600000311
limiting the horizontal displacement of the intersecting positions of the cable towers and the stay cables at two sides to be +/-10 mm, and calculating to obtain a group of cable forces
Figure FDA00036016239600000312
Figure FDA00036016239600000313
Step nine: fine adjustment of cable force is carried out according to a bending moment diagram of the main beam and the cable tower, and except for the fact that the cable force of a pair of cables at the middle of each cable tower and three pairs of cables at the edges of two sides are allowed to have sudden change, the other cables meet the principle that the cable force gradually increases from a short cable to a long cable, and the cable force is obtained
Figure FDA0003601623960000041
Figure FDA0003601623960000042
Step ten: checking whether the most unfavorable combination of loads and the stress of the main section under the action of live load are reasonable, if not, returning to the step nine for fine adjustment again until the reasonable cable force in the bridge forming stage is finally obtained
Figure FDA0003601623960000043
Figure FDA0003601623960000044
2. The intelligent rapid cable adjusting method for the reasonable bridging state of the three-tower cable-stayed bridge according to claim 1, which is characterized in that: the bending resistance moment of inertia I of the cross section in the step sixyyReduction by 5X 10mAnd m is 5-7.
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* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
US20090125282A1 (en) * 2005-11-07 2009-05-14 Keio University Numerical structural analysis system based on the load-transfer-path method
CN201926464U (en) * 2010-11-09 2011-08-10 石家庄铁道大学 Single-tower cable-stayed bridge test model based on damage identification
CN110472306A (en) * 2019-07-26 2019-11-19 武汉工程大学 A kind of cord force of cable-stayed bridge optimization method, device, equipment and readable storage medium storing program for executing
CN111008500A (en) * 2019-12-16 2020-04-14 郑州大学 Method for calculating initial tension of stay cable of cable-stayed bridge
CN113356064A (en) * 2021-06-11 2021-09-07 中交二公局第二工程有限公司 Mid-span closure-section-free pushing closure construction method for three-tower cable-stayed bridge

Patent Citations (5)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
US20090125282A1 (en) * 2005-11-07 2009-05-14 Keio University Numerical structural analysis system based on the load-transfer-path method
CN201926464U (en) * 2010-11-09 2011-08-10 石家庄铁道大学 Single-tower cable-stayed bridge test model based on damage identification
CN110472306A (en) * 2019-07-26 2019-11-19 武汉工程大学 A kind of cord force of cable-stayed bridge optimization method, device, equipment and readable storage medium storing program for executing
CN111008500A (en) * 2019-12-16 2020-04-14 郑州大学 Method for calculating initial tension of stay cable of cable-stayed bridge
CN113356064A (en) * 2021-06-11 2021-09-07 中交二公局第二工程有限公司 Mid-span closure-section-free pushing closure construction method for three-tower cable-stayed bridge

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