Cable structure design of suspension bridges through strand reduction method

ce/papers ◽  
2021 ◽  
Vol 4 (2-4) ◽  
pp. 311-317
Author(s):  
Acuner Acun
Keyword(s):  
Reduction Method ◽  
Structure Design ◽  
Suspension Bridges ◽  
Cable Structure

Study on Boundary Conditions of the Natural Vibrations for Self-Anchored Cable-Stayed Suspension Bridges

2013 ◽  
Vol 419 ◽  
pp. 872-876
Author(s):  
Hai Xin Huang ◽  
Ying Zhang ◽  
Shou Shan Cheng ◽  
Yan Hui Qie
Keyword(s):  
Risk Evaluation ◽  
Influence Factors ◽  
Structure Design ◽  
Suspension Bridges ◽  
Natural Vibrations ◽  
First Order ◽  
Transverse Bending ◽  
Vertical Support ◽  
Torsional Frequency ◽  
Elastic Constraint

The study of the natural vibrations is the basis of risk evaluation. Based on numerical simulation technology, some influence factors such as different restriction means including the setup of vertical support or fixed connection between pylon and girder, and elastic constraint along longitude of girder, as well as whether setting the auxiliary piers, the location and the number of the auxiliary pier and the changes of the dead load are chosen in order to study in depth the effects on the first-order longitudinal frequency, first-order vertical-bending frequency, first-order transverse-bending frequency and the first-order torsional frequency of self-anchored cable-stayed suspension bridges. The results obtained here have an important guiding significance to optimize structure design and defend risk.

scholarly journals SHAPE DETERMINING OF A LOADED CABLE VIA TOTAL DISPLACEMENTS

2005 ◽  
Vol 11 (4) ◽  
pp. 283-291 ◽  
Author(s):  
Algirdas Juozapaitis ◽  
Arnoldas Norkus
Keyword(s):  
Flexural Rigidity ◽  
Engineering Practice ◽  
Suspension Bridges ◽  
Large Displacements ◽  
Structural Elements ◽  
Principle Of Superposition ◽  
Structural Element ◽  
Engineering Structures ◽  
Cable Structure ◽  
Total Displacement

Cable structures are very efficient (in economic aspect) when applied to cover large spans. The cable structure consists of a single cable or a network of cables. The cable attractive feature is the highest ratio of strength to weight amongst other carrying structural elements, usually applied in engineering practice. But a cable is a specific structural element able to response only one type of deforming ‐ tension (flexural rigidity actually vanishes). Therefore, when loaded a cable shapes the form to resist tension only. This adaptation is followed by large nonlinear displacements. Thus, the nature of geometrical nonlinear cable behavior is quitie a different from that of rigid structural elements. Both elements response via small deformations when loaded, but large displacements of a cable are conditioned by its adaptation to loading, and those of rigid structural elements ‐ by actual deformations. One can also note that deformations of a cable are significantly less than those of rigid structural elements, but at the same time actual cable displacements are significantly larger. Thus, the main disadvantage of a cable structure is its response to loading by large displacements caused by asymmetric loading component (usually met in engineering practice, e.g. the design of suspension bridges, coverings of stadium, etc). Therefore stiffness conditions predominate in the actual codified cable design. Having identified governing factors conditioning displacement magnitudes one can introduce the constructional means/solutions assigned to reduce them if required. Therefore the evaluation of cable displacements by a reliable and sufficiently exact method compatible with the calculation of actual engineering structures is under current necessity. When analyzing total displacements the principle of superposition is employed in a special sequence. Total displacement is split into two components: kinematic and elastic. The first component represents cable form shaping the loading, the second one is conditioned by elastic deformations. Any point displacement of an asymmetrically loaded cable can be expressed via its middle span. The developed analytical expressions to evaluate middle span displacements are presented. They enable to identify maximal displacements and their locations. The developed analytical method for total displacements evaluation is tested numerically. The comparative analysis in respect of the influence of various parameters conditioning displacement magnitudes is performed. The displacement evaluation errors, their causality conditioned by the application of approximate‐ widely applied engineering methods, are discussed.

SEACON II: An Instrumented Tri-Moor For Evaluating Cable Structure Design Methods

1975 ◽  
Author(s):  
T.R. Kretschmer ◽  
G.A. Edgerton ◽  
S.A. Black ◽  
N.D. Albertsen
Keyword(s):  
Structure Design ◽  
Design Methods ◽  
Cable Structure

Theoretical and numerical studies of the slip resistance of main cable clamp composed of an upper and a lower part

2020 ◽  
pp. 136943322096527
Author(s):  
Rusong Miao ◽  
Ruili Shen ◽  
Lu Wang ◽  
Lunhua Bai
Keyword(s):  
Analytical Model ◽  
Tensile Force ◽  
Suspension Bridges ◽  
Axial Component ◽  
Cable Structure ◽  
Main Cable ◽  
Slip Resistance ◽  
Connection System ◽  
Orthotropic Friction ◽  
Partial Factor

Cable clamps are important connection members widely used in suspension bridges and cable structure buildings. The clamps are usually tightened on the cable through pre-stressed bolts and resist cable axial component of the external load by friction. Current relevant standards provide slip resistance formulas for anti-slip design of the clamps but are conceptive and simple, lacking explicit and quantitative mechanical derivation. This paper develops an analytical model and proposes a novel slip failure criterion based on the slippage amount, aiming at understanding the force state and estimating the slip resistance of the main cable clamp composed of an upper and a lower part. Finite element analyses then validate that the analytical model can correctly reveal the influences of the multiple factors including hanger tensile force and orthotropic friction on the force state of the cable-clamp system. Moreover, the original Coulomb-friction-law-based slip resistance formula is briefly revised by introducing a partial factor in order to take the nonlinearity of the connection system into account. The revised slip resistance formula implies its promising applicability in obtaining reliable and flexible solution to anti-slip problem of the clamp with different level of safety redundancy.

The Application of the Steel Materials in Large-Span Cantilever Composite Structure

2013 ◽  
Vol 644 ◽  
pp. 353-357
Author(s):  
Nan Geng
Keyword(s):  
Composite Structure ◽  
High Strength ◽  
Structure Design ◽  
Frame Structure ◽  
Joint Control ◽  
Steel Beam ◽  
Curtain Wall ◽  
Cable Structure ◽  
Large Span ◽  
Cantilever Length

The characteristic of the Steel materials are high strength、light weight、high integral rigidity、high deformation capacity, So the Steel materials is suitable used to build large-span、superelevation、extra-heavy type of building. The urban planning exhibition hall of cultural activity center in Shanxi is large-span cantilever composite structure,that is SRC column and steel beam + concrete frame structure, the maximum cantilever length of fourth layer truss is 10 m.Through the top of the cantilever steel beam with its lower suspension truss and cross-section cantilever steel beam of the first floor cantilever beam realize cantilever togetherly. Realize the structure design based on Performance Analysis by using midas/gen ver8.00 to establish a rational model,. The pipe truss and tensed cable structure joint control the total displacement of glass curtain wall.

Application of Dynamic Unstressed State Method in Vertical Rotation Construction of Bridges

2011 ◽  
Vol 255-260 ◽  
pp. 988-992
Author(s):  
Wen Wu Li ◽  
Zhe Zhang ◽  
Cai Liang Huang
Keyword(s):  
Finite Element ◽  
Element Model ◽  
Internal Force ◽  
Suspension Bridges ◽  
Cable Structure ◽  
Initial Stage ◽  
Unstressed State ◽  
Practical Engineering ◽  
Cable Force

A dynamic unstressed length link element and a catenary element are developed based on classical link element and catenary element, and a dynamic unstressed finite element method is proposed which takes unstressed length as input of the finite element and adjusts cable force by modifying unstressed length of element in finite element calculation. Only a finite element model for initial stage of rotation needs to be set in simulating bridge construction of vertical rotation from above to below, and the whole rotation process could be simulated only by adjusting unstressed length of buckle cable and tractive cable, the internal force of buckle, tractive cable and structure in each construction stage can be accurately calculated. This method can also be applied to tension process for cable-stayed bridge, suspension bridges and other cable structure bridges. This paper takes case study to show the correctness of this method and its practical engineering value in application.

Type -Reduction Method on Fuzzy Critical Path

2019 ◽  
Vol 7 (1) ◽  
pp. 256-259
Author(s):  
P.Balasowandari ◽  
Dr. V.Anusuya
Keyword(s):  
Reduction Method ◽  
Critical Path ◽  
Type Reduction
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