ORIGINAL_ARTICLE
Source Spectra of 2012 Ahar-Varzaghan Double Earthquakes, Northwestern Iran
114 three-component strong motion records from 2012 Ahar-Varzaghan double earthquakes (Mw=6.5, 6.3) are used to study the apparent source spectra of these two events. For this purpose, all the known effects of local site and travel path were deconvolved from the observed spectra. As of path effects (attenuation model), two models are considered: 1) a model developed by the authors in an earlier study with the geometrical spreading form of R-0.9 at close distances, 2) a model developed in this study in which the geometrical spreading has the more conventional form of R-1 at close distances. These two models have very similar associated Q factors, as the Q factor is more affected by the rate of geometrical spreading at longer distances. It is observed that the inferred source spectrum (particularly Brune stress drop) depends strongly on the considered attenuation model. For the studied events, the apparent observed source spectra for vertical and horizontal components show overall similarity, with horizontal component having bigger scatter and higher fluctuations. The apparent source spectrum of the first event almost perfectly matches the well-known Brune model; whereas the second event is a fair match to the Brune model and is better represented by a double corner frequency model. Out of four double-corner frequency models of source spectra where evaluated here, only the recently developed generalized double-corner-frequency model can successfully reproduce the observed ground motions; the other three lack flexibility in matching the high-frequency spectral level.
http://www.jsee.ir/article_240727_f7bea6a8afbbaf7c34252e91a4650e92.pdf
2016-01-01
1
11
Ahar-Varzaghan earthquakes
Source spectra
Brune model
Kappa
northwestern Iran
Meghdad
Samaei
samaei@stu.kanazawa-u.ac.jp
1
Kanazawa University
LEAD_AUTHOR
Masakatsu
Miyajima
2
Kanazawa University
AUTHOR
Boore, D.M. (2005) SMSIM---Fortran programs for simulating ground motions from earthquakes: Version 2.3---A Revision of OFR 96-80-A. US Geological Survey open-file report, 59.
1
Motazedian, D. and Atkinson, G.M. (2005) Stochastic finite-fault modeling based on a dynamic corner frequency. Bulletin of the Seismological Society of America , 95(3), 995-1010.
2
Samaei, M., Miyajima, M., Saffari, H., and Tsurugi, M. (2012) Finite fault modeling of future large earthquake from north Tehran fault in Karaj, Iran. Journal of Japan Society of Civil Engineers, Ser A1 (Structural Engineering & Earthquake Engineering (SE/EE)) 68(4), I_20-I_30.
3
Atkinson, G.M. and Boore, D.M. (1995) Groundmotion relations for eastern North America. Bulletin of the Seismological Society of America , 85(1), 17-30.
4
Samaei, M., Miyajima, M., and Nojima, N. (2016) Attenuation of fourier spectra for 2012 Ahar-Varzaghan double Earthquakes, Northwestern Iran. Journal of the Earth and Space Physics, 41(4), 23-38.
5
Berberian, M. (1981) Active Faulting and Tectonics of Iran. Geodynamics Series 3.
6
Moradi, A.S., Hatzfeld, D., and Tatar, M. (2011) Microseismicity and seismotectonics of the North Tabriz fault (Iran). Tectonophysics, 506, 22-30.
7
Iranian Seismological Center (IRSC), homepage: http://irsc.ut.ac.ir/
8
Iran Strong Motion Network(ISMN), homepage: www.bhrc.ac.ir/Portal/ISMN
9
Nazari, H., Talebian, M., and Ghorashi, M. (2013). Seismotectonic Map of NW Iran. Geological Survey of Iran.
10
Mirzaei Alavijeh, H., Sinaiean, F., Farzanegan, E., and Sadeghi Alavijeh, M. (2007) Iran Strong Motion Network (ISMN) prospects and acheivments. Procs. of the 5th International Conference on Seismology and Earthquake Engineering, Tehran, Iran.
11
Boore, D.M. (1999) Effect of Baseline Corrections on Response Spectra for Two Recordings of the 1999 Chi-Chi, Taiwan Earthquake. Geological Survey, Open-File Report, 37.
12
Anderson, J.G. and Hough, S.E. (1984) A model for the shape of the Fourier amplitude spectrum of acceleration at high frequencies. Bulletin of the Seismological Society of America , 74, 1969-1993.
13
Boore, D.M. and Bommer, J.J. (2005) Processing of strong-motion accelerograms: needs, options and consequences. Soil Dynamics and Earthquake Engineering, 25, 93-115.
14
Boatwright, J., Fletcher, J.B., and Fumal, T.E. (1991) A general inversion scheme for source, site, and propagation characteristics using multiply recorded sets of moderate-size earthquakes. Bulletin of the Seismological Society of America , 81, 1754-1782.
15
Boore, D.M. (1983) Stochastic simulation of high-frequency ground motions based on seismological models of the radiated spectra. Bulletin of the Seismological Society of America , 73, 1865-1894.
16
Boore, D.M. (2003) Simulation of ground motion using the stochastic method. Pure and Applied Geophysics, 160, 635-676.
17
Atkinson, G.M. and Boore, D.M. (2014) The attenuation of Fourier amplitudes for rock sites in eastern north America. Bulletin of the Seismological Society of America , 104, 513-528.
18
Brune, J.N. (1970) Tectonic stress and the spectra of seismic shear waves from earthquakes. Journal of Geophysical Research, 75, 4997-5009.
19
Brune, J.N. (1971) Tectonic stress and the spectra of seismic shear waves from earthquakes: correction. Journal of Geophysical Research, 76, 5002.
20
Samaei, M., Miyajima, M., Yazdani, A., and Jaafari, F. (2016) High frequency decay parameter (kappa) for Ahar-Varzaghan double earthquakes, Iran (Mw 6.5 & 6.3). Journal of Earthquake and Tsunami, 10(2).
21
Lermo, J., and Chavez-Garcia, F.J. (1993) Site effect evaluation using spectral ratios with only one station. Bulletin of the Seismological Society of America , 83, 1574-1594.
22
Siddiqqi, J., and Atkinson, G.M. (2002) Groundmotion amplification at rock sites across Canada as determined from the horizontal-to-vertical component ratio. Bulletin of the Seismological Society of America , 92, 877-884.
23
Atkinson, G.M. (2004) Empirical attenuation of ground-motion spectral amplitudes in southeastern Canada and the northeastern United States. Bulletin of the Seismological Society of America , 94, 1079-1095.
24
Sinaeian, F., Mirzaei Alavijeh, H., and Farzanegan, E. (2010) Site Geology Investigation in Accelerometric Stations Using Seismic Refraction Method in Ardebil and East Azarbayejan Provinces. Vol. 2, 50 stations, Center of Iran, Tehran, Iran. BHRC Publication No R-532, Building and Housing Research, (In Persian).
25
Boore, D.M. and Joyner, W.B. (1997) Site amplifications for generic rock sites. Bulletin of the Seismological Society of America , 87, 327-341.
26
Taghizadeh-Farahmand, F., Sodoudi, F., Afsari, N., and Ghassemi, M.R. (2010) Lithospheric structure of NW Iran from P and S receiver functions. Journal of Seismology, 14, 823-836.
27
Atkinson, G.M., and Silva, W. (2000) Stochastic modeling of California ground motions. Bulletin of the Seismological Society of America , 90, 255-274.
28
Boore, D.M., Campbell, K.W., and Atkinson, G.M. (2010) Determination of stress parameters for eight well-recorded earthquakes in eastern North America. Bulletin of the Seismological Society of America , 100, 1632-1645.
29
Boore, D.M. (2012) Updated determination of stress parameters for nine well-recorded earthquakes in eastern North America. Seismological Research Letters, 83, 190-199.
30
Poggi, V., Edwards, B., and Fah, D. (2011) Derivation of a reference shear-wave velocity model from empirical site amplification. Bulletin of the Seismological Society of America , 101, 258-274.
31
Boore, D.M. (2013) The uses and limitations of the square root impedance method for computing site amplification. Bulletin of the Seismological Society of America , 103, 2356-2368.
32
Stewart, J.P., Boore, D.M., Seyhan, E., and Atkinson, G.M. (2015) NGA-West2 equations for predicting vertical-component PGA, PGV, and 5%-damped PSA from shallow crustal earthquakes. Earthquake Spectra , 30, 1057-1085.
33
Boore, D.M., Stewart, J.P., Seyhan, E., and Atkinson, G.M. (2013). NGA-West 2 equations for predicting PGA, PGV, and 5%-Damped PSA for shallow crustal earthquakes. Earthquake Spectra , 30(3).
34
Chen, S.-Z., and Atkinson, G.M. (2002) Global comparisons of earthquake source spectra. Bulletin of the Seismological Society of America , 92, 885-895.
35
Meghdadi, A. and Shoja-Taheri, J. (2014) Groundmotion attenuation and source spectral shape for earthquakes in eastern Iran. Bulletin of the Seismological Society of America , 104, 624-633.
36
Boore, D.M., Di Alessandro, C., and Abrahamson, N.A. (2014) A generalization of the double-corner-frequency source spectral model and its use in the SCEC BBP Validation Exercise. Bulletin of the Seismological Society of America , 104, 387-2398.
37
Boore, D.M. (2014) Written Communication.
38
ORIGINAL_ARTICLE
Experimental Investigation of Sloshing Wave Effects on a Fixed Roof Rectangular Storage Tank
Sloshing Wave Impact Force (SWIF) caused by liquid motion during seismic excitations is investigated in this paper. When the freeboard is insufficient, the liquid waves collide to the tank roof on which uplift forces are produced. Due to the complication of sloshing impaction, there is no comprehensive investigation that can clarify the various aspect of this phenomenon. Therefore, most of standards don’t recommend any method to evaluate SWIF. Alternatively, the main approach of related codes and standards is to suggest a required freeboard in order to prevent collision of sloshing wave to the tank roof instead of evaluating the SWIF. However, suggested freeboard is too high to meet economic considerations in some cases. Therefore, the impact forces should be reasonably evaluated based on the experimental measurements and analytical solutions. An experimental investigation has been implemented to clarify the influence of various geometrical parameters on the impact roof pressure and force values of a rectangular tank. A series of shaking table tests are conducted for a partially filled rectangular tank under harmonic and different earthquake excitations. The experimental measurements for SWIF are compared with those recommended by code provisions and the effects of various parameters on SWIF are discussed.
http://www.jsee.ir/article_240729_1b56cb6c36801f8704cb6e02cc373641.pdf
2016-01-01
23
32
Sloshing wave force
Freeboard
Experimental measurements
Partially filled rectangular tank
Different excitations
Pouya
Nouraei Danesh
1
IIEES
AUTHOR
Mohammad
Kabiri
2
IIEES
AUTHOR
Mohammad Ali
Goudarzi
m.a.goodarzi@iiees.ac.ir
3
IIEES
LEAD_AUTHOR
Chen, Y.G., Djidjeli, K., and Price, W.G. (2009) Numerical simulation of liquid sloshing phenomena in partially filled containers. Computers and Fluids, 38(4), 830-842.
1
Goudarzi, M.A. and Sabbagh-Yazdi, S.R. (2008) Evaluating 3D earthquake effects on sloshing wave height of liquid storage tanks using finite element method. Journal of Seismology and Earthquake Engineering, 10(3), 123-136
2
Shinkai, A., Tamia, S., and Mano, M. (1995) Sloshing impact pressure induced on cargo oil tank walls on the middle-sized double hull tanker. Trans. Soc. Naval Arch. West. Japan, 90, 91-98.
3
Takemoto H., Oka, S., Ando, T., Komiya, M., Abe, K., and Naito, Sh. (1994) Experimental study on sloshing impact loads of middle sized tankers with double hull. J. Soc. Naval Arch. Japan, 176, 399-410.
4
Cariou, A. and Casella, G. (1999) Liquid sloshing in ship tanks: a comparative study of numerical simulation. Marine Struct., 12(3), 183-198.
5
Mimi, G. (2011) Numerical Simulation of Liquid Sloshing in Rectangular Tanks Using Consistent Par ticle Method and Experimental Verification. Ph.D. Thesis.
6
Wei, Z.J., Yue, Q.J., Ruan, S.L., Xie, B., and Yu, X.C. (2012) An experimental investigation of liquid sloshing impact load on a rectangular tank. Journal of Ship Mechanics, 16(8), 885-892.
7
Taylor, G. (1953) An experimental study of standing waves. Proceedings of the Royal Society of London A: Mathematical, Physical and Engineering Sciences. The Royal Society.
8
Milgram, J.H. (1969) The motion of a fluid in a cylindrical container with a free surface following vertical impact. Journal of Fluid Mechanics, 37(03), 435-448.
9
Kobayashi, N. (1980) Impulsive acting on the tank roofs caused by sloshing liquid. Proc. 7th World Conference Earthquake Engineering, 5, 315-322.
10
Minowa, C., Ogawa, N., Harada, I., and Ma, D.C. (1994) Sloshing roof impact of a rectangular tanks, sloshing, fluid-structure interaction and structure, response due to shock and impact loads. ASME Pressure Vessel and Piping Conference PVP- 272, 13-21.
11
Chen, W., Haroun, M.A., and Liu, F. (1996) Large amplitude liquid sloshing in seismically excited tanks. Earthquake Engineering and Structural Dynamics, 25(7), 653-669.
12
Akyildiz, H. and Unal, N.E. (2006) Sloshing in a three-dimensional rectangular tank: numerical simulation and experimental validation. Ocean Engineering, 33(16), 2135-2149.
13
Praveen K. Malhotra (2005) Sloshing loads in liquid-storage tanks with insufficient freeboard. Earthquake Spectra, 21(4,) 1185-1192.
14
Goudarzi, M.A., Sabbagh-Yazdi, S.R., and Marx, W. (2010) Seismic analysis of hydrodynamic sloshing force on storage tank roofs. Earthquake Spectra , 26(1), 131-152.
15
Goudarzi, M., Sabbagh-Yazdi, S., and Marx, W. (2010) Seismic analysis of hydrodynamic sloshing force on storage tank roofs. Earthquake Spectra , 26(1), 131-152.
16
Akyildiz, H., Erdem Unal, N., and Aksoy, H. (2013) An experimental investigation of the effects of the ring baffles on liquid sloshing in a rigid cylindrical tank. Ocean Engineering, 59, 190-197.
17
Jin, H., Liu, Y., and Li, H.-J. (2014) Experimental study on sloshing in a tank with an inner horizontal perforated plate. Ocean Engineering, 82, 75-84.
18
ORIGINAL_ARTICLE
DEM Evaluation of Evacuation Behavior: A Case Study of "The Mosque of ASMU"
Safety is a primary consideration in any building. There are many risk factors which can cause casualties such as earthquake and fire. An important consideration in an emergency situation is the evacuation of people. This is of great importance when a large number of people are in confined spaces such as mosques and subway stations. To evaluate the evacuation of a place, an effective way is simulation. In this paper, as a case study, we simulate the evacuation behavior of the mosque of Azarbaijan Shahid Madani University (ASMU) using Distinct Element Method (DEM) in which an analysis of the position of each person can be computed step by step by solving the equation of motion. Four cases with different number and width of exits are considered, and evacuation behavior including evacuation time, density on exits, and flow rate are estimated quantitatively. Evacuation time is calculated to be 591, 156, 138 and 114 sec for cases 1 to 4, respectively. Density on exit 1 is equal to 4.5 (person/m2) for all four cases, and onexit 2 is calculated to be 4.23, 2.4, 2.4 and 1.47 (person/m2), for cases 1 to 4, respectively. As results show exit widths and number of exits have great influences on evacuation behavior. It is recommended that before construction of public buildings, evacuation simulations to achieve optimum evacuation behavior to be done.
http://www.jsee.ir/article_240731_01c920f2c0fbb1872303eb22882ede44.pdf
2016-01-01
47
58
Evacuation behavior
Evacuation simulation
Emergency evacuation
Distinct element method
Saeed
Alighadr
1
Azarbaijan Shahid Madani University
AUTHOR
Abdolhossein
Fallahi
fallahi@azaruniv.ac.ir
2
Azarbaijan Shahid Madani University
LEAD_AUTHOR
Singh, H., Arter, R., Dodd, L., Langston, P., Lester, E., and Drury, J. (2009) Modelling subgroup behavior in crowd dynamics DEM dimulation. Applied Mathematical Modeling, 33, 4408-4423.
1
Langston, P., Masling, R., and Asmar, B. (2006) Crowd dynamics discrete element multi-circle model. Safety Science, 44, 395-417.
2
Gwynne. S., Galea, E., Owen, M., Lawrence, P., and Filippidis, L. (1999) A review of the methodologies used in the computer simulation of evacuation from the built environment. Building and Environment, 34, 741-749.
3
Zheng, X., Zhong, T., and Liu, M. (2009) Modeling crowd evacuation of a building based on seven methodological approaches. Building and Environment, 44(3), 437-445.
4
Javanbarg, M.B., Mahdavian, F., Koyama, M., Shahbodaghkhan, B., Kiyono, J., and Murakami, H. (2012) Dynamic intelligent swarm-based tsunami evacuation, model: case study of the 2011 Tohoku earthquake. 15WCEE, Paper No. 4645, Lisbon, Portugal.
5
Asmar, B.N., Langston, P.A., Matchett, A.J., and Walters, J.K. (2002) Validation tests on a distinct element model of vibrating cohesive particle systems. Computers and Chemical Engineering, 26, 758-802.
6
Helbing, D. (1992) A fluid-dynamic model for the movement of pedestrians. Complex Systems, 6, 391-415.
7
Nagel, K. and Schreckenberg, M. (1992) A cellular automation model for freeway traffic. Journal de Physique I, 2(12), 2221-2229.
8
Klupfel, H., Meyer-Konig, M., Wahle, J., and Schreckenberg, M. (2000) 'Microscopic Simulation of Evacuation Processes on Passenger Ships.' In: Theoretical and Practical Issues on Cellular Automata, Bandini, S. and Worsch, T. (Eds.), Springer, Berlin, 63-71.
9
Carrion-Schafer, B., Quigley, S.F., and Chan, A.H. (2001) Evaluation of an FPGA implementation of the discrete element method. Proceedings of International Conference of Field-Programmable Logic and Application, Berlin.
10
Kiyono, J., Miura, F., and Takimato, K. (1996) Simulation of emergency evacuation behavior in a disaster by using distinct element method. Proc. of Japan Society of Civil Engineering, 537/I-35, 233-244.
11
Kiyono, J., Miura K., and Yagi, K. (1998) Evacuation simulation in emergency by using DEM. Proc. of Japan Society of Civil Engineering, 591/I-43, 366-378.
12
Kiyono, J., Toki, K., and Miura, F. (2000) Simulation of evacuation behavior from an underground passageway during an Earthquake. 12WCEE, Paper No. 1800, Auckland, New Zealand.
13
Kiyono, J. and Mori, N. (2004) Simulation of emergency evacuation behavior during a disaster by use of elliptic distinct Elements. 13WCEE, Paper No. 134, Vancouver, Canada.
14
Alighadr, S., Fallahi, A., Kiyono, J., Rizqi, F.N., and Miyajima, M. (2011) Simulation of evacuation behavior during a disaster, study case: Seghatol Islam Mosque of Tabriz Bazaar. Proceeding of the Ninth International Symposium on Mitigation of Geo-Disasters in Asia, 39-44, Indonasia.
15
Mahdavian, F., Koyama, M., Kiyono, J., and Murakami, H. (2012) Simulation of tsunami evacuation behavior during the 2011 east Japan great earthquake by distinct element model. International Symposium on Ear thquake Engineering, JAEE, 1.
16
Alighadr, S., Fallahi, A., Kiyono, J., Rizqi, F.N., and Miyajima, M. (2012) Emergency evacuation during a disaster, study case: "Timche Muzaffariyye - Tabriz Bazaar". 15WCEE, Paper No. 3370, Lisbon, Portugal.
17
Alighadr, S., Fallahi, A., Kiyono, J., and Miyajima, M. (2013) 'Simulation of Evacuation behavior during a Disaster for Classes Building of Azarbaijan Shahid Madani University by Using DEM'. In: Progress of Geo-Disaster Mitigation in Asia , Wang, F., Miyajima, M., Li, T., Shan, W. and Fathani, T.F. (Eds), Springer, Berlin, 391-399.
18
Alighadr, S. and Fallahi, A. (2015) Emergency evacuation of subway stations during a disaster, study case: "STATION 5 OF TURO". SEE7, Paper No. 00282-IM, Tehran, Iran.
19
Thompson, P.A. and Marchant, E.W. (1995) A computer model for the evacuation of large building populations. Fire Safety Journal, 24, 131-148
20
ORIGINAL_ARTICLE
Relationships between Different Earthquake Intensity Scales in Iran
Intensity is one of the useful information in extract earthquake analyzing of a region; then, preparing a complete dataset of them is necessary for each region. One of the best intensity information of the most historical and several instrumental earthquakes in Iran (from year 658 to 1979) was reported in an intensity scale with five degrees. There are also several earthquakes with reported intensity information in other three 12-degree intensity scales. Intensity values of these earthquakes could be more useful, if they are converted to a uniform scale, especially in a recent 12-degree intensity scale. In this study, the intensity values were re-estimated for the earthquakes with different reports of intensity. These estimations were performed based on the definition of both the European Macroseismic Scale to consider the building damages and Environmental Seismic Intensity Scale to consider environment effects.Orthogonal Regression was also selected to estimate the relationships between different reported intensity scales (0.61 < σ < 1.80). By considering the results of the relationships of this study, the intensity values of Iranian earthquakes with various intensity information, only descriptions, only intensity values, or both of them, could be re-estimated in a uniform intensity scale.
http://www.jsee.ir/article_240732_110eeb8129eeaa8f888287d7510a181e.pdf
2016-01-01
59
69
Iran
Intensity scale
Orthogonal Regression
Earthquakes relationship
Hamideh
Amini
h.amini@iiees.ac.ir
1
IIEES
LEAD_AUTHOR
Mehdi
Zare
mehdi.zare.iran@gmail.com
2
IIEES
AUTHOR
Ambraseys, N.N. and Melville, C.P. (1982) A History of Persian Earthquakes. Cambridge: Cambridge University Press.
1
Richter, C. (1958) Elementary Seismology. San Francisco: W.H. Freeman.
2
Wood, H.O. and Neumann, F. (1931) Modified Mercalli Intensity Scale of 1931. California: Seismological Society of America.
3
Medvedev, S., Sponheuer, W., and Karnik, V. (1964) Neue seismische Skala Intensity scale of earthquakes, 7. Tagung der Europaischen Seismologischen Kommission vom 24.9. bis 30.9. Veroff Institut für Bodendynamik und Erdbebenforschung in Jena 1964, 77, 69-76.
4
Grunthal, G. (1993) European Macroseismic Scale 1992: Updated MSK Scale. Luxembourg: European Seismological Commission, Subcommission on Engineering Seismology, Working Group Macroseismic Scale.
5
Grunthal, G. (1998) European Macroseismic Scale 1998: EMS-98. Luxembourg: European Seismological Commission, Subcommission on Engineering Seismology, Working Group Macroseismic Scales.
6
Berberian, M. (1976) Documented earthquake faults in Iran. Geol Surv Iran, 39, 143-186.
7
Berberian, M. (1976) Contr ibution to the Seismotectonics of Iran (Par t II): in Commemoration of the 50th Anniversary of the Pahlavi Dynasty. Tehran: Geological Survey of Iran.
8
Berberian, M. (1976) Quaternary faults in Iran. Geological Survey of Iran, 39, 187-258.
9
Berberian, M. (1977) Contribution to the Seismotectonics of Iran (Part III): In Commemoration of the 50th Anniversary of the Pahlavi Dynasty. Ministry of Industry and Mines. Geological Survey of Iran, Tectonic and Seismotectonic Section.
10
Berberian, M. (1981) Active Faulting and Tectonics of Iran. 3.
11
Berberian, M. (2005) The 2003 Bam urban earthquake: A predictable seismotectonic pattern along the western margin of the rigid Lut Block, southeast Iran. Earthquake Spectra , 21(S1), 35-99.
12
Zare, M. and Memarian, H. (2003) Macroseismic intensity and attenuation laws: A study on the intensities of the Iranian earthquakes of 1975-2000. Four th International Conference of Earthquake Engineer ing and Seismology, 12-14.
13
Ambraseys, N.N. (2001) Reassessment of earthquakes, 1900-1999, in the Eastern Mediterranean and the Middle East. Geophysical Journal International, 145, 471-485.
14
Ambraseys, N.N. and Moinfar, A.A. (1977) Iran earthquake 1968. vol. Publication No. 69. Tehran, Iran: Technical Research and Standard Bureau, Plan and Budget Organization.
15
Boggs, P.T., Spiegelman, C.H., Donaldson, J.R., and Schnabel, R.B. (1988) A computational examination of orthogonal distance regression. Journal of Econometrics, 38(1-2), 169-201, doi:10.1016/0304-4076(88)90032-2
16
Chiaruttini, C. and Siro, L. (1981) The correlation of peak ground horizontal acceleration with magnitude, distance, and seismic intensity for Friuli and Ancona, Italy, and the Alpide belt. Bulletin of the Seismological Society of America , 71(6), 1993-2009.
17
Gasperini, P. and Ferrari, G. (2000) Deriving Numerical Estimates from Descriptive Information: The Computation of Earthquake Parameters.
18
Johnston, A.C. (1996) Seismic moment assessment of earthquakes in stable continental regions - I. Instrumental seismicity. Geophysical Journal Internationa l , 124(2), 381-414, doi:10.1111/j.1365-246x.1996.tb07028.x
19
Giardini, D., Di Donato, M., and Boschi, E. (1997) Calibration of magnitude scales for earthquakes of the Mediterranean. Journal of Seismology, 1, 161-180.
20
Castellaro, S., Mulargia, F., and Kagan, Y.Y. (2006) Regression problems for magnitudes. Geophysical Journal International, 165, 913-930.
21
Lolli, B. and Gasperini, P. (2012) A comparison among general orthogonal regression methods applied to earthquake magnitude conversions. Geophysical Journal International, 190, 1135-1151.
22
Ambraseys, N.N. (1990) Uniform magnitude re-evaluation of European earthquakes associated with strong-motion records. Earthquake Engineering & Structural Dynamics, 19, 1-20.
23
Castellaro, S. and Bormann, P. (2007) Performance of different regression procedures on the magnitude conversion problem. Bulletin of the Seismological Society of America , 97, 1167-1175.
24
Gutdeutsch, R., Kaiser, D., and Jentzsch, G. (2002) Estimation of earthquake magnitudes from epicentral intensities and other focal parameters in Central and Southern Europe. Geophysical Journal International, 151, 824- 834.
25
Fuller, W.A. (1987) Measurement Error Models. New York: Wiley.
26
Shahvar, M.P., Zare, M., and Castellaro, S. (2013) A unified seismic catalog for the Iranian plateau (1900-2011). Seismological Research Letters, 84, 233-249.
27
Michetti, A., Esposito, E., Guerrieri, L., Porfido, S., Serva, L., Tatevossian, R., Vittori, E., Audemard, F., Azuma, T., and Clague, J. (2007) Environmental Seismic Intensity Scale - ESI 2007. Memorie Descrittive Della Carta Geologica D'Italia , 74, 41.
28
Michetti, A.M. (2004) The INQUA scale: an innovative approach for assessing earthquake intensities based on seismically-induced ground effects in natural environment: special paper. System Cart.
29
ORIGINAL_ARTICLE
New Magnitude Scaling Relation and Algorithm for Earthquake Early Warning in Tehran
Tehran, the capital of Iran, is located in the southern part of Alborz mountains in north of Iran, which is an earthquake prone area. The recent developments in Earthquake Early Warning Systems (EEWS) encourage its application for seismic hazard mitigation, especially in mega-cities like Tehran. An effort was made here to develop the necessary relations and an algorithm for EEWS based on the initial few seconds of the P-wave arrival. For this purpose, a total of 654 accelerograms recorded by Road, Housing and Urban Development Research Center (BHRC) in Alborz region with the magnitude range of 4.8 to 6.5 in a period of 1995 to 2013 was employed. Among several parameters conventionally used for EEWS, the average ground motion period, peak displacement and their multiplications in a three-second time window from the beginning of an earthquake record were used to introduce the new magnitude scaling relations for Alborz region. The robust correlation between the estimated tc, Pd , and tc×Pd with the magnitude were used to validate their accuracy and application for EEWS. Furthermore, the Pd value of 0.3 (cm) and tc×Pd value of 1 were found to be the good indicators to separate earthquakes into non-destructive and destructive. The developed relations were also compared with those given by Wu and Kanamori (2008), and Heidari et al. (2013). The comparisons show good agreements with the Wu and Kanamori's relations, and differ with the one given by Heidari et al. This difference was attributed to the employed data by Heidari et al., which were limited to the magnitudes lower than 4.6. Finally, the outcomes were used to present a new algorithm for EEWS in Alborz region.
http://www.jsee.ir/article_240728_dc6a458ada70d9a1d933c52d68c3fe61.pdf
2016-01-01
13
22
Earthquake early warning
Magnitude estimation
Alborz Region
Average period
Peak displacement
Mohammad
Sasani
mhsasani@gmail.com
1
IIEES
AUTHOR
Mohammad Reza
Ghayamghamian
mrgh@iiees.ac.ir
2
IIEES
LEAD_AUTHOR
Anooshiravan
Ansari
3
IIEES
AUTHOR
Kanamori, H., Hauksson, E., and Heaton, T. (1997) Real-time seismology and earthquake hazard mitigation. Nature, 390(6659), 461-464.
1
Allen, R.V. (1978) Automatic earthquake recognition and timing from single traces. Bulletin of the Seismological Society of America, 68(5), 1521-32.
2
Allen, R.M. and Kanamori, H. (2003) The potential for earthquake early warning in southern California. Science, 300(5620), 786-789.
3
Nakamura, Y. (1988) On the urgent earthquake detection and alarm system (UrEDAS). In Tokyo-Kyoto-Japan, 673-678.
4
Wu, Y.M. and Kanamori, H. (2005) Rapid assessment of damage potential of earthquakes in Taiwan from the beginning of P waves. Bulletin of the Seismological Society of America , 95(3), 1181-1185, doi:10.1785/0120040193.
5
Colombelli, S. and Zollo, A. (2016) Rapid and reliable seismic source characterization in earthquake early warning systems: current methodologies, results, and new perspectives. Journal of Seismology, 16, 1-16.
6
Olson, E.L. and Allen, R.M. (2005) The deterministic nature of earthquake rupture. Nature, 438(7065), 212-215.
7
Kanamori, H. (2005) Real-time seismology and earthquake damage mitigation. Annu Rev Earth Planet Sci., 33, 195-214.
8
Wu, Y., and Kanamori, H. (2008) Development of an earthquake early warning system using real-time strong motion signals. Sensors, 8(1), 1-9, doi:10.3390/s8010001.
9
Wu, Y.M. and Kanamori, H. (2005) Experiment on an onsite early warning method for the Taiwan early warning system. Bulletin of the Seismological Society of America , 95(1), 347-353.
10
Bose, M. (2006) Earthquake Early Warning for Istanbul using Artificial Neural Networks.
11
Cua, G. (2005) Creating the Virtual Seismologist: Developments in Ground Motion Characterization and Seismic Early Warning [Doctor of Philosophy]. [Pasadena, California]: California Institute of Technology.
12
Yamada, M. (2007) Early Warning for Earthquake with Large Rupture Dimension [Doctor of Philosophy]. [Pasadena, California]: California Institude of Technology.
13
Ghayamghamian, M.R., Sasani, M., and Ansari, A. (2014) Determination of the fault slip using near-fault records. In Tehran- Iran: Iranian Geophysical Society, (in Persian).
14
Heidari, R., Shomali, Z.-H., and Ghayamghamian, M.R. (2013) Magnitude-scaling relations using period parameters tc and tpmax for Tehran region, Iran. Geophysical Journal International, 192(1), 275-284.
15
Heidari, R., Shomali, Z.-H., and Ghayamghamian, M.R. (2013) Rapid estimation of peak ground velocity and earthquake location using small magnitude earthquakes in the Tehran region, Iran. Seismological Research Letters, 84(4), 688-694.
16
Mirzaei, N., Gao, M., and Chen, Y. (1999) Delineation of potential seismic sources for seismic zoning of Iran. Journal of Seismology, 3(1), 17-30.
17
Berberian, M. (1976) Seismotectonic map of Iran [cartographic material] / compiled by Manuel Berberian; cartography by Cartographic Section of Geological Survey of Iran. [Tehran: Geological Survey of Iran.
18
Berberian, M. (1976) Seismotectonic Map of Iran. Report No. 39.
19
Iran Strong Motion Network (ISMN) > Home [Internet]. [cited 2016 May 22]. Available from: http://www.bhrc.ac.ir/enismn/tabid/1097/Default.aspx.
20
Huang, P.-L., Lin, T.-L., and Wu, Y.-M. (2015) Application of tc x Pd in earthquake early warning. Geophysical Research Letters, 42(5), 1403-10.
21
Hsiao, N.-C., Wu, Y.-M., Shin, T.-C., Zhao, L., and Teng, T.-L. (2009) Development of earthquake early warning system in Taiwan. Geophysical Research Letters, 36(L00B02).
22
ORIGINAL_ARTICLE
Effects of Vertical Motions on Seismic Response of Goltzschtal Masonry Arch Bridge
Previous researches have demonstrated that the effects of earthquake vertical component on main structural elements of bridges are very noticeable in near-fault seismic events. In the near distances of seismic source (D<10 to 15 km) the response spectrum of a vertical component has a great peak in short-period regions. Owing to geometrical shape and mechanical properties, masonry arch bridges have lower characteristic periods. It seems that, in this type of bridge, axial force response is considerable under vertical seismic events. In this article, a simple analytic model for masonry arch bridges is introduced. Vertical motions effects on seismic axial force response of masonry arch bridges are investigated through dynamic time history analysis of the world's largest masonry arch bridge simplified model. Vertical component effects on bridge structural elements are measured using a ratio computed by dividing the average values resulted from time history analysis based on applying three components of earthquakes simultaneously for seven selected records to responses of dead load applying. Then, the bridge's simplified model dynamic analysis results are verified by the results obtained from accurate finite element model dynamic analysis. Besides, in order to investigate the effects of low tension strength of masonry materials, the results obtained from nonlinear dynamic analysis in which tension strength of material is assumed to be zero, are compared with those obtained from linear dynamic analysis. This survey shows that vertical component effects in some structural elements of bridges are very considerable.
http://www.jsee.ir/article_240730_7ddef4aae5a4c812d032a5fc036d1b3b.pdf
2016-01-01
33
46
Vertical component
Seismic Design
Goltzschtal Bridge
Masonry arch bridges
Dynamic Analysis
Mirhasan
Moosavi
mh_moosavi@iausalmas.ac.ir
1
Science and Research branch, Islamic Azad University, Tehran.
LEAD_AUTHOR
Mansour
Ziyaeifar
mansour@iiees.ac.ir
2
IIEES
AUTHOR
Masoud
Nekooei
nekooei@srbiau.ac.ir
3
Department of Civil engineering, Science and Research branch, Islamic Azad University, Tehran.
AUTHOR
Javad
Mokari
4
Urmia University and Technology, Urmia.
AUTHOR
Newmark, N.M. and Hall, W.J. (1978) Development of Criteria for Seismic Review of Selected Nuclear Power Plants. NUREG/CR-0098, Nuclear Regulatory Commission.
1
Silva, W.J. (1997) Characteristics of vertical ground motions for application to engineering design. Proc., FHWA/NCEER Workshop on the National Representation of Seismic Ground Motion for New and Existing Highway Facilities, Tech. Rep. No. NCEER 97 0010, National Centre for earthquake engineering research, state Univ. of New York at buffalo, N.Y., 205-252.
2
Button, M.R., Cronin, C.J., and Mayes, R.L. (2002) Effect of vertical motions on seismic response of highway bridges. Journal of Structural Engineering, 128, 1551-1564, DOI: 10.1061/~ASCE!0733-9445~2002!128:12~1551!.
3
Saadeghvaziri, M.A. and Foutch, D.A. (1998) Dynamic behavior of R/C high way bridges under the combined effect of vertical and horizontal earthquake motions. J. Earthquake Eng. Struct. Dyn., 20, 535-549, DOI: 10.1002/eqe.4290200604.
4
Yu, C.P., Broekhuizen, D.S., Roesset, J.M., Breen, J.E., and Kreger, M.E. (1997) Effect of vertical ground motion on bridge deck response. Proc. Workshop on Ear thquake Engineering Frontiers in Transportation Facilities, Tech. Rep. No. NCEER-97-0005, National Center for Earthquake Engineering Research, State Univ. of New York at Buffalo, N.Y., 249-263
5
Broekhuizen, D.S. (1996) Effects of Vertical Acceleration on Prestressed Concrete Bridges. M.Sc. Thesis, Univ. of Texas at Austin, Tex.
6
Yu, C.P. (1996) Effect of Vertical Earthquake Components on Bridge Responses. Ph.D. Thesis, Univ. of Texas at Austin, Tex.
7
Gloyd, S. (1997) Design of ordinary bridges for vertical seismic acceleration. Proc. FHWA/NCEER Workshop on the National Representation of Seismic Ground Motion for New and Existing Highway Facilities, Tech. Rep. No. NCEER-97-0010, National Center for Earthquake Engineering Research, State Univ. of New York at Buffalo, N.Y., 277-290.
8
Sheng, L.H. and Kunnath, S.(2008) Effect of vertical acceleration on highway bridges. Fourth US-Taiwan Bridge Engineering Workshop, Princeton, Newjercey.
9
Kunnath, S.K., Abrahamson, N., Chai, Y.H., Erduran, E., and Yilmaz, Z. (2008) Development of Guidelines for Incorporation of Vertical Ground Motion in Seismic Design of Highway Bridges. A Technical Report Submitted to
10
the California Department of Transportation under Contract 59A0434.
11
Hosseinzadeh, N.A. (2008) Vertical Component effect of Earthquake in seismic performance of reinforced concrete bridges piers. 14th Conf. on Earthquake Engineering, Beijing, China.
12
Armstrong, D.M., Sibbald, A., Fairfield, C.A., and Forde, M.C. (1995) Modal analysis for masonry arch bridge spandrell wall separation identification. NDT&E International, 28(6), 377-386, DOI: 10.1016/0963-8695(95)00048-8.
13
Brencich, A. and Sabia, D. (2008) Experimental identification of multi-span masonry bridge: The Tanaro Bridge. Construction and Building Materials, 22, 2087-2099, DOI:10.1016/j.conbuildmat.2007.07.031.
14
Bayraktar, A., Altunisik, A.C., Birinci, F., Sevim, B., and Türker, T. (2010) Finite-element analysis and vibration testing of a two-span masonry arch bridge. Journal of Performance of Constructed Facilities, 24, 46-52, DOI:10.1061/_ASCE_CF.1943-5509.0000060.
15
Caglayan, B.O., Ozakgul, K., Tezer, O., and Uzgider, E. (2011) Evaluation of a steel railway bridge for dynamic and seismic loads. Journal of Constructional Steel Research, 67(8), 1198-1211, DOI:10.1016/j.jcsr.2011.02.013.
16
Yazdani, M., and Marefat, M.S. (2012) Evaluation of damping in unreinforced concrete arch bridges based on dynamic analysis. Second International Conference on Acoustic and Vibration, Tehran, Iran.
17
Pela, L., Aprile, A., and Benedetti, A. (2013) Comparison of seismic assessment for masonry arch bridges. Construction and Building Mater ials , 38, 381-394, DOI:10.1016j.conbuildmat.2012.08.046.
18
Islamic Rep of Iran , Ministry of Roads and Transportation, Deputy of Training; Research and Information Technology (2008) Road and Railway Bridges Seismic Resistant Design Code.
19
CALTRANS (2010) Seismic Design Criteria, Version 1.6.
20
EuroCode 8 (2003) Design of Structures for Ear thquake Resistance, General Rules, Seismic Actions and Rules for Buildings.
21
AASHTO (2012) LRFD Br idge Design Specifications. Washington, D.C.
22
AASHTO (1999) Guide Specification for Design and Construction of Segmental Concrete Bridges. Washington, D.C.
23
AASHTO (1996) Standard Specification for Highway Bridges. 16th Ed., Washington, D.C.
24
ASCE /SEI 7-10 (2013) Minimum Design Loads for Buildings and Other Structures.
25
ICC IBC (2012) International Building Code.
26
Uniform Building Code 97.
27
Wikipedia, the Free Encyclopedia, Goltzsch viaduct.
28
Sap2000 Ultimate 16.0.0, Structural Analysis Program, Manual.
29
Abaqus/CAE, Version 6.13, Structural Analysis Program.
30
Elmenshavi, A.S., Sorour, M., Mofti, A., and Jaeger, L.G. (2010) Damping mechanism and damping ratios in vibrating unreinforced stone masonry. Journal of Engineering Structures.
31
3269-3278, DOI: 10.1016/j.engstruct. 2010.06.016.
32
Islami, K. (2013) System Identification and Structural Health Monitoring of Bridge Structures. Ph.D. Thesis, University of Padua, Italy.
33
Caglayan, B.O., Ozakgul, K., and Tezer, O. (2012) Assessment of a concrete arch bridge using static and dynamic load tests. Journal of Structural Engineering and Mechanics, 41(1), 83-94.
34
Kaushik, H.B., Rai, D.C., and Jain, S.K. (2007) Uniaxial compressive stress-strain model for clay brick masonry. Current Science, 92(4), 497-501.
35