CN115952711B - Cable-stayed and suspension cable cooperation system bridge design method and cooperation system bridge - Google Patents
Cable-stayed and suspension cable cooperation system bridge design method and cooperation system bridge Download PDFInfo
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Abstract
The invention relates to the technical field of bridge construction, in particular to a cable-stayed and suspension cable cooperation system bridge design method and a cooperation system bridge, wherein the method comprises the following steps: based on the initial sagittal ratio, initially determining the initial height above the main tower deck, the vertical and longitudinal parameters of each side of the stay cable in the main span and the longitudinal parameters of the sling; based on the initial sagittal ratio and the initial cross-cable number, finite element models of different main cable sagittal spans are established and analyzed, and an optimal sagittal ratio is determined; based on the optimal sagittal ratio, finite element models with different numbers of cross ropes are established and analyzed, and the optimal number of the cross ropes is determined according to the fatigue performance and the rigidity transition uniformity of the sling; and determining the transverse positions of anchor points of the stay cables and the sling according to the vertical and longitudinal parameters of each side stay cable and the longitudinal parameters of the sling in the main span. The method can solve the problems that the existing design method of the cable-stayed suspension system bridge cannot adapt to the design of the cable-stayed suspension system bridge with the three-box girder or the design process is complex.
Description
Technical Field
The invention relates to the technical field of bridge construction, in particular to a cable-stayed and suspension cable collaborative system bridge design method and a collaborative system bridge.
Background
The cable-stayed and suspension cooperative system bridge consists of a cable-stayed system and a suspension system, wherein cables in the cable-stayed system are stay cables, and cables in the suspension system are main cables and slings. The cable-stayed system has high rigidity and the suspension system has high spanning capability, so that the cable-stayed and suspension cooperative system bridge is a very suitable bridge scheme in the design of a large-span bridge.
However, the existing cable-stayed-suspension system bridge design method aims at the cable-stayed-suspension system bridge of a single box girder or a steel truss girder. The three-box girder is composed of three independent transverse boxes, and each box is connected by a transverse connection system. For the three-box girder, the transverse rigidity of the girder is small, the arrangement of a cable system of the cable-stayed-suspension cooperative system needs to comprehensively consider the influence of multiple factors such as the transverse rigidity of the girder, the stress and deformation of the girder in the cross section of the stay cable and the sling, the structural rigidity and the like, and the existing cable-stayed-suspension system bridge design method cannot be suitable for the design of the cable-stayed-suspension system bridge of the three-box girder or has a complex design process.
Disclosure of Invention
Aiming at the defects existing in the prior art, the invention aims to provide a cable-stayed and suspended cable cooperation system bridge design method and a cooperation system bridge, which can solve the problems that the existing cable-stayed and suspended cable system bridge design method cannot adapt to the design of a three-box girder cable-stayed and suspended cable system bridge or the design process is complex.
In order to achieve the above purpose, the invention adopts the following technical scheme:
On the one hand, the invention provides a cable-stayed and suspension cable cooperative system bridge design method, which comprises the following steps:
Determining an initial midspan ratio of a main cable in a main span;
Based on the initial sagittal ratio, initially determining the initial height above the main tower deck, the vertical and longitudinal parameters of each side of the stay cable in the main span and the longitudinal parameters of the sling;
based on the initial sagittal ratio and the initial number of crossed cables, finite element models of parameters of main towers, stay cables and slings corresponding to different main cable sagittal ratios are established and analyzed, and the optimal sagittal ratio and the parameters of the corresponding main towers, stay cables and slings are determined;
based on the optimal sagittal ratio and corresponding main tower, stay cable and sling parameters, finite element models with different numbers of crossed cables are established and analyzed, and the optimal number of crossed cables is determined according to the fatigue performance and rigidity transition uniformity of the sling;
And determining the transverse positions of anchor points of the stay cables and the sling according to the vertical and longitudinal parameters of each side stay cable and the longitudinal parameters of the sling in the main span.
In some alternatives, the initially determining the initial height above the main deck, the vertical and longitudinal parameters of each side stay cable in the main deck, and the longitudinal parameters of the slings based on the initial sagittal ratio includes:
determining the initial height above the bridge deck of the main tower according to the initial sagittal ratio of the main cable in the main span;
According to the initial height above the bridge deck of the main tower, determining the covering length of each side of the stay cable in the main span and the length of the outer suspension part of the stay cable;
determining the number of initial cross ropes in the cross sections of the stay ropes and the slings according to the types of the main girder sections;
Determining the vertical distance between theoretical anchor points of the stay cables on the main tower according to the structure and the tensioning space of the stay cables;
according to parameters of bridge segments, determining longitudinal spacing of slings, longitudinal spacing of stay cables in a main span and spacing of stay cables in corresponding side spans of non-intersecting section stay cables in the main span;
And determining the spacing of the stay cables in the corresponding side span of the cross section stay cables according to the longitudinal spacing of the stay cables in the main span and the horizontal inclination angle of the stay cable at the outermost side in the main span.
In some optional solutions, the determining the spacing of the stay cables in the corresponding side span of the cross section stay cable according to the longitudinal spacing of the stay cables in the main span and the horizontal inclination angle of the stay cable at the outermost side in the main span includes:
according to the longitudinal distance of the stay cables in the main span and the horizontal inclination angle of the stay cable at the outermost side in the main span, determining the average horizontal inclination angle of the side-span side stay cables corresponding to the stay cables at the cross section, and the average horizontal inclination angle of the stay cables at the cross section;
and determining the spacing of the inclined stay cables in the corresponding side span of the inclined stay cables of the cross section according to the average horizontal inclination angle of the inclined stay cables of the side span corresponding to the inclined stay cables of the cross section.
In some alternatives, according toAnd determining the distance between the side span inner stay cables corresponding to the side span stay cables in the cross section, wherein alpha is the average horizontal inclination angle of the side span side stay cables corresponding to the side span inner stay cables in the cross section, beta is the average horizontal inclination angle of the side span side stay cables in the cross section, L j is the longitudinal distance of anchor points on beams corresponding to the side span side stay cables in the cross section, q b is the constant load concentration of the side span side main beams corresponding to the side span side stay cables in the cross section, q j is the constant load concentration of the main beams in the cross section, s is the number of the side span cables in the cross section, and gamma is the ratio of the sum of the constant load cable force vertical components of the side span stay cables to the constant load weight of the cross section.
In some alternatives, the formula is according to: h=nl m+d0+v0, determining the initial height h above the main deck; wherein d 0 is the distance from the center of the midspan main cable to the bridge deck, v 0 is the difference in height between the bridge deck at the midspan and the bridge deck at the main tower, L m is the main span, and n is the sagittal ratio of the main cable in the main span.
In some alternative schemes, according to the formula L x＝(h-y1-v1) cotθ, the coverage length L x of each side of the stay cable in the main span is determined, where y 1 is the vertical distance from the theoretical peak of the main cable to the theoretical peak of the stay cable at the outermost side of the main span, v 1 is the difference in elevation between the bridge deck at the stay cable at the outermost side of the main span and the bridge deck at the main tower, and θ is the horizontal tilt angle of the stay cable at the outermost side of the main span.
In some alternatives, the length of the stay cable outer pure suspension portion, L d, is determined according to formula L d＝Lm-2Lx, where L m is the main span.
In some alternatives, anchor points on the beams of the stay and sling within the crossing section are longitudinally staggered.
In some alternatives, the determining the transverse position of the stay cable and the sling anchor point according to the vertical and longitudinal parameters of the stay cable at each side in the main span and the longitudinal parameters of the sling includes:
When the coverage area of the stay cable in the main span is larger than that of the sling, arranging the stay cable on the beam at the outer side of the side box, and arranging the sling on the beam at the anchor point on the cross beam between the boxes;
when the coverage area of the stay cable in the main span is larger than that of the sling, the anchor points on the sling beams are arranged on the outer sides of the side boxes, and the anchor points on the stay cable beams are arranged on the cross beams between the boxes.
On the other hand, the invention also provides a cable-stayed and suspended cable cooperative system bridge, which is designed by using the cable-stayed and suspended cable cooperative system bridge design method.
Compared with the prior art, the invention has the advantages that: firstly, according to finite element models of parameters of a main tower, a stay cable and a sling corresponding to different main cable sagittal ratios, analyzing the finite element models, and determining an optimal sagittal ratio and the parameters of the main tower, the stay cable and the sling corresponding to the optimal sagittal ratio; and analyzing finite element models with different numbers of cross ropes, determining the number of the optimal cross ropes according to fatigue performance and rigidity transition uniformity of the sling, and determining the transverse positions of anchor points of the cross ropes and the sling according to the vertical and longitudinal parameters of each side of the cross ropes in the main span and the longitudinal parameters of the sling. The arrangement parameters of the cable system are determined step by step on the basis of the principle of firstly totalizing and secondly locally, so that the design efficiency and the economy are improved.
Drawings
In order to more clearly illustrate the technical solutions of the embodiments of the present application, the drawings required for the description of the embodiments will be briefly described below, and it is apparent that the drawings in the following description are only some embodiments of the present application, and other drawings may be obtained according to these drawings without inventive effort for a person skilled in the art.
FIG. 1 is a flow chart of a method for designing a cable-stayed-suspension cooperative system bridge in an embodiment of the invention;
FIG. 2 is a schematic diagram of a three-dimensional structure of a cable-stayed-suspension collaboration system bridge in an embodiment of the invention;
FIG. 3 is an enlarged view of the main tower of the cable-stayed-suspension cooperative system bridge structure according to the embodiment of the invention;
FIG. 4 is a cable system layout in an embodiment of the present invention;
FIG. 5 is an enlarged view of a portion of the stay and sling arrangement in the intersection area of an embodiment of the present invention.
FIG. 6 is a graph of edge span stay cable spacing calculation in accordance with an embodiment of the present invention.
In the figure: 1. a main cable; 2. stay cables; 3. a sling; 4. a main beam; 5. and (3) a main tower.
Detailed Description
For the purpose of making the objects, technical solutions and advantages of the embodiments of the present application more apparent, the technical solutions of the embodiments of the present application will be clearly and completely described below with reference to the accompanying drawings in the embodiments of the present application, and it is apparent that the described embodiments are some embodiments of the present application, but not all embodiments of the present application. All other embodiments, which can be made by those skilled in the art based on the embodiments of the application without making any inventive effort, are intended to be within the scope of the application.
Embodiments of the present invention are described in further detail below with reference to the accompanying drawings.
As shown in fig. 1, in one aspect, the present invention provides a method for designing a cable-stayed-suspension cooperative system bridge, including the following steps:
s1: an initial mid-span ratio of the main cable within the main span is determined.
In this embodiment, first, in combination with external construction conditions, the main span L m of the bridge and the design line shape of the main beam are determined.
Based on engineering practice experience, the initial sagittal ratio of the main cable in the main span is determined by combining the main span L m of the fixed bridge and the design line shape of the main beam. Generally, the sagittal ratio n=1/5-1/7 of the main cable in the main span is taken, and the span of the side span of the main cable is determined by combining the conditions of topography, geology and the like.
S2: based on the initial sagittal ratio, initial height above the main tower deck, vertical and longitudinal parameters of each side stay cable in the main span and longitudinal parameters of the sling are initially determined.
In some alternative embodiments, step S2 comprises:
S21: and determining the initial height above the bridge floor of the main tower according to the initial sagittal ratio of the main cable in the main span.
In this embodiment, according to the formula: h=nl m+d0+v0, determining the initial height h above the main deck; wherein d 0 is the distance from the center of the midspan main cable to the bridge deck, v 0 is the difference in height between the bridge deck at the midspan and the bridge deck at the main tower, L m is the main span, and n is the sagittal ratio of the main cable in the main span. In this case, d 0 is preferably 5m.
S22: and determining the covering length of each side of the stay cable in the main span and the length of the outer suspension part of the stay cable according to the initial height above the bridge deck of the main tower.
According to the formula L x＝(h-y1-v1) cotθ, determining the coverage length L x,y1 of each side stay cable in the main span as the vertical distance from the theoretical top point of the main cable to the theoretical top point of the stay cable at the outermost side of the main span, v 1 as the bridge deck elevation difference between the bridge deck at the stay cable at the outermost side of the main span and the bridge deck at the main tower, and θ as the horizontal inclination angle of the stay cable at the outermost side in the main span. In this example, θ is determined based on engineering practice experience, and is generally 22 to 25 °.
According to the formula L d＝Lm-2Lx, the length L d,Lm of the outer pure suspension part of the stay cable is the main span.
S23: and determining the number of initial cross ropes in the cross sections of the stay ropes and the slings according to the types of the main girder sections.
In the example, when the main beam is a box beam, the number of the crossed slings in the range of each side of the inclined stay cable is s=9 pairs; when the girder is a truss girder, the number of the crossed slings in the range of each side of the stay cable is s=5 pairs.
S24: and determining the vertical distance between theoretical anchor points of the stay cables on the main tower according to the structure and the tensioning space of the stay cables.
In this example, the anchor point of the stay cable on the main tower is generally 2.5-2.8 m under the premise of meeting the tensioning space of the stay cable.
S25: and determining the longitudinal distance of the slings, the longitudinal distance of the stay cables in the main span and the distance of the stay cables in the corresponding side span of the non-intersecting section stay cables in the main span according to the parameters of the bridge sections.
In this embodiment, the longitudinal spacing of the stay and sling in the non-intersecting sections of the main span is generally determined based on the segment transportation, hoisting conditions and the loading of the main beam segments. For a concrete main girder, the longitudinal distance between anchor points on the girder is generally 8-12 m; for steel main beams, the longitudinal distance between anchor points on the beams is generally 12-20 m.
Anchor points on beams of stay ropes and slings in the crossing sections are longitudinally staggered. The longitudinal distance between anchor points on the beams of the stay ropes and the adjacent slings is 0.7-1 times of the longitudinal distance between anchor points on the stay ropes or the slings in the non-crossing section.
S26: and determining the spacing of the stay cables in the corresponding side span of the cross section stay cables according to the longitudinal spacing of the stay cables in the main span and the horizontal inclination angle of the stay cable at the outermost side in the main span.
In some alternative embodiments, step S26 includes:
s261: and determining the average horizontal inclination angle of the side span and side inclined cables corresponding to the inclined cables of the cross section according to the longitudinal spacing of the inclined cables in the main span and the horizontal inclination angle of the inclined cables at the outermost side in the main span.
S262: and determining the spacing of the inclined stay cables in the corresponding side span of the inclined stay cables of the cross section according to the average horizontal inclination angle of the inclined stay cables of the side span corresponding to the inclined stay cables of the cross section.
As shown in fig. 6, in the present embodiment, according toAnd determining the distance between the side span inner stay cables corresponding to the side span stay cables in the cross section, wherein alpha is the average horizontal inclination angle of the side span side stay cables corresponding to the side span inner stay cables in the cross section, beta is the average horizontal inclination angle of the side span side stay cables in the cross section, lj is the longitudinal distance between anchor points on the beam corresponding to the side span stay cables in the cross section, q b is the constant load concentration of the side span side main beams corresponding to the side span side stay cables in the cross section, q j is the constant load concentration of the main beams in the cross section, s is the number of the side span stay cables in the cross section, and gamma is the ratio of the sum of the constant load cable force vertical components of the side span stay cables to the constant load weight of the cross section. Typically, γ=0.4 to 0.6. In this example, γ=0.5 is taken as the stay cable in the intersecting section.
S3: based on the initial sagittal ratio and the initial number of crossed ropes, finite element models of parameters of main towers, stay ropes and slings corresponding to different main cable sagittal ratios are established and analyzed, and the optimal sagittal ratio and the parameters of the main towers, the stay ropes and the slings corresponding to the main tower, the stay ropes and the slings are determined.
In the example, based on engineering practice experience, n=1/5-1/7, and the primary span L m of the fixed bridge and the design line shape of the primary beam are combined to determine and establish different primary cable initial sagittal ratios in the primary span. And according to the finite element models of the parameters of the main tower, the stay cable and the sling corresponding to the different main cable sagittal ratios, and analyzing, the optimal sagittal ratio and the parameters of the main tower, the stay cable and the sling corresponding to the optimal sagittal ratio can be determined.
S4: based on the optimal sagittal ratio and corresponding main tower, stay cable and sling parameters, finite element models with different numbers of crossed cables are established and analyzed, and the optimal number of crossed cables is determined according to the fatigue performance and rigidity transition uniformity of the sling.
In this example, the vertical face arrangement of the cable system is updated according to the optimal main cable sagittal ratio, and parameters corresponding to the main tower, stay cables, and slings. And finite element models with different numbers of cross ropes are built and analyzed, so that fatigue performance and rigidity transition uniformity indexes of the end sling meet requirements, and the optimal number of cross ropes is determined by combining side span arrangement adaptability.
S5: and determining the transverse positions of anchor points of the stay cables and the sling according to the vertical and longitudinal parameters of each side stay cable and the longitudinal parameters of the sling in the main span.
In some alternative embodiments, step S5 includes:
Specifically, according to the traffic function on the girder bridge deck, the position at which the stay cable and the sling anchor point can be transversely arranged is determined. When stay cable and hoist cable anchor can only set up in the girder outside, combine the space interference relation of stay cable and hoist cable to confirm the transverse position of stay cable and hoist cable. When stay cables and sling anchor points can all be set up in girder horizontal middle section or outside, design stay cables and sling respectively all in the girder outside, stay cables and sling all in girder horizontal middle section, stay cables are in girder outside and sling in girder horizontal middle section, draw to one side in girder horizontal middle section and sling four horizontal arrangement schemes in girder outside, through finite element analysis, combine girder horizontal atress and torsional rigidity performance to confirm the optimal horizontal arrangement scheme.
For the three-section box girder, the stay ropes and the slings should be staggered transversely so as to reduce the relative deformation among the three transverse girders in the cross section and improve the uniformity of rigidity transition of the cross section girder, the inclined pull section and the suspension pipe girder.
In the scheme of the transverse staggered arrangement, one arrangement mode is as follows: anchor points on the stay cable beams are arranged on the outer sides of the side boxes, anchor points on the sling beams are arranged on cross beams between the boxes, and the stay cable beams are arranged close to the side boxes as much as possible. Another arrangement is: anchor points on sling beams are arranged on the outer sides of the side boxes, anchor points on stay cable beams are arranged on cross beams between the boxes, and the stay cable beams are arranged close to the side boxes as much as possible.
Based on the principle, when the coverage area of the stay cable in the main span is larger than that of the sling, arranging the stay cable 2 on the beam anchor point outside the side box, and arranging the sling 3 on the beam anchor point on the cross beam between boxes; when the coverage area of the stay cable in the main span is larger than that of the sling, the anchor points on the sling 3 beams are arranged on the outer sides of the side boxes, and the anchor points on the stay cable 2 beams are arranged on the cross beams between the boxes.
On the other hand, the invention also provides a cable-stayed and suspension cable collaborative system bridge, which is designed by using the cable-stayed and suspension cable collaborative system bridge design method.
As shown in fig. 2, the cable-stayed-suspension cooperative system bridge comprises a main cable 1, a stay cable 2, a sling 3, a main girder 4 and a main tower 5. The stay cable and sling have an overlapping section, known as the crossover section.
As shown in fig. 3, in the embodiment, the main beam 4 is composed of two side boxes and a middle box, and the main tower 5 limbs penetrate out from the gap between the side boxes and the middle box and are folded at the top of the tower to form an a-type tower with a small top and a large bottom. The stay cable is anchored on the beam outside the main beam side box.
The stay ropes 2 and the slings 3 are transversely staggered, and when the coverage range of the main span stay rope 2 is larger, anchor points on the beams of the stay ropes 2 are arranged outside the side boxes, anchor points on the beams of the slings 3 are arranged on cross beams between the boxes and are arranged close to the side boxes as much as possible; when the coverage range of the main span sling 3 is larger, the anchor points on the sling 3 beams are arranged outside the side boxes, and the anchor points on the stay cable 2 beams are arranged on the inter-box cross beams and are arranged as close to the side boxes as possible.
In the embodiment shown in fig. 4, the stay cables 2 are arranged outside the side boxes and the slings 3 are arranged on the cross-box girders. The main cable is connected with the top end of the sling and continuously passes through the main tower top saddle to form a space main cable structure. The space main cable has the characteristics of small tower top transverse spacing and large midspan transverse spacing.
The standard longitudinal spacing of stay cables or slings in non-intersecting sections is generally determined based on the segment transport, hoisting conditions and the stress of the girder segments, the concrete girders are generally 8-12 m, and the steel girders are generally 12-20 m.
As shown in fig. 5, anchor points on the beams of the stay ropes 2 and the slings 3 are longitudinally and transversely staggered in the cross section of the stay ropes and the slings.
The longitudinal distance between the stay cable in the crossing section and the anchor point on the beam of the adjacent sling is determined according to the rigidity transition uniformity and the fatigue stress performance of the end sling, and the minimum horizontal inclination angle of the stay cable is generally 22-25 degrees. .
The longitudinal distance between anchor points on the stay ropes and the beams of the adjacent slings in the crossed section is 0.7-1 time that between anchor points on the stay ropes or the beams of the slings in the non-crossed section. The constant load cable force reserve of the stay cable and the sling in the crossing section is increased, the wind-induced vibration effect of the stay cable is reduced, the fatigue performance of the end sling is improved, and the number of the stay cable and the sling in the crossing section is reduced under the condition that the length of the crossing section is kept unchanged.
In summary, the scheme is that the initial height above the bridge deck of the main tower, the vertical and longitudinal parameters of each side of the stay cable in the main span and the longitudinal parameters of the sling are primarily determined based on the initial sagittal ratio; based on the initial sagittal ratio and the initial number of crossed cables, finite element models of parameters of main towers, stay cables and slings corresponding to different main cable sagittal ratios are established and analyzed, and the optimal sagittal ratio and the parameters of the main towers, the stay cables and the slings corresponding to the main tower, the stay cables and the slings are determined; then, based on the optimal sagittal ratio and corresponding main tower, stay cable and sling parameters, finite element models with different numbers of cross cables are established and analyzed, and the optimal number of cross cables is determined according to the fatigue performance and rigidity transition uniformity of the sling; and determining the transverse positions of anchor points of the stay cables and the sling according to the vertical and longitudinal parameters of each side stay cable and the longitudinal parameters of the sling in the main span. The arrangement parameters of the cable system are determined step by step based on the principle of firstly totalizing and then locally, so that the design efficiency and the economy are improved. The principle and the interval determining method for staggered arrangement of the stay ropes and the slings in the crossed section increase the constant load rope force of the stay ropes and the slings in the crossed region, reduce the risk of wind-induced vibration caused by too small rope force, improve the transitional uniformity of the main girder and improve the fatigue performance of the end slings and the main girder. The provided principle for determining the spacing between the side-span and side-span inclined inhaul cables effectively reduces the bending moment of the main girder, improves structural stress and improves the economical efficiency of structural design. The principle of transverse arrangement of the stay ropes and the slings comprehensively considers the rigidity transition transportation property of the main beam, the stress of the cross beam and the torsion resistance of the main beam, and the wind resistance of the structure is obviously improved.
In the description of the present application, it should be noted that the azimuth or positional relationship indicated by the terms "upper", "lower", etc. are based on the azimuth or positional relationship shown in the drawings, and are merely for convenience of describing the present application and simplifying the description, and are not indicative or implying that the apparatus or element in question must have a specific azimuth, be constructed and operated in a specific azimuth, and thus should not be construed as limiting the present application. Unless specifically stated or limited otherwise, the terms "mounted," "connected," and "coupled" are to be construed broadly, and may be, for example, fixedly connected, detachably connected, or integrally connected; can be mechanically or electrically connected; can be directly connected or indirectly connected through an intermediate medium, and can be communication between two elements. The specific meaning of the above terms in the present application can be understood by those of ordinary skill in the art according to the specific circumstances.
It should be noted that in the present application, relational terms such as "first" and "second" and the like are used solely to distinguish one entity or action from another entity or action without necessarily requiring or implying any actual such relationship or order between such entities or actions. Moreover, the terms "comprises," "comprising," or any other variation thereof, are intended to cover a non-exclusive inclusion, such that a process, method, article, or apparatus that comprises a list of elements does not include only those elements but may include other elements not expressly listed or inherent to such process, method, article, or apparatus. Without further limitation, an element defined by the phrase "comprising one … …" does not exclude the presence of other like elements in a process, method, article, or apparatus that comprises the element.
The foregoing is only a specific embodiment of the application to enable those skilled in the art to understand or practice the application. Various modifications to these embodiments will be readily apparent to those skilled in the art, and the generic principles defined herein may be applied to other embodiments without departing from the spirit or scope of the application. Thus, the present application is not intended to be limited to the embodiments shown herein but is to be accorded the widest scope consistent with the principles and novel features disclosed herein.
Claims (9)
1. The design method of the cable-stayed and suspension cooperative system bridge is characterized by comprising the following steps of:
Determining an initial midspan ratio of a main cable in a main span;
Based on the initial sagittal ratio, initially determining an initial height above the deck of the main tower, vertical and longitudinal parameters of each side stay cable within the main span, and longitudinal parameters of the slings, comprising:
determining the initial height above the bridge deck of the main tower according to the initial sagittal ratio of the main cable in the main span;
According to the initial height above the bridge deck of the main tower, determining the covering length of each side of the stay cable in the main span and the length of the outer suspension part of the stay cable;
determining the number of initial cross ropes in the cross sections of the stay ropes and the slings according to the types of the main girder sections;
Determining the vertical distance between theoretical anchor points of the stay cables on the main tower according to the structure and the tensioning space of the stay cables;
according to parameters of bridge segments, determining longitudinal spacing of slings, longitudinal spacing of stay cables in a main span and spacing of stay cables in corresponding side spans of non-intersecting section stay cables in the main span;
according to the longitudinal spacing of the stay cables in the main span and the horizontal inclination angle of the stay cable at the outermost side in the main span, determining the spacing of the stay cables in the corresponding side span of the cross section stay cables;
based on the initial sagittal ratio and the initial number of crossed cables, finite element models of parameters of main towers, stay cables and slings corresponding to different main cable sagittal ratios are established and analyzed, and the optimal sagittal ratio and the parameters of the corresponding main towers, stay cables and slings are determined;
based on the optimal sagittal ratio and corresponding main tower, stay cable and sling parameters, finite element models with different numbers of crossed cables are established and analyzed, and the optimal number of crossed cables is determined according to the fatigue performance and rigidity transition uniformity of the sling;
And determining the transverse positions of anchor points of the stay cables and the sling according to the vertical and longitudinal parameters of each side stay cable and the longitudinal parameters of the sling in the main span.
2. The cable-stayed and suspension cooperative system bridge design method according to claim 1, wherein: according to the longitudinal spacing of the stay cables in the main span and the horizontal inclination angle of the stay cable at the outermost side in the main span, the spacing of the stay cables in the corresponding side span of the cross section stay cable is determined, and the method comprises the following steps:
according to the longitudinal distance of the stay cables in the main span and the horizontal inclination angle of the stay cable at the outermost side in the main span, determining the average horizontal inclination angle of the side-span side stay cables corresponding to the stay cables at the cross section, and the average horizontal inclination angle of the stay cables at the cross section;
and determining the spacing of the inclined stay cables in the corresponding side span of the inclined stay cables of the cross section according to the average horizontal inclination angle of the inclined stay cables of the side span corresponding to the inclined stay cables of the cross section.
3. The cable-stayed and suspension cooperative system bridge design method according to claim 2, wherein: according toAnd determining the interval B of the side span inner stay cables corresponding to the cross section stay cables, wherein alpha is the average horizontal inclination angle of the side span side stay cables corresponding to the cross section inner stay cables, beta is the average horizontal inclination angle of the side span side stay cables corresponding to the cross section inner stay cables, L j is the longitudinal interval of anchor points on beams corresponding to the cross section stay cables, q b is the constant load concentration of the side span side main beams corresponding to the cross section inner stay cables, q j is the constant load concentration of the main beams in the cross section, s is the number of the cross section inner stay cables, and gamma is the ratio of the sum of the constant load force vertical components of the cross section stay cables to the constant load weight of the cross section.
4. The cable-stayed and suspension cooperative system bridge design method according to claim 1, wherein according to the formula: h=nl m+d0+v0, determining the initial height h above the main deck; wherein d 0 is the distance from the center of the midspan main cable to the bridge deck, v 0 is the difference in height between the bridge deck at the midspan and the bridge deck at the main tower, L m is the main span, and n is the sagittal ratio of the main cable in the main span.
5. The cable-stayed and suspension cooperative system bridge design method according to claim 4, wherein a coverage length L x of each side of the stayed cable in the main span is determined according to a formula L x＝(h-y1-v1) cotθ, wherein y 1 is a vertical distance from a theoretical peak of the main cable to a theoretical peak of an outermost stayed cable in the main span, v 1 is a bridge deck elevation difference between a bridge deck at the outermost stayed cable of the main span and a bridge deck at the main tower, and θ is a horizontal tilt angle of the stayed cable at the outermost side in the main span.
6. The cable-stayed-suspension cooperative system bridge design method according to claim 5, wherein the length L d of the outer pure suspension portion of the stay cable is determined according to the formula L d＝Lm-2Lx, wherein L m is a main span.
7. The method for designing a cable-stayed-suspension cooperative system bridge according to claim 1, wherein anchor points on beams of stay cables and slings in the crossing section are longitudinally staggered.
8. The method for designing a cable-stayed-suspension cooperative system bridge according to claim 1, wherein determining the transverse positions of the stay cable and the suspension cable anchor points according to the vertical and longitudinal parameters of the stay cable at each side of the main span and the longitudinal parameters of the suspension cable comprises:
When the coverage area of the stay cable in the main span is larger than that of the sling, arranging the stay cable on the beam at the outer side of the side box, and arranging the sling on the beam at the anchor point on the cross beam between the boxes;
when the coverage area of the stay cable in the main span is larger than that of the sling, the anchor points on the sling beams are arranged on the outer sides of the side boxes, and the anchor points on the stay cable beams are arranged on the cross beams between the boxes.
9. A cable-stayed and suspended cable cooperative system bridge, characterized in that the cable-stayed and suspended cable cooperative system bridge is designed by using the cable-stayed and suspended cable cooperative system bridge design method as claimed in any one of claims 1-8.
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| CN110373991A (en) * | 2019-07-02 | 2019-10-25 | 中铁二院工程集团有限责任公司 | A kind of raising large span stayed-cable bridge lateral stiffness construction |
| CN112144371A (en) * | 2020-09-30 | 2020-12-29 | 中铁大桥勘测设计院集团有限公司 | Cable-stayed suspension cable cooperation system bridge |
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| CN115168966A (en) * | 2022-07-26 | 2022-10-11 | 中铁大桥勘测设计院集团有限公司 | Method and device for converting main span and hanging span-span ratio of cable-stayed suspension cable cooperation system bridge |
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| CN110373991A (en) * | 2019-07-02 | 2019-10-25 | 中铁二院工程集团有限责任公司 | A kind of raising large span stayed-cable bridge lateral stiffness construction |
| CN112144371A (en) * | 2020-09-30 | 2020-12-29 | 中铁大桥勘测设计院集团有限公司 | Cable-stayed suspension cable cooperation system bridge |
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