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INFLUENCE OF THE SECOND ORDER EFFECTS ON LATERAL DRIFT DEMAND FOR STRUCTURES

Albota, Emil, Gabriela, Fadei Elena, Popa, Viorel

First published: 2013-06-20https://doi.org/10.5593/sgem2013/ba1.v2/s05.015View metrics

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Title
INFLUENCE OF THE SECOND ORDER EFFECTS ON LATERAL DRIFT DEMAND FOR STRUCTURES
Authors
Albota, Emil, Gabriela, Fadei Elena, Popa, Viorel
Proceedings
SGEM International Multidisciplinary Scientific GeoConference EXPO Proceedings; 13th SGEM GeoConference on SCIENCE AND TECHNOLOGIES IN GEOLOGY, EXPLORATION AND MINING
Publisher
Stef92 Technology
Year
2013
Pages
793 - 800 pp
ISSN
1314-2704
ISBN
Not available yet
Language
en
Publication type
Conference Paper
References10

  1. Medina, R., Krawinkler, H.: „ Seismic Demands for Nondeteriorating Frame Structures and Their Dependence on Ground Motions”, John A. Blume Earthquake Engineering CenterDepartment of Civil and Environmental Engineering Stanford University, PEER Reprot 2004/05;

  2. P.Bazzuro, C. A. Cornell : Vector Valued probabilistic seismic hazard analysis (VPSHA), Proceedings of the Seventh U.S. National Conference on Earthquake Engineering, Boston, MA, 2002;

  3. Taghavi S., Miranda E., „Response Assessment of Nonstructural Buildings Elements”, PEER Report 2003/05;

  4. D. Vamvatsikos, C. A. Cornel l: Incremental dyna mic analysis, Earthquake Engineering & Structural Dynamics, 31, 3, March, pages 491-514, 2002.

  5. E. Albota, S. Demetriu, R. Enache Drift demands for frame structures subjected to Vrancea earthquake grpund motions. 0.3 0.6 0.9 1.2 1.5 MIDR/[SD(T1)/H] T1(s) T1=0.1N [Sa(T1)/g]/γ=1 T1=0.1N [Sa(T1)/g]/γ=1.5 T1=0.1N [Sa(T1)/g]/γ=2 T1=0.1N [Sa(T1)/g]/γ=3 T1=0.1N [Sa(T1)/g]/γ=1 with P-Δ T1=0.1N [Sa(T1)/g]/γ=1.5 with P-Δ T1=0.1N [Sa(T1)/g]/γ=2 with P-Δ T1=0.1N [Sa(T1)/g]/γ=3 with P-Δ with P-Δ effect without P-Δ effect

  6. Medina, R., Krawinkler, H.: „ Seismic Demands for Nondeteriorating Frame Structures and Their Dependence on Ground Motions”, John A. Blume Earthquake Engineering CenterDepartment of Civil and Environmental Engineering Stanford University, PEER Reprot 2004/05;

  7. P.Bazzuro, C. A. Cornell : Vector Valued probabilistic seismic hazard analysis (VPSHA), Proceedings of the Seventh U.S. National Conference on Earthquake Engineering, Boston, MA, 2002;

  8. Taghavi S., Miranda E., „Response Assessment of Nonstructural Buildings Elements”, PEER Report 2003/05;

  9. D. Vamvatsikos, C. A. Cornel l: Incremental dyna mic analysis, Earthquake Engineering & Structural Dynamics, 31, 3, March, pages 491-514, 2002.

  10. E. Albota, S. Demetriu, R. Enache Drift demands for frame structures subjected to Vrancea earthquake grpund motions. 0.3 0.6 0.9 1.2 1.5 MIDR/[SD(T1)/H] T1(s) T1=0.1N [Sa(T1)/g]/γ=1 T1=0.1N [Sa(T1)/g]/γ=1.5 T1=0.1N [Sa(T1)/g]/γ=2 T1=0.1N [Sa(T1)/g]/γ=3 T1=0.1N [Sa(T1)/g]/γ=1 with P-Δ T1=0.1N [Sa(T1)/g]/γ=1.5 with P-Δ T1=0.1N [Sa(T1)/g]/γ=2 with P-Δ T1=0.1N [Sa(T1)/g]/γ=3 with P-Δ with P-Δ effect without P-Δ effect

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