Authors:
Navid Farrokhnia,Seyed Mojtaba Movahedifar,DOI NO:
https://doi.org/10.26782/jmcms.2019.08.00007Keywords:
Blast,honeycomb damper,Abaqus,moment frame,Abstract
Earthquake is one of the most important natural phenomena and humans have always been trying to control its adverse effects. In the past century, the development of cities and the high investment in them and many financial and life losses caused by earthquake and, on the other hand, the ever-increasing advances in science and technology that allow for more accurate knowledge of the factors causing the earthquake and how to control it have made humans reduce its financial and life losses by making suitable and earthquake resistant structures. Today, due to the increasing growth of terrorist activities, the risk of structures facing blast loads has also increased. The occurrence of various terrorist incidents in relation to important structures around the world has caused that in recent years, blast loads become the focus of special attention. This article examines the connection of steel structures with honeycomb damper by applying blast and earthquake loads in Abaqus finite element software. Three frame models with 6, 9 and 13 floors have been considered for the study. For air blast, 10 Kg of TNT have been used. To apply earthquake records, seven pairs of accelerograms have been employed. By examining the results of numerical modeling in Abaqus finite element software, it can be observed that as a result of applying blast load, the damper could not react. But due to applying earthquake records, the damper’s behavior was very good so that at the beamcolumn joint, the highest amount of stress was created in the damper. Considering that applying the blast loading occurs in less than a few milliseconds and the structure does not have enough time to react to this load, blast load failure has been local and sectional.Refference:
I. Benavent, C.A. A brace‐type seismic damper based on yielding the walls of
hollow structural sections. Engineering Structures; 32: 1113‐1122, 2010..
II. Bergman, D.M., Goel, S.C. Evaluation ofcyclic testing ofsteelplate device
foradded damping and stiffness. Report no. UMCE 87‐10; The University of
Michigan, Ann Arbor, MI., 1987.
III. Carleone, J. “Tactical Missile Warheads”, Volume 155, American Institute
of Aeronautics and Astronautics,1993.
IV. Chan, R.W.K., Albermani, F. Experimental study of steel slit damper for
passive energy dissipation. Engineering Structures; 30:1058–1066, 2008..
V. Design and implementation of steel structures. Tenth chapter of the National
Building Regulations, Iran Development Publishing, Tehran, 2013.
VI. Inoue, K., Kuwahara, S. Optimum strength ratio of hysteretic damper.
Earthquake Engineering and Structural Dynamics; 27:577–588, 1998.
VII. Johnson, G. And Cook, W. H., “Constitutive Model And Data For Metals
Subjected To Large Strains”, High Strain Rates And High Temperatures;
Proceedings Of The Seventh International Symposium On Ballistics; Pp. 541-
P547, 1983 .
VIII. Kasai, K., Ito, H., Ooki, Y., Hikino, T., Kajiwara, K., Motoyui, S., Ozaki, H.,
Ishii, M. Full‐scale shake table tests of 5‐story steel building with various
dampers. In: 7th International Conference on Urban Earthquake Engineering
(7CUEE) & 5th International Conference on Earthquake Engineering
(5ICEE), Japan, 2010.
IX. Kasai, K., Ooki, Y., Ishii, M., Ozaki, H., Ito, H., Motoyui, S., Hikino, T.,
Sato, E. Value‐added 5‐story steel frame and its components: Part 1‐
full‐sacale damper tests and analysis. In: 14th WCEE, China, 2008.
X. Kelly, J.M., Skinner, R.I., Heine, A.J. Mechanisms of energy absorption in
special devices for use in earthquake resistant structures. Bulletin of New
Zealand Society for Earthquake Engineering; 5(3):63–88, 1972..
XI. Koetakaa, Y., Chusilp, P., Zhang, Z., Ando, M., Suita, K., Inoue, K., Uno, N.
Mechanical property of beam‐to‐column moment connection with hysteretic
dampers for column weak axis. Engineering Structures; 27:109–117, 2005.
XII. Mazza, F., Vulcano, A. Displacement‐based seismic design procedure for
framed buildings with dissipative braces. (a) Part I: Theoretical formulation;
(b) Part II: Numerical results. In: Seismic Engineering International
Conference commemorating the 1908 Messina and Reggio Calabria
Earthquake (MERCEA08), Italy, 2008.
XIII. Oh, S.H., Kim, Y.J., Ryu, H.S. Seismic performance of steel structures with
slit dampers. Engineering Structures; 31:199‐208., 2009.
XIV. Ohgi, K., Nakata, Y., Ohuchi, H., Tsunkake, H. A Horizontal Loading Test of
Viaduct Structure Model Retrofitted by Arc Shaped Damper. Memoirs of the
Faculty ofEngineering, Osaka City; 50:45‐54, 2009.
XV. Permanent Committee for Revising Building Design Regulations against
Earthquake. Building Design Regulations against Earthquake – Standard 84 –
2800, Fourth Edition, Tehran: Building and Housing Research Center, 2013.
XVI. Shimabata, T., Nakata, Y., Ohuchi, H., Tsunkake, H., Shimada, I. “A study
on hysteretic characteristics of Arc‐Shaped damper.” Memoirs of the Faculty
of Engineering, Osaka City; 48: 17‐25, 2007.
XVII. Skinner, R.J., Kelly, J.M., Heine, A.J., Hysteresis dampers for
earthquake‐resistant structures. Earthquake Engineering and Structural
Dynamics; 3:287–296, 2016.
XVIII. Wittaker, A.S., Bertero, V.V., Thompson, C.L., Alonso, L.J. Seismic testing
of steel plate energy dissipation devices. Earthquake Spectra; 7(4):563–604,
1991.
XIX. Y Nakata, H Ohuchi, H Tsunkake. A study on application of hysteretic
damper to excisting rail way viaduct structure. Memoirs of the Faculty of
Engineering, Osaka City; 49:43‐49, 2008.