CN109635515A - A kind of arch tower cable-stayed bridge arch tower axis optimization method - Google Patents
A kind of arch tower cable-stayed bridge arch tower axis optimization method Download PDFInfo
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Abstract
The present invention relates to a kind of arch tower cable-stayed bridge arch tower axis optimization method, according to requiring tentatively to draft arch tower cable-stayed bridge arch tower axial alignment and each sectional dimension of arch tower, calculates arch tower and be self-possessed q；By initial arch tower axis it is discrete for a series of nodes comprising Sarasota anchor point and continuously short size beam element, establish finite element model and initial stay cable force F be calculatedi；By the load decomposition of arch tower two sides suspension cable transmitting for arch tower axis vertical load V planariWith direction across bridge load Hi；Calculate each segmental length d of arch toweri；Node Z coordinate after calculating the optimization of arch tower axis is optimized rear arch tower axis for the first time, is calculated the arch tower axis after determining final optimization pass using iterative method, is fitted to obtain smooth arch tower axial equation with parabola of higher degree.Each node coordinate of arch tower axis for the arch tower cable-stayed bridge that the present invention obtains can substantially reduce arch tower institute bending moment, arch tower is allowed to give full play to compressive property, save material very close to the corresponding pressure line of arch tower axis optimization load.
Description
Technical field
The invention belongs to science of bridge building fields, and in particular to a kind of arch tower cable-stayed bridge arch tower axis optimization method.
Background technique
As the continuous development that China's traffic engineering is built, especially city and suburbs railway, urban road, high speed are public
The case where road, shipping river and water power pipe network etc. cross one another is more and more common, low-angle be inclined cross all kinds of routes and river etc. to
Cross-line bridge pier, building for bridge tower bring difficulty, and arch tower structure is strong with bearing capacity, span ability is strong, arch springing arrangement spirit
The advantages that hot line, arch tower structure cooperation suspension cable also have good landscape effect, and therefore, arch tower cable-stayed bridge is constantly sent out
Exhibition.
Conventional cable-stayed bridge pylon uses column component, and under dead load, mainly compression power acts on bridge tower, by lesser
Flecition.But the bridge tower of arch tower cable-stayed bridge replaces column component to bear bridge tower self weight and stay cable force using arch structure,
Arch tower is mainly by pressure and flecition under dead load.It theoretically can be by optimizing arch tower arch by arch tower only by pressure
Effect, but arch tower except by arch tower be distributed along arch tower Axis arc length be self-possessed in addition to, at the rope anchor point of suspension cable also by
The effect of load, theoretic reasonable arch tower axis are that chain line is hung in segmentation by the feet, and curve is rough, it is contemplated that the beauty of arch tower
It is required that generally using smooth curve as arch tower axis, therefore arch tower is mainly pressurized under load, while by Moment.
In view of the symmetry of arch tower stay cable of cable-stayed bridge arrangement, the load that arch tower is subject to is being located at arch tower axis institute
Plane in, vertical and direction across bridge component can be decomposed into.Its arch axis line computation of general arch bridge is only to consider to erect on arch
Effect to load (vertical distributed force or Vertical Concentrated Force) carries out arch axis shape design using " 5 coincidence methods ".And arch tower
Other than the arch tower axis of cable-stayed bridge calculates the effect in addition to considering to encircle upper vertical load (vertical distributed force or Vertical Concentrated Force), also want
Consider suspension cable along the effect of direction across bridge horizontal component, it is clear that the meter of traditional " 5 coincidence methods " unsuitable arch tower axis
It calculates, therefore the arch tower cable-stayed bridge designed at present, mostly according to the experience of science of bridge building teacher, the requirement of emphasis combination landscape is encircleed to determine
Tower axis shape is will lead in this way under dead load and live loading, and the moment of flexure of arch tower is very big, and structure stress is unreasonable without playing
Encircle the design feature being mainly pressurized out, wastes lot of materials, it is uneconomical, it is therefore desirable to seek the new arch tower cable-stayed bridge that is suitable for
The theory and practical approach of arch tower axis optimization, make the arch tower of arch tower cable-stayed bridge mainly be pressurized, in the condition for meeting landscape requirement
Under, the moment of flexure that arch tower is subject to is as small as possible, to achieve the purpose that arch tower, structure is reasonable and has good economy.
Summary of the invention
It is an object of the invention to the arch tower loads for arch tower cable-stayed bridge to be different from traditional arch bridge, after study
After propose a kind of arch tower cable-stayed bridge arch tower axis optimization method.Resulting arch tower arch axis shape is optimized using this optimization method,
The moment of flexure that arch tower can be significantly reduced improves the economy and reasonability of structure, has good economic and social benefit.
To achieve the goals above, the invention adopts the following technical scheme:
A kind of arch tower cable-stayed bridge arch tower axis optimization method, in turn includes the following steps:
(1) initial value of arch tower axis basic parameter to be optimized is tentatively drafted:
A) the span l of arch tower axis, rise f, taking arch tower self weight is the vertical distributed load uniformly distributed along arch tower Axis arc length
q；
B) initial arch tower axis is discrete for a series of nodes and continuous beam element comprising suspension cable anchor point, arch tower
The coordinate (0, Y of each node of axisi, Zi), wherein node serial number i=1,2 ..., n+1, Xi、YiAnd ZiRespectively arch tower axis i-th
Number node indulges bridge to coordinate, direction across bridge coordinate and vertical coordinate, can also be stated with arch tower axis curvilinear equation；
C) coordinate (X of each cable beam anchoring pointj, Yj, Zj), j=1,2 ..., m, m are cable beam anchoring point number, Xj、YjAnd Zj
Respectively cable beam anchoring point jth node indulges bridge to coordinate, direction across bridge coordinate and vertical coordinate；
(2) inclined guy cable stretching Suo Li T is rationally determined by curved state optimization according to arch tower cable-stayed bridge main-beami, i is Sarasota anchoring
The number of node, number i here are not continuously, only to consider to anchor the node number for having suspension cable on arch tower axis；Using first
The material for walking each component of arch tower axis shape combination bridge drafted, the dimensional parameters tentatively drafted are established finite element model and are calculated really
Determine the stay cable force F under the reference load of arch tower axis optimization foundationi；
(3) according to stay cable force FiTower corresponding with rope, beam anchor point coordinate calculate vertical point of stay cable force
Measure ViWith cross stream component Hi, i is the number of Sarasota anchorage node, and formula is as follows:
(4) length of each segment of arch tower is calculated, formula is as follows:
Wherein i=1,2 ..., n (3)
(5) assume that arch tower crown section only has horizontal force H1, V1=0, M1=0, arch springing only has horizontal reacting force Hn+1With it is vertical
Counter-force Vn+1, Mn+1=0, then by arch tower stress balance equation:
More than simultaneous three formula, acquires Vn+1、Hn+1And H1Value；
(6) assume each arch tower axis node direction across bridge coordinate YiConstant, wherein i=1,2 ..., n+1, are opened from vault segment
Begin to calculate, makes the vertical coordinate Z of the new node of k nodal moment zerok', wherein k=2 ..., n+1:
Acquire Zk', then obtain new arch tower axis node coordinate (0, Yi, Zi'), wherein i=1,2 ..., n+1；
(7) if calculated result meets MAX { Zi-Zi'≤0.01m, wherein i=2 ..., n+1, the i.e. vertical coordinate of arch tower node
Variation is less than 1cm and then reaches the linear target of optimization before and after iteration, then iteration ends, take and obtain arch tower axis section in step (6)
Point coordinate is each node coordinate of arch tower axis；Otherwise, it according to new arch tower axis node coordinate obtained in step (6), repeats to walk
Suddenly (2) continue to iterate to calculate to step (6).
In iterative process, when calculating the stretching rope power of suspension cable, in order to guarantee the reasonable of arch tower cable-stayed bridge main-beam
It is not changed by curved state, need to guarantee that the stretching rope power vertical force component of suspension cable does not change (on condition that cable beam anchoring point
It is symmetrically located on neutral axis about girder section centroid, otherwise, Ying Chongxin is according to girder rationally by curved state to inclined cable
Power optimizes to obtain Ti), it is calculated according to cable beam anchoring point coordinate and corresponding new arch tower axis Sarasota anchor point new oblique
Cable tension Suo Li Ti。
(8) Concentrated load due to arch tower by suspension cable, arch tower axis coordinate obtained in step (7) is theoretically
Chain line is hung by the feet to be continuously segmented, it is contemplated that beautiful requirement can be used parabola of higher degree and be fitted the arch tower met the requirements
Axial equation.The fitting of generally 2~4 power equation curves.
Preliminary linear the drafting of arch tower cable-stayed bridge arch tower can determine the span of arch tower, height with the requirement of Combining with terrain actual conditions
Degree, it is not specific to the initial arch tower arch axis shape and suspension cable Sarasota anchor point coordinate of optimization not with the change of optimization process
It is required that.
Arch tower is discrete for serial Element of Continuous Beam composition, it is self-possessed for the load being vertically distributed along beam length, in vault and arch
Under the premise of foot changes of section is little, taking the self weight of arch tower is along the equally distributed vertical load q of beam length.
The vertical bridge of stay cable force to direction across bridge component have no effect on girder by curved state (on condition that the rope of suspension cable
Beam anchor point is symmetrically arranged in girder section centroid two sides and each cross-section centroid alignment of girder, and otherwise, Ying Chongxin is closed according to girder
Reason optimizes stay cable force to obtain T by curved statei), therefore, arch tower axis can be according to girder rationally by curved shape when optimizing
The stretching rope power T of suspension cable is calculated in the constant principle of vertical component that state optimizes resulting suspension cable pulling forcei。
Advantages of the present invention:
1. each node coordinate of arch tower axis of the arch tower cable-stayed bridge obtained by iterative calculation optimizes very close to arch tower axis
The corresponding pressure line of load can substantially reduce arch tower institute bending moment, arch tower is allowed to give full play to good compressive property, save
Material.
2. being fitted by high order curve to each node coordinate of arch tower axis, arch tower is made to meet beautiful requirement.
Detailed description of the invention
Fig. 1 is the flow chart for illustrating arch tower axis optimization method of the present invention；
Fig. 2 is the calculating schematic diagram for illustrating arch tower axis optimization method of the present invention；
Fig. 3 is the Optimal Example bridge floor plan for illustrating arch tower axis optimization method of the present invention；
Fig. 4 is the Optimal Example bridge facade layout drawing for illustrating arch tower axis optimization method of the present invention；
Fig. 5 is the Optimal Example bridge isometric plan for illustrating arch tower axis optimization method of the present invention；
Fig. 6 is the Optimal Example bridge lateral layout drawing for illustrating arch tower axis optimization method of the present invention.
Fig. 7 is the diagram for illustrating each arch tower axis of the Optimal Example of arch tower axis optimization method of the present invention；
Fig. 8 is the difference for illustrating each secondary iteration arch tower axis Z coordinate of the Optimal Example of arch tower axis optimization method of the present invention
Figure；
Fig. 9 be illustrate arch tower axis optimization method of the present invention Optimal Example bridge optimization after lateral arrangement figure；
Figure 10 is to illustrate the Optimal Example of arch tower axis optimization method of the present invention using dead load when each arch tower axis+two-wire column
Arch tower bending moment envelope diagram under vehicle mobile load (the common load of ZK).
Appended drawing reference: f is the rise of arch tower, and l is the span of arch tower, Hi, Vi, MiRespectively load suffered by arch tower
Direction across bridge component, vertical component and moment, diFor the length of each segment of arch tower axis, i=1,2,3 ... indicate the volume of each node
Number.
Specific embodiment
Method of the invention is further illustrated with example with reference to the accompanying drawing, detailed process and arch tower wiresizing optimization meter
It is as shown in Figure 1 and Figure 2 to calculate schematic diagram.
Certain railway is the two-wire passenger dedicated railway line of designed driving speed 350km/h, line spacing 5.0m, using I type of CRTS-
Double-block type ballastless track, across certain highway, line direction and highway line direction angle are 26 °, oblique using arch tower
Bridge, flat facade and isometric plan such as Fig. 3~Fig. 5 are drawn, unit is m in figure.At bridge site highway be dug way, two-way six
Lane, positive width 29m, is bituminous pavement, and the later period is planned to two-way eight tracks, and positive width about 44m, local plan requires headroom to be not less than
6.0m.Relief is smaller at bridge site, and mound slope vegetation development, mostly forest land, valley floor are warded off as farm, forest land.
A kind of arch tower cable-stayed bridge arch tower axis optimization method, in turn includes the following steps:
(1) initial value of arch tower axis basic parameter to be optimized is tentatively drafted:
A) the span l=71.577m of arch tower axis, rise f=57.3555m take arch tower self weight for along arch tower Axis arc length
Uniformly distributed vertical distributed load: q=86.52kN/m；
B) coordinate (0, Y of each node of arch tower axisi, Zi), wherein i=1,2 ..., n+1, wherein n=43, such as institute in Fig. 3
Show initial arch tower axis；The linear node coordinate of arch tower cable-stayed bridge arch tower such as table 1 to be optimized, corresponding arch tower shape such as Fig. 6 institute
Show.
The linear node coordinate of the table initial arch tower of 1 arch tower cable-stayed bridge
C) coordinate (X of each cable beam anchoring pointj, Yj, Zj) (j=1,2 ..., m, m are 7) cable beam anchoring point number is；To excellent
The arch tower stay cable of cable-stayed bridge and girder anchor point coordinate such as table 2 of change.
2 cable beam anchoring node coordinate of table
| Coordinate numbers (j) | 1 | 2 | 3 | 4 | 5 | 6 | 7 |
| X(m) | -60 | -48 | -36 | -24 | -12 | 0 | 0 |
| Y(m) | 6.8 | 6.8 | 6.8 | 6.8 | 6.8 | 6.8 | 7.1 |
| Z(m) | 48.2272 | 48.2272 | 48.2272 | 48.2272 | 48.2272 | 48.2272 | 49.0272 |
(2) inclined guy cable stretching Suo Li T is rationally determined by curved state optimization according to arch tower cable-stayed bridge main-beami(i is Sarasota anchoring
The number of node), the parameters such as size using the material for each component of arch tower axis shape combination bridge tentatively drafted, tentatively drafted
Finite element model is established to calculate required for determining the optimization of arch tower axis with reference to stay cable force F under loadi(reference lotus here
Load takes dead load+two-wire train vertical dead-load, and wherein single line takes 64kN/m), as shown in table 3.
(3) according to stay cable force FiTower corresponding with rope, beam anchor point coordinate calculate vertical point of stay cable force
Measure ViWith cross stream component Hi(number that i is Sarasota anchorage node), calculation formula is as follows:
Stay cable force FiAnd its vertical component ViWith cross stream component HiCalculated result is as shown in table 3.
Suo Li F of the table 3 with reference to suspension cable under loadiWith component Vi、Hi
(4) length of each segment of arch tower is calculated, formula is as follows:
Wherein i=1,2 ..., n (3)
(5) assume that arch tower crown section only has horizontal force H1(V1=0, M1=0), arch springing only has horizontal reacting force Hn+1With it is vertical
Counter-force Vn+1(Mn+1=0), then by arch tower stress balance equation:
More than simultaneous three formula, acquires Vn+1=23323.5kN, Hn+1=4973.6kN and H1=11228.2kN；
(6) assume each arch tower axis node direction across bridge coordinate Yi(wherein i=1,2 ..., n+1) is constant, opens from vault segment
Begin to calculate, makes the vertical coordinate Z of the new node of k nodal moment zerok' (wherein k=2 ..., n+1):
Acquire Zk', then obtain new arch tower axis node coordinate (0, Yi, Zi') (wherein i=1,2 ..., n+1).For the first time
The linear node of arch tower and initial linear node comparison after optimization are shown in Table 4.
Table 4 first time iteration is linear with initial linear node contrast table
(7) if calculated result meets MAX { Zi-Zi'≤0.01m then iteration stopping, wherein i=2 ..., n+1；Otherwise it takes
(6) it is each node coordinate of arch tower axis that arch tower axis node coordinate is obtained in, and iteration as shown in Figure 7 is primary to obtain arch tower axis；
Otherwise according to new arch tower axis node coordinate, step (2) to step (6) iterative calculation is repeated, it is secondary and change to calculate iteration
The secondary arch tower axis obtained three times with iteration of the arch tower axis such as iteration in Fig. 7 of generation three times, then meets the item of iteration cut-off
Part.In iterative process, when calculating the stretching rope power of suspension cable, in order to guarantee the reasonable by curved shape of arch tower cable-stayed bridge main-beam
State does not change, and need to guarantee that the stretching rope power vertical force component of suspension cable does not change, according to cable beam anchoring point coordinate and phase
The new arch tower axis Sarasota anchor point answered calculates new inclined guy cable stretching Suo Li Ti.The arch tower wiresizing optimization iteration is to most terminating
The linear node of fruit the results are shown in Table 5 (optimization front and back arch tower axis Xsi、YiCoordinate is constant, as shown in table 4), each secondary arch tower axis of iteration
The linear such as Fig. 7 of line, each secondary iteration and each node Z coordinate difference of previous arch tower axis are as shown in figure 8, as we know from the figure with iteration time
Number increases, and coordinate difference is gradually decrease to converge to zero.
The all previous iteration linear result of table 5 and convergence difference table
(8) Concentrated load due to arch tower by suspension cable, arch tower axis coordinate obtained in (7), which is theoretically, to be connected
Chain line is hung in continuous segmentation by the feet, it is contemplated that the arch tower axis side that 4 Parabolic Fits are met the requirements can be used in beautiful requirement
Journey (biquadratic curve fitting iteration is three times shown in arch tower axis in curve graph 7):
Z=1.2565 × 10-5Y4+1.8715×10-20Y3+0.02882Y2-1.0027×10-16Y (8)
It is as shown in Figure 9 using the arch tower cable-stayed bridge lateral arrangement figure for being fitted obtained arch tower axis shape.
Moment M x result and comparative analysis table at the arch tower main node of 6 iteration of table front and back.
By finite element software Modeling Calculation it is found that optimizing the arch tower axial alignment of the example using method of the invention,
It is primary using iteration, secondary, three times than Preliminary design arch tower axis under dead load+two-wire ZK mobile load institute's bending moment amplitude with iteration
Number increase gradually decreases, wherein the arch tower axis obtained three times using iteration, maximal bending moment amplitude is reduced up to 91.2%, uses
Biquadratic curve is fitted the arch tower axis of iteration three times, and maximal bending moment amplitude also reduces 82.3%.The optimization front and back linear master of arch tower
Moment M x result and analysis at node is wanted to be shown in Table 6, corresponding Bending moment distribution figure such as Figure 10.
Claims (5)
1. a kind of arch tower cable-stayed bridge arch tower axis optimization method, which is characterized in that include the following steps:
(1) initial value of arch tower axis basic parameter to be optimized is tentatively drafted:
A) the span l of arch tower axis, rise f, taking arch tower self weight is the vertical distributed load q uniformly distributed along arch tower Axis arc length；
B) initial arch tower axis is discrete for a series of nodes and continuous beam element comprising suspension cable anchor point, arch tower axis
The coordinate (0, Y of each nodei, Zi), wherein node serial number i=1,2 ..., n+1, Xi、YiAnd ZiRespectively arch tower axis i-th section
The vertical bridge of point can also be stated to coordinate, direction across bridge coordinate and vertical coordinate with arch tower axis curvilinear equation；
C) coordinate (X of each cable beam anchoring pointj, Yj, Zj), j=1,2 ..., m, m are cable beam anchoring point number, Xj、YjAnd ZjRespectively
Bridge is indulged to coordinate, direction across bridge coordinate and vertical coordinate for cable beam anchoring point jth node；
(2) inclined guy cable stretching Suo Li T is rationally determined by curved state optimization according to arch tower cable-stayed bridge main-beami, i is Sarasota anchorage node
Number, calculate determine arch tower axis optimization foundation reference load under stay cable force Fi；
(3) according to stay cable force FiTower corresponding with rope, beam anchor point coordinate calculate stay cable force vertical component ViWith
Cross stream component Hi, i is the number of Sarasota anchorage node, and formula is as follows:
(4) length of each segment of arch tower is calculated, formula is as follows:
(5) assume that arch tower crown section only has horizontal force H1, V1=0, M1=0, arch springing only has horizontal reacting force Hn+1With vertical counter-force
Vn+1, Mn+1=0, then by arch tower stress balance equation:
More than simultaneous three formula, acquires Vn+1, Hn+1And H1Value；
(6) assume each arch tower axis node direction across bridge coordinate YiConstant, wherein i=1,2 ..., n+1, are counted since vault segment
It calculates, makes the vertical coordinate Z of the new node of k nodal moment zerok', wherein k=2 ..., n+1:
Acquire Zk', then obtain new arch tower axis node coordinate (0, Yi, Zi'), wherein i=1,2 ..., n+1；
(7) if calculated result reaches the target of wiresizing optimization, taking and obtaining arch tower axis node coordinate in step (6) is arch tower axis
Each node coordinate；Otherwise according to new arch tower axis node coordinate, step (2) to step (6) iterative calculation is repeated；
(8) the arch tower axial equation met the requirements is fitted with parabola of higher degree.
2. a kind of arch tower cable-stayed bridge arch tower axis method according to claim 1, which is characterized in that step (2) is using just
The material for walking each component of arch tower arch axis shape combination bridge drafted, the dimensional parameters tentatively drafted establish finite element model calculating
Determine the stay cable force F under the reference load of arch tower axis optimization foundationi。
3. a kind of arch tower cable-stayed bridge arch tower axis optimization method according to claim 1, which is characterized in that step (7) is repeatedly
The cut-off condition that generation calculates are as follows: if calculated result meets MAX { Zi-Zi'≤0.01m then iteration stopping, wherein i=2 ..., n+1,
I.e. variation is less than the target that 1cm then reaches wiresizing optimization before and after the vertical coordinate iteration of arch tower node.
4. a kind of arch tower cable-stayed bridge arch tower axis optimization method according to claim 1, which is characterized in that iterating to calculate
In the process, when calculating the stretching rope power of suspension cable, in order to guarantee that the reasonable of arch tower cable-stayed bridge main-beam is not changed by curved state,
It need to guarantee that the stretching rope power vertical force component of suspension cable does not change, on condition that cable beam anchoring point is symmetrical about girder section centroid
Be located at neutral axis on, otherwise, Ying Chongxin rationally optimizes stay cable force to obtain T according to girder by curved statei, according to
Cable beam anchoring point coordinate calculates new inclined guy cable stretching Suo Li T with corresponding new arch tower axis Sarasota anchor pointi。
5. a kind of arch tower cable-stayed bridge arch tower axis optimization method according to claim 1, which is characterized in that step (8) is adopted
It is fitted with 2~4 power equation curves.
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| CN112595499A (en) * | 2019-09-16 | 2021-04-02 | 深圳市建筑设计研究总院有限公司 | Loading and pre-internal force calculation method for secondary self-internal force structure |
| CN112926128A (en) * | 2021-04-07 | 2021-06-08 | 中国铁路设计集团有限公司 | Automatic fine design method for cable-stayed bridge pylon cross section |
| CN113591186A (en) * | 2021-07-21 | 2021-11-02 | 中铁大桥勘测设计院集团有限公司 | Steel truss manufacturing configuration determining method and system |
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| CN112595499A (en) * | 2019-09-16 | 2021-04-02 | 深圳市建筑设计研究总院有限公司 | Loading and pre-internal force calculation method for secondary self-internal force structure |
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| CN112926128A (en) * | 2021-04-07 | 2021-06-08 | 中国铁路设计集团有限公司 | Automatic fine design method for cable-stayed bridge pylon cross section |
| CN112926128B (en) * | 2021-04-07 | 2023-06-20 | 中国铁路设计集团有限公司 | Automatic fine design method for cross section of cable-stayed bridge cable tower |
| CN113591186A (en) * | 2021-07-21 | 2021-11-02 | 中铁大桥勘测设计院集团有限公司 | Steel truss manufacturing configuration determining method and system |
| CN113591186B (en) * | 2021-07-21 | 2023-09-12 | 中铁大桥勘测设计院集团有限公司 | Method and system for determining manufacturing configuration of steel truss girder |
| CN114239120A (en) * | 2021-12-28 | 2022-03-25 | 中国建筑第五工程局有限公司 | Reasonable arch axis determination method for deck type beam-arch combined bridge |
| CN114239120B (en) * | 2021-12-28 | 2023-09-12 | 中国建筑第五工程局有限公司 | Method for determining reasonable arch axis of upper-bearing type beam-arch combined bridge |
| CN114036808A (en) * | 2022-01-10 | 2022-02-11 | 中铁大桥科学研究院有限公司 | Intelligent identification and monitoring method for fatigue parameters of ballastless track of high-speed rail large-span cable-stayed bridge |
| CN115081097A (en) * | 2022-08-22 | 2022-09-20 | 中国建筑第六工程局有限公司 | Method for finding shape of single-arch space cable combined structure |
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