NONLINEAR DYNAMIC RESPONSE AND STABILITY ANALYSIS OF A TENSEGRITY BRIDGE TO SELECTED CABLE RUPTURE

Authors

  • NABIL BEN KAHLA DEPARTMENT OF CIVIL ENGINEERING, COLLEGE OF ENGINEERING, KING KHALID UNIVERSITY, ABHA, KINGDOM OF SAUDI ARABIA / B LABORATORY OF SYSTEMS AND APPLIED MECHANICS, TUNISIA POLYTECHNIC SCHOOL, UNIVERSITY OF CARTHAGE, LA MARSA, TUNIS, TUNISIA HTTPS://ORCID.ORG/0000-0002-2483-3184
  • MOHAMED HECHMI EL OUNI DEPARTMENT OF CIVIL ENGINEERING, COLLEGE OF ENGINEERING, KING KHALID UNIVERSITY, ABHA, KINGDOM OF SAUDI ARABIA / B LABORATORY OF SYSTEMS AND APPLIED MECHANICS, TUNISIA POLYTECHNIC SCHOOL, UNIVERSITY OF CARTHAGE, LA MARSA, TUNIS, TUNISIA / HIGHER INSTITUTE OF APPLIED SCIENCES AND TECHNOLOGIES OF SOUSSE, UNIVERSITY OF SOUSSE, SOUSSE, TUNISIA HTTPS://ORCID.ORG/0000-0003-4470-5523
  • NIZAR BEL HADJ ALI LABORATORY OF SYSTEMS AND APPLIED MECHANICS, TUNISIA POLYTECHNIC SCHOOL, UNIVERSITY OF CARTHAGE, LA MARSA, TUNIS, TUNISIA HTTPS://ORCID.ORG/0000-0001-6264-4299
  • ROOHUL ABAD KHAN DEPARTMENT OF CIVIL ENGINEERING, COLLEGE OF ENGINEERING, KING KHALID UNIVERSITY, ABHA, KINGDOM OF SAUDI ARABIA HTTPS://ORCID.ORG/0000-0002-2329-4123

DOI:

https://doi.org/10.1590/1679-78255907

Abstract

THIS PAPER PRESENTS A NONLINEAR DYNAMIC ANALYSIS PROCEDURE USED FOR THE INVESTIGATION OF THE RESPONSE OF A TENSEGRITY BRIDGE TO A SELECTED SUDDEN CABLE RUPTURE. IN ORDER TO SIMULATE A CABLE RUPTURE, FOR THE LOADED OR UNLOADED GEOMETRY OF THE TENSEGRITY STRUCTURE, A GEOMETRICAL NONLINEAR ANALYSIS IS PERFORMED AND THE CABLE END TENSIONS PROJECTED IN THE GLOBAL COORDINATE SYSTEM ARE DETERMINED. NEXT, THESE FORCES ARE APPLIED AS EXTERNAL NODAL FORCES TO THE TENSEGRITY STRUCTURE, FROM WHICH THE SELECTED CABLE HAS BEEN OMITTED (DAMAGED STRUCTURE). NEXT, THE NONLINEAR EQUATION OF MOTION OF THE TENSEGRITY BRIDGE SUBJECTED TO DYNAMIC LOADS IS DISCRETIZED AND INTEGRATED IN TIME USING THE UNCONDITIONALLY STABLE NEWMARK CONSTANT-AVERAGE ACCELERATION METHOD COMBINED WITH A NEWTON-RAPHSON ITERATIVE SCHEME. THE DYNAMIC SIMULATION IS INITIATED BY CANCELLING THE VECTOR OF EXTERNAL FORCES REPRESENTING THE DAMAGED CABLE.  FOR EACH CASE, THE LARGEST TENSION FORCE IN THE CABLES, THE LARGEST COMPRESSION FORCE IN THE STRUTS AS WELL AS THE LARGEST AVERAGE MIDSPAN DISPLACEMENT ARE DETERMINED. THE MAXIMUM TENSION OBTAINED IN ALL THE BRIDGE CABLES WAS WAY BELOW THEIR TENSION CAPACITIES FOR THE UNLOADED BRIDGE AND EXCEEDED THEM FOR ONLY ONE CASE OF THE LOADED ONE. HOWEVER, THE MAXIMUM COMPRESSION FORCES OBTAINED IN THE STRUTS OF THE BRIDGE WERE BELOW THEIR COMPRESSION CAPACITIES. THE LIMIT DEFLECTION HAS BEEN EXCEEDED ONLY FOR OF THE LOADED BRIDGE AND FOR SEVERAL CASES OF CABLE RUPTURE. NONLINEAR DYNAMIC INSTABILITIES CAUSED BY CABLE SLACKENING WERE OBSERVED IN ALL SIMULATIONS.

 

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Published

2020-02-12 — Updated on 2020-02-12

Issue

Vol. 17 No. 2 (2020)

Section

Articles

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