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Frontiers of Structural and Civil Engineering

ISSN 2095-2430

ISSN 2095-2449(Online)

CN 10-1023/X

Postal Subscription Code 80-968

2018 Impact Factor: 1.272

Front. Struct. Civ. Eng.    2019, Vol. 13 Issue (5) : 1227-1242    https://doi.org/10.1007/s11709-019-0551-5
RESEARCH ARTICLE
Finite element modeling of cable sliding and its effect on dynamic response of cable-supported truss
Yujie YU1(), Zhihua CHEN2, Renzhang YAN3
1. School of Civil Engineering, Central South University, Changsha 410000, China
2. Department of Civil Engineering, Tianjin University, Tianjin 300072, China
3. College of Civil Engineering, Chongqing Jiaotong University, Chongqing 400000, China
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Abstract

The cable system of cable-supported structures usually bears high tension forces, and clip joints may fail to resist cable sliding in cases of earthquake excitations or sudden cable breaks. A analytical method that considers the dynamic cable sliding effect is proposed in this paper. Cable sliding behaviors and the resultant dynamic responses are solved by combining the vector form intrinsic finite element framework with cable force redistribution calculations that consider joint frictions. The cable sliding effect and the frictional tension loss are solved with the original length method that uses cable length and the original length relations. Then, the balanced tension distributions are calculated after frictional sliding. The proposed analytical method is achieved within MATLAB and applied to simulate the dynamic response of a cable-supported plane truss under seismic excitation and sudden cable break. During seismic excitations, the cable sliding behavior in the cable-supported truss have an averaging effect on the oscillation magnitudes, but it also magnifies the internal force response in the upper truss structure. The slidable cable joints can greatly reduce the ability of a cable system to resist sudden cable breaks, while strong friction resistances at the cable-strut joints can help retain internal forces.

Keywords sliding cable      explicit solution framework      original length method      seismic response      cable rupture     
Corresponding Author(s): Yujie YU   
Just Accepted Date: 28 May 2019   Online First Date: 19 July 2019    Issue Date: 11 September 2019
 Cite this article:   
Yujie YU,Zhihua CHEN,Renzhang YAN. Finite element modeling of cable sliding and its effect on dynamic response of cable-supported truss[J]. Front. Struct. Civ. Eng., 2019, 13(5): 1227-1242.
 URL:  
https://academic.hep.com.cn/fsce/EN/10.1007/s11709-019-0551-5
https://academic.hep.com.cn/fsce/EN/Y2019/V13/I5/1227
Fig.1  Particle and element discretion.
Fig.2  Trajectory of particle motion.
Fig.3  Sliding cable element.
Fig.4  Joint friction calculation.
Fig.5  Force system and displacement increments of a beam element at subsequent time steps.
Fig.6  Cable element at adjacent time step k and k+1.
Fig.7  Flowchart of the dynamic analysis for cable structures.
Fig.8  Continuous cable sliding test.
Fig.9  Calculation diagram of the continuous cable.
Fig.10  Validation of multi-node sliding cable model. (a) Cable force behavior during analysis time; (b) comparison of experimental and numerical results.
Fig.11  Calculation case and results of a cable-supported truss. (a) Calculated cable-supported string truss; (b) numbering pattern; (c) member forces under different joint friction conditions.
case case description inherent friction (kN) friction coefficient
I discontinuous cable 500 0.2
II frictional sliding 3 0.2
III frictional sliding 1 0.2
IV frictional sliding 1 0.4
Tab.1  List of conditions for analysis
Fig.12  Comparison of seismic behavior between MATLAB and ANSYS-DYNA, (Discontinuous cable case). (a) Locations of selected members; (b) truss top chord (TT); (c) truss bottom chord (TB); (d) truss diagonal chord (TD); (e) cable strut (CS); (f) cable (CC).
Fig.13  Cable force response under different friction conditions. (a) Cable force response of CC1 under different friction conditions; (b) member locations; (c) cable force responses of CC1–CC3.
Fig.14  Internal force responses at different locations.
Fig.15  Member force response with cable loss. (a) Member locations; (b) internal force response of truss member (TT6); (c) internal force response of cable (CC2).
Fig.16  Force responses of the remaining cables under rupture fail and gradual fail conditions of the end cables. (a) Rupture fail response; (b) gradual fail response.
Fig.17  Internal force behaviors under different friction and failure modes. (a) Member location; (b) top chord of truss; (c) bottom chord of truss; (d) diagonal chord of truss
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