ORIGINAL_ARTICLE
Seismic Hazard Zoning in Iran: A State-of-the-Art on the Studies during Four Decades
This is a state-of-the-art paper on the seismic hazard zoning studies performed in Iran since the mid-1970s to 2015. Reliable seismic hazard studies depend on having a robust earthquake catalog, good knowledge of tectonic conditions and relevant attenuation models applied for the hazard calculations. The better input for hazard analysis results in the more reliable parameters and seismic hazard assessments. The first generations of seismic hazard zoning maps in Iran were developed based on the deterministic approaches for calculation of maximum intensities (e.g. [1] and [2]). In 1982, Bozorgnia and Mohajer-Ashjai [3] published the first comprehensive probabilistic hazard assessment for major cities of Iran. The first PGAzoningmap for the greater Tehran region was also published by Berberian et al. [4]. The next generations of seismic hazard zoning studies were carried out for dam sites, which were under construction during the 1980s and 1990s in Iran. A seismic hazard zoning map of Iran for the "design earthquake" (so called 475 years of return period), was published in 1999 as an attachment to the Iranian seismic code for buildings (Standard No. 2800). In the recent years, a number of detailed hazard zoning maps for the greater cities and specific industrial sites have also been presented. The defined spectral attenuation equations for Iran (e.g. [5-17]) can be used for producing spectral zoning maps. These maps can be developed using region specific ground-motion prediction equations by considering various ground-motion parameters that involve spectral acceleration, displacement and peak groundmotion values. Therefore, there are still ongoing attempts to develop the probabilistic seismic zoning maps for Iran. In this paper, the seismic hazard zoningmaps of Iran developed in the last 40 years are investigated. It is tried to depict the development history of the seismic hazard zoning studies for Iran, which have been started since the mid-1970s. Briefly, the trend of such studies was started by the application of deterministic approaches for estimation of intensity and then was continued using probabilistic approaches. Future studies on the seismic hazard zoning in Iran seems to cover newapproaches such as the realistic acceleration and the neo-deterministic approaches, time-dependent mapping, intelligent updating of hazard maps as well as the development of site-specific hazard analysis based on the development of more detailed data.
http://www.jsee.ir/article_240762_087b6fe5462b61c5ff5c62fe3eb70f09.pdf
2017-05-01
71
101
Deterministic Approach
Probabilistic approach
Seismic Hazard
Iran
Seismotectonic provinces
Mehdi
Zare
mehdi.zare.iran@gmail.com
1
International Institute of Earthquake Engineering and Seismology (IIEES)
LEAD_AUTHOR
ORIGINAL_ARTICLE
Implementation of Hierarchical Tree Structure in Fast Multipole Method in 2-D Seismic Elastic Domain
A numerical boundary element, as an appurtenance of integral equation method, has some useful characteristics that facilitate the solutions of numerical equations, but asymmetrical and sparse structure of formed stiffness matrix in large-scale boundary element method related to high degree of freedom problems make it unpractical, especially in seismic analysis of large-scale surface topographies with irregularities. Nowadays, fast algorithms such as fast multi-pole method present new media in numerical solutions with the aim of revolutionary changes in geometric definitions. In contrary with the usual node-to-node or element-toelement interconnection implementation, the cell-to-cell relation along hierarchy tree structure is applied. In most papers, the fast algorithm uses a two-level hierarchical tree structure as a part of algorithm internally without detail illustration. Therefore, a comprehensive detail of hierarchical tree structure is requested. In this paper, a multi-level (level definition is dynamic) hierarchical tree structure is presented with graphical theme and examples. This paper presents the relation between conventional boundary element method geometric structure with hierarchical tree model, and later, explains the method along with its abilities and limitations.
http://www.jsee.ir/article_240757_5340cd23539b727b3308796cd58b45b1.pdf
2017-05-01
103
112
Hierarchical tree structure
Fast Boundary Element
Large-scale problem
Topographies
Degree of Freedom
Mohammad
Saffar
m.saffar@iiees.ac.ir
1
International Institute of Earthquake Engineering and Seismology (IIEES)
LEAD_AUTHOR
Mohsen
Kamalian
kamalian@iiees.ac.ir
2
International Institute of Earthquake Engineering and Seismology (IIEES)
AUTHOR
Kamalian, M., Gatmiri, B., Sohrabi-Bidar, A., and Khalaj, A. (2007) Amplification pattern of 2D semi-sine shaped valleys subjected to vertically
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propagating incident waves. Commun. Numer. Methods Eng., 23(10), 871-887.
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Friedman, M.B. and Shaw, R. (1962) Diffraction of pulses by cylindrical obstacles of arbitrary cross section. J. Appl. Mech., 29(1), 40-46.
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Cole, D.N., Kosloff, D.D., and Minster, J.B. (1978) A numerical boundary integral equation method for elastodynamics. Bulletin of the Seismological Society of America , 68(5), 1331-1357.
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Niwa, Y., Fukui, T., Kato, S., and Fujiki, K. (1980) An application of the integral equation method to two-dimensional elastodynamics. Theor. Appl.
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Mech., 28, 281-290.
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Manolis, G.D. and Beskos, D.E. (1981) Dynamic stress concentration studies by boundary integrals and Laplace transforms. Int. J. Numer. Methods
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Eng., 17(4), 573-599.
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Manolis, G.D. (1983) A comparative study on three boundary element method approaches to problems in elastodynamics. Int. J. Numer. Methods Eng.,
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(1), 73-91.
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Mansur, W.J. (1983) A Time-Stepping Technique to Solve Wave Propagation Problems Using the Boundary Element Method. Ph.D. Dissertation,
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University of Southampton.
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Antes, H. (1985) A boundary elements procedure for transient wave propagation in two-dimensional isotropic elastic media. Finite Elem. Anal. Des.,
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(4), 313-322.
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Spyrakos, C.C. and Antes, H. (1986) Time domain boundary element method approaches in elastodynamics: a comparative study. Comput. Struct., 24(4), 529-535.
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Israil, A.S.M. and Banerjee, P.K. (1990b) Advanced time-domain formulation of BEM for two-dimensional transient elastodynamics. Int. J. Numer. Methods Eng., 29(7), 1421-1440.
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Kamalian, M., Gatmiri, B., and Sohrabi-Bidar, A. (2003) On time-domain two dimensional site response analysis of topographic structures by BEM. J. Seism. Earthq. Eng., 5(2), 35-45.
17
Greengard, L.F. and Rokhlin, V. (1987) A fast algorithm for particle simulations. J. Comput. Phys., 73, 325-348.
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Darve, E. (2000) The fast multipole method: Numerical Implementation. J. of computational Physics, 160, 195-240.
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Greenbaum, A., Greengard, L., and McFadden, GB. (1993) Laplace's equation and Dirichlet-Neumann map in multiply connected domains. J. Comput. Phys., 105, 267-278.
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Greengard, L. (1988) The Rapid Evaluation of Potential Fields in Particle Systems. MIT Press, Cambridge, MA.
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Greengard L. and Helsing J. (1988) On the numerical evaluation of elastostatic fields in locally isotropic two-dimensional composits. J. Mech. Phys., 46, 1441-1462.
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Greengard, L. and Kropinski, M.C. (1996) Integral equation methods for stokes flow and isotropic elasticity in the plane. J. Comput. Phys.,
23
, 403-414.
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Ergin A. Michielssen E. Shanker B. (1999) Fast transient analysis of acoustic wave scattering from rigid bodies using a two-level plane wave
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time domain algorithm. J. Acoust. Soc. Am., 106, 2405-2416.
26
Warren, M.S. and Salmon, J.K. (1992) Astrophysical N-body simulations using hierarchical tree data structures. Supercomputing, 92, 570-
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Board, J.A., Causey, J.W., Leathrum, J.F., Windemuth, A., and Schulten, K. (1992) Accelerated molecular dynamics simulation with the parallel fast multipole method. Chem. Phys. Lett., 198, 89-94.
28
Salmon, J.K., Warren, M.S., and Winckelmans, G.S. (1994) Fast parallel tree codes for gravitational and fluid dynamical N-body problems.
29
Int. J. Supercomput. Appl., 8, 124-142.
30
Takahashi, T., Nishimura, N., and Kobayashi, S. (2001) Fast Boundary Integral Equation method for Elastodynamic Problems in 2D in Time
31
Domain. Trans. JSME (A), 661(67), 1409-1416.
32
Otani, Y., Takahashi, T., and Nishimura, N. (2003) A fast boundary integral equation method for elastodynamics in time domain and its parallelisation. J. American Society of Mechanical Engineers, 55(4), 161-185.
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Nishimura, N. (2002) Fast multipole accelerated boundary integral equation methods. J. American Society of Mechanical Engineers, 55(4), 299-324.
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Shen, L. and Liu Y.J. (2007) An adaptive fast multipole boundary element method for threedimensional potential problems. Comput. Mech.,
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, 681-691.
36
Liu, Y.L. and Nishimura N. (2006) The fast multipole boundary element method for potential problems: A tutorial. Eng. Anal. Boundary Elements, 30, 371-381.
37
ORIGINAL_ARTICLE
Out-of-Plane Behavior of Masonry Infill Walls
Past earthquakes have highlighted the vulnerability of masonry infills in the out-of-plane direction. To investigate this vulnerability, it is necessary to test some samples of infills in the out-of-plane direction taking into consideration that the main problem in the simulation of the out-of-plane response is their test setup and calculation of out-of-plane force applied to the infills. One can suggest that multiplying the pressure inside the airbag times its effective area (area of the airbag in full contact with infill) can lead to calculation of the out-of-plane force; but in this paper, it is concluded that the distance between the reaction wall keeping the airbag and the infill affects the effective area of the airbag. When the distance between the reaction walls and the masonry infill wall is smaller, the effective area is closer to the nominal area of the airbag. The effective contact area of the airbag is calculated by dividing the load measured in load cells by the pressure inside the airbag. Based on this result, it is also recommended to use load cells in the test setup to measure the out-of-plane force instead of its calculation by the pressure inside the airbag. After the installation of the out-of-plane test setup, one specimen representing the contemporary construction typology in North of Portugal was tested. In order to investigate its out-of-plane behavior, quasi-static testing was performed on a masonry infill built inside a reinforced concrete frame by means of an airbag system to apply the uniform out-of-plane load to each component of the infill. The main advantage of this testing setup is that the out-of-plane loading can be applied more uniformly in the walls, contrarily to point load configuration. The test was performed under displacement control by selecting the mid-point of the infill as control point. Input and output air in the airbag was controlled by using a software to apply a specific displacement in the control point of the infill wall. Four load cells were attached to the reaction frame to measure the out-of-plane force. Deformation and crack pattern of the infill confirm the formation of arching mechanism and two-way bending of the masonry infill. Until collapse of the horizontal interface between infill and upper beam in RC frame, the infill bends in two directions. However, the failure of that interface that is known as weakest interface due to difficulties in filling the mortar between bricks of last row and upper beam results in the crack opening trough a well-defined path and the consequent collapse of the infill. It is also investigated that the collapse of the infill was happened suddenly unlike the specimens tested by [1]. This is related to the presence of higher axial force on top of the columns in [1] that resulted in formation of a two-way arching mechanism supported on four sides. Besides, it seems that the presence of higher axial force on top of the columns can compensate the defects of upper interface.
http://www.jsee.ir/article_240758_138b50f9f06fd2539f46ae3f6c4765b1.pdf
2017-05-01
113
122
Masonry
Infill
Out-of-Plane
Airbag
Farhad
Akhoundi
f.akhoundi@tabriziau.ac.ir
1
Tabriz Islamic Art University
LEAD_AUTHOR
Graça
Vasconcelos
2
ISISE, University of Minho
AUTHOR
Paulo
Lourenço
3
ISISE, University of Minho
AUTHOR
Akhoundi, F. (2016) Strategies for Seismic Strengthening of Masonry Infilled Reinforced Concrete Frames. University of Minho.
1
Kusumastuti, D. (2010) Report on the West Sumatra Earthquake of September 30, 2009. MCEER Bulletin.
2
Guevara, L.T. and Garcia, L.E. International network for the design of earthquake resilient cities (INDERC).
3
Miranda, E. and Bertero, V.V. (1989) The Mexico earthquake of September 19, 1985-performance of low-rise buildings in Mexico City. Earthquake Spectra, 5, 121-43.
4
Jain, S.K., Lettis, W.R., Murty, C.V.R., and Bardet, J.P. (2002) Bhuj, India Earthquake of January 26, 2001, Reconnaissance Report. Earthquake Spectra , Supplement A to Vol 18.
5
Braga, F., Manfredi, V., Masi, A., Salvatori, A., and Vona, M. (2011) Performance of nonstructural elements in RC buildings during the L'Aquila, 2009 earthquake. Bull Earthquake Eng., 9, 307-324.
6
Drysdale, R. and Essawy, A. (1988) Out-of-plane bending of concrete block walls. Journal of Structural Engineering, 114, 121-33.
7
Dawe, J.L. and Seah, C.K. (1989) Out-of-plane resistance of concrete masonry infilled panels. Canadian Journal of Civil Engineering, 16, 854-864.
8
Angel, R., Abrams, D., Shapiro, D., Uzarski, J., and Webster, M. (1994) Behaviour of Reinforced Concrete Frames with Masonry Infills. Urbana-
9
Champaign, IL, USA.
10
Henderson, R.C., Fricke, K.E., Jones, W.D., Beavers, J.E., and Bennett, R.M. (2003) Summary of a large- and small-scale unreinforced masonry infill test program. Journal of Structural Engineering, 129(12), 1667-1675.
11
Calvi, G.M. and Bolognini, D. (2001) Seismic response of reinforced concrete frames infilled with weakly reinforced masonry panels. Journal of Earthquake Engineering, 5, 153-185.
12
Furtado, A., Costa, C., Rodrigues, H., and Arêde, A. (2014) Characterization of structural characteristics of Portuguese buildings with masonry
13
infill walls stock. 9th International Masonry Conference. University of Minho, Guimaraes, Portugal.
14
EN1015-3. Methods of test for mortar for masonry- Part 3: Determination of consistance of fresh mortar (by flow table).
15
EN1015-11:1999. Methods of test for mortar for masonry. Part 11: Determination of Flexural and Compressive Strength of Hardened Mortar.
16
EN772-16:2000. Methods of test for masonry units- Part 16: Determination of dimensions.
17
EN772-1:2000. Methods of tests for masonry units. Part 1: Determination of compressive strength.
18
EN1052-1:1999. Methods of test for masonry- Part 1: Determination of compressive strength.
19
E519-02 A. Standard Test Method for Diagonal Tension (Shear) in Masonry Assemblages.
20
EN1052-2:1999. Methods of test for masonry- Part 2: Determination of flexural strength.
21
EN1052-3:2003. Methods of test for masonry- Part 3: Determination of initial shear strength.
22
ORIGINAL_ARTICLE
Ranking of GMPEs for Seismic Hazard Analysis in Iran Using LH, LLH and EDR Approaches
One of the most critical steps of seismic hazard and risk analysis is selecting the appropriate GMPEs to address strong ground motion based on earthquakeparameters. In fact, appropriate modeling of this epistemic source of uncertainty in analysis is a non-trivial approach that is an active area of research. From statistical point of view, this issue can be resolved by measuring the good-of-fit, which describes how well a model fits a set of observations. In this study, the suitability of a set of local, regional and global GMPEs based on the three approaches of LH, LLH and EDR for two distinct seismotectonic regions of Iran have been assessed. Analyses show general compatibility between the order of ranking in both approaches of LH and LLH while the order of ranking in EDR approach shows significant differences. This contradiction come from their conceptual differences, in which the approaches like LH and LLH the overall performance of a model is assessed in an index and the individual effect of other parameters are not examined.
http://www.jsee.ir/article_240760_330621d09ccfa18823d7f6ee8466e686.pdf
2017-05-01
139
161
Seismic Hazard
Risk Analysis
Ranking of GMPEs
Seismotectonic regions
Iran
LH and LLH methods
EDR index
Mohammad
Fallah Tafti
1
International Institute of Earthquake Engineering and Seismology (IIEES)
AUTHOR
Kambod
Amini Hosseini
kamini@iiees.ac.ir
2
International Institute of Earthquake Engineering and Seismology (IIEES)
LEAD_AUTHOR
Erfan
Firouzi
3
International Institute of Earthquake Engineering and Seismology (IIEES), Tehran, Iran
AUTHOR
Babak
Mansouri
mansouri@iiees.ac.ir
4
International Institute of Earthquake Engineering and Seismology (IIEES)
AUTHOR
Anooshiravan
Ansari
a.ansari@iiees.ac.ir
5
Earthquake Risk Management Research Center, International Institute of Earthquake Engineering and Seismology (IIEES), Tehran, Iran
AUTHOR
Cornell, C.A. (1968) Engineering seismic risk analysis. Bull. Seismol. Soc. Am., 58(5), 1503-1606.
1
McGuire, R. (1976) FORTRAN Computer Program for Seismic Risk Analysis. Tech. rep. U.S. Geol. Surv., Open-File Report, 76, 67-90.
2
Bommer, J.J., Scherbaum, F., Bungum, H., Cotton, F., Sabetta, F., and Abrahamson, N.A. (2005) On the use of logic trees for groundmotion prediction equations in seismic hazard analysis. Bull. Seismol. Soc. Am., 95(2), 377-389.
3
Scherbaum, F., Cotton, F., and Smit, P. (2004) On the use of response spectral-reference data for the selection of ground-motion models for
4
seismic hazard analysis: the case of rock motion. Bull. Seismol. Soc. Am., 94, 341-348.
5
Scherbaum, F., Delavaud, E., and Riggelsen, C. (2009) Model selection in seismic hazard analysis: an information theoretic perspective. Bull. Seismol. Soc. Am., 99, 3234-3247.
6
Hintersberger, E., Scherbaum, F., and Hainzl, S. (2007) Update of likelihood-based ground-motion model selection for seismic hazard analysis in
7
western central Europe. Bull. Earthq. Eng., 5, 1-16.
8
Ghasemi, H., Zare, M., and Fukushima, Y. (2008) Ranking of several ground-motion models for seismic hazard analysis in Iran. Geophysics and Engineering, 5(3), 301-310.
9
Delavaud, E., Scherbaum, F., Kuehn, N., and Riggelsen, C. (2009) Information-theoretic selection of ground-motion prediction equations for seismic hazard analysis: An applicability study using Californian data. Bulletin of the Seismological Society of America , 99, 3248-3263.
10
Mousavi, M., Ansari, A., Zafarani, H., and Azarbakht, A. (2012) Selection of ground motion prediction models for seismic hazard analysis in the Zagros region, Iran. J. Earthq. Eng., 16, 1184-1207.
11
Zafarani, H. and Mousavi, M. (2014) Applicability of different ground-motion prediction models for northern Iran. Nat. Hazards, 73, 1199-1228.
12
Kale, O. and Akkar, S. (2013) A new procedure for selecting and ranking ground-motion prediction equations (GMPEs): the Euclidean-distance based ranking (EDR) method. Bull. Seismol. Soc. Am., 103, 1069-1084.
13
Pavel, F., Vacareanu, R., Arion, C., and Neagu, C. (2014) On the variability of strong ground motions recorded from Vrancea earthquakes. Earthquakes and Structures, 6(1), 1-18.
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Mirzaei, N., Gao, M., and Chen, Y.T. (1998) Seismic source regionalization for seismic zoning of Iran: major seismotectonic Provinces. J. Earthq. Predict Res., 7, 465-495.
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Berberian, M. (1976) Contribution to the Seismotectonics of Iran (Part 2). Geological Survey of Iran. Report, 39, 518p.
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Nowroozi, A. (1976) Seismotectonic provinces of Iran. Bull. Seismol. Soc. Am., 66, 1249-1276.
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Stafford, P.J., Strasser, F.O., and Bommer, J.J. (2008) An evaluation of the applicability of the NGA models to ground-motion prediction in the euro-mediterranean region. Bull. Earthq. Eng., 6, 149-177.
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Beauval, C., Tasan, H., Laurendeau, A., Delavaud, E., Cotton, F., Gueguen, Ph., and Kuehn, N. (2012). On the testing of ground-motion prediction equations against small magnitude data. Bull. Seismol. Soc. Am., 102, 1994-2007.
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Zafarani, H. and Soghrat, M.R. (2017) A selected dataset of the Iranian strong motion records. Nat. Hazards, 86, 1307-1332.
20
Frohlich, C. and Apperson, K.D. (1992) Earthquake focal mechanisms, moment tensors, and the consistency of seismic activity near plate boundaries. Tectonics, 11(2), 279-296.
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Ansari, A., Noorzad, A., Zafarani, H., and Vahidifard, H. (2010) Correction of highly noisy strong motion records using a modified wavelet de-noising method. Soil Dyn. Earthq. Eng., 30, 1168-1181.
22
Allen, T.I. and Wald, D.J. (2009) On the use of high-resolution topographic data as a proxy for seismic site conditions (VS30). Bull. Seism. Soc.
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Am., 99(2A), 935-943.
24
Ghasemi, H., Zare, M., Fukushima, Y., and Sinaeian, F. (2009) Applying empirical methods in site classification, using response spectral ratio (H/V): a case study on Iranian strong motion network (ISMN). Soil Dyn. Earthq. Eng., 29, 121-132.
25
Boore, D.M., Watson-Lamprey, J., and Abrahamson, N.A. (2006) Orientation-independent measures of ground motion. Bull. Seismol. Soc. Am., 96, 1502-1511.
26
Boore, D.M. (2010) Orientation-independent, nongeometric-mean measures of seismic intensity from two horizontal components of motion. Bull. Seismol. Soc. Am., 100, 1830-1835.
27
Zafarani, H., Luzi, H., Lanzano, G., and Soghrat, M. (2017) Empirical equations for the prediction of PGA, and pseudo spectral accelerations using
28
Iranian strong-motion data. J. Seismol.
29
Cotton, F., Scherbaum, F., Bommer, J.J., and Bungum, H. (2006) Criteria for selecting and adjusting ground-motion models for specific target applications: applications to Central Europe and rock sites. J. Seismol., 10, 137-156.
30
Bommer, J.J., Douglas, J., Scherbaum, F., Cotton, F., Bungum, H., and Fah, D. (2010) On the selection of ground-motion prediction equations for seismic hazard analysis. Seism. Res. Lett., 81, 783-793.
31
Kale, O., Akkar, S., Ansari, A., and Hamzehloo, H. (2015) A ground-motion predictive model for Iran and Turkey for horizontal PGA, PGV, and
32
% damped response spectrum: investigation of possible regional effects. Bull. Seismol. Soc. Am., 105(2A), 963-980.
33
Ghasemi, H., Zare, M., Fukushima, Y., and Koketsu, K. (2009) An empirical spectral ground-motion model for Iran. J. Seismol., 13, 499-515.
34
Akkar, S. and Bommer, J.J. (2010) Empirical equations for the prediction of PGA, PGV and spectral accelerations in Europe. The Mediterranean Region and the Middle East. Seism Res Lett., 81, 195-206.
35
Akkar, S. and Cagnan, Z. (2010) A local groundmotion predictive model for Turkey, and its comparison with other regional and global ground-motion models. Bull. Seismol. Soc. Am., 100(6), 2978-2995.
36
Abrahamson, N.A., Silva, W.J., and Kamai, R. (2014) Summary of the ASK14 ground motion relation for active crustal regions. Earthquake Spectra , 30, 1025-1055.
37
Campbell, K.W. and Bozorgnia, Y. (2014) NGA-West2 ground motion model for the average horizontal components of PGA, PGV, and 5% damped linear acceleration response spectra. Earthquake Spectra , 30, 1087-1115.
38
Boore, D.M., Stewart, J.P., Seyhan, E., and Atkinson, G.A., (2014) NGA-West2 equations for predicting PGA, PGV, and 5% damped PSA for shallow crustal earthquakes. Earthquake Spectra , 30, 1057-1085.
39
Chiou, B.S.J. and Youngs, R.R. (2014) Update of the Chiou and Youngs NGA model for the average horizontal component of peak ground motion and response spectra. Ear thquake Spectra , 30, 1117-1153.
40
Idriss, I.M. (2014) An NGA-West2 empirical model for estimating the horizontal spectral values generated by shallow crustal earthquakes. Earthquake Spectra , 30, 1155-1177.
41
Zhao, J.X., Zhang, J., Asano, A., Ohno, Y., Oouchi, T., Takahashi, T., Ogawa, H., Irikura, K., Thio, H.K., Somerville, P.G., et al. (2006). Attenuation relations of strong ground motion in Japan using site classifications based on predominant period, Bull. Seismol. Soc. Am., 96(3), 898-913.
42
Kanno, T., Narita, A., Morikawa, N., Fujiwara, H., and Fukushima, Y. (2006). A new attenuation relation for strong ground motion in Japan based
43
on recorded data. Bull. Seismol. Soc. Am., 96,(3), 879-897.
44
Zafarani, H. and Soghrat, M. (2012) Simulation of ground motion in the Zagros region. Iran using the specific barrier model and stochastic method. Bull. Seism. Soc. Am., 102, 2031-2045.
45
Soghrat, M.R., Khaji, N., and Zafarani, H. (2012) Simulation of strong ground motion in northern Iran using the specific barrier model. Geophys.
46
J. Int., 188, 645-679.
47
Gregor, N., Abrahamson, N.A., Atkinson, G.M., Boore, D.M., Bozorgnia, Y., Campbell, K.W., Chiou, B.S.J., Idriss, I.M., Kamai, R., Seyhan, E., Silva, W., Stewart, J.P., and Youngs, R. (2014) Comparison of NGA-West2 GMPEs. Earthq. Spectra , 30(3), 1179-1197.
48
Kaklamanos, J., Baise, L.G., and Boore, D.M. (2011) Estimating unknown input parameters when implementing the NGA ground-motion prediction equations in engineering practice. Earthq. Spectra , 27, 1219-1235.
49
Jahanandish, M., Zafarani, H., and Shafiee, H.A. (2016) Implementation of the square-root impedance method to estimate site amplification in Iran using random profile generation. Bull. Seismol. Soc. Am., 107.
50
Zafarani, H. and Farhadi, A. (2017) Testing ground-motion prediction equations against small-to-moderate magnitude data in Iran. Bull. Seismol. Soc. Am., 107.
51
Scasserra, G., Stewart, J.P., Bazzurro, P., Lanzo, G., and Mollaioli, F. (2009) A comparison of NGA ground-motion prediction equations to
52
Italian data. Bull. Seismol. Soc. Am., 99, 2961-2978.
53
ORIGINAL_ARTICLE
Estimating the Loading Pattern Factor of Modal Pushover Analysis (MPA) for Integrated Bridges Using IDA Responses
In this paper, a new applied relationship is introduced for the analysis of integrated bridges where no expansion joint embedded on the deck. It can be used to investigate the seismic behavior and actual performance of integrated bridges under earthquake force and, in spite of its simplicity, its accuracy is acceptable. In fact, this relationship can be considered as a combination of incremental dynamic analysis and modal pushover analysis, benefiting from the advantages of both approaches, i.e. an appropriate loading pattern factor of Modal Pushover Analysis can be obtained by using Incremental Dynamic approach. To this end, the average acceleration - displacement and average acceleration - shear base of 120 earthquake records applied on the bridge are calculated and then the obtained incremental dynamic curve is plotted in the coordinates of displacement and shear base. For the obtained modal pushover curve, the sum of the first three SRSS modes is selected. The literature shows no record of the study conducted on the comparison of the two curves. In this paper, the aforementioned comparison was made using Incremental Dynamic Approach through examining six regular and irregular integrated bridges and applying 120 earthquake records in 10 acceleration levels. It was observed that the accuracy of the proposed relationship in predicting the bridge displacements and shear forces of columns' piers was high, and the calculation output showed negligible differences with dynamic analyze results. In this study, the soil-structure interaction is ignored.
http://www.jsee.ir/article_240761_8d80a543bc02d4f3e9c6d599a7740c96.pdf
2017-05-01
163
169
Loading pattern factor
Integrated bridges
Modal pushover analysis
Incremental Dynamic Analysis
Yaser
Nasiri
1
Islamic Azad University, Science and Research Branch, Tehran
LEAD_AUTHOR
Panam
Zarfam
zarfam@srbiau.ac.ir
2
Islamic Azad University, Science and Research Branch, Tehran
AUTHOR
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ORIGINAL_ARTICLE
Evaluation of Design Parameters on PBD of RC Buildings with Masonry Infills
Masonry infills are provided in almost all residential buildings as enclosure. The building analysis and designs are carried out considering a representativeempirical time period. The yield strength of URM infilled frames is much higher, and yield displacement is smaller for bare frames, providing higher ductility. The extent of damage to infill elements define the hazard level imposed and the corresponding risk associated with it. In this paper, the performance of RC building with infills is evaluated using pushover analysis for various seismic hazard levels and loading patterns as per ATC40 & FEMA356 in ETABS. A seven storey regular RC building is located in seismic zone-V (IS1893-0.36 g). The parameters of evaluation include time period formula, modelling technique of infill, masonry units used in practice, and location of openings in building. The code provisions for open ground storey buildings have been evaluated for performance assessment. Under 0.36 g hazard level, the building frame satisfied Life Safety performance objective under the three lateral loading patterns. It is found that AAC masonry blocks least affect the performance of frame elements and also the required failure mode for the structure.
http://www.jsee.ir/article_240759_678027232729c24d22e664dcff93655d.pdf
2017-05-01
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Performance based design
Pushover Analysis
Masonry infill
Seismic resistant design
Nonlinear Static Analysis
Failure mode control
Bhushan
Raisinghani
raisinghanibhushan@gmail.com
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C.U. SHAH COLLEGE OF ENGINEERING & TECHNOLOGY
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