ORIGINAL_ARTICLE
Source Parameterization of Finite Faults in Earthquake Ground Motion Simulation
The effect of interpolation function for describing spatial variations of slip on the fault surface is investigated using finite fault simulation. In analogy with h-p notion in finite element method, the effect of increasing the order of interpolation function and decreasing the size of elements is studied here. In this regard, the fault surface is discretized using different elements, namely, constant discontinuous elements with various sizes, and first order contentious elements with different sizes. In order of parameterization, a bilinear interpolation technique is introduced to represent variation of source parameters within the subfault area. To provide an objective basis for comparison, the September 28, 2004 Parkfield earthquake Mw 6.1 is considered and time-frequency, envelope-phase goodness-of-fit criteria is calculated to compare synthetic and observed waveforms quantitatively in time and frequency domains. It was revealed that by increasing the order of interpolation function, the overall consistency of observed and synthetic waveforms will increase, while the expense of computational analyses will also increase accordingly.
http://www.jsee.ir/article_240769_65fcd82ae9f5c7111b5062903688a37c.pdf
2017-11-01
261
271
Interpolation
h-p notion
Parkfield earthquake
Goodness-of- fit
Finite fault simulation
Ameneh
Houshmandviki
a.hooshmandviki@iiees.ac.ir
1
International Institute of Earthquake Engineering and
Seismology (IIEES), Tehran
AUTHOR
Anooshiravan
Ansari
a.ansari@iiees.ac.ir
2
International Institute of Earthquake Engineering and
Seismology (IIEES), Tehran
LEAD_AUTHOR
Udias, A. (1999) Pr inciple of Seismology. Cambridge University Press.
1
Hartzell, S. (1978) Earthquake aftershocks as greens functions. Geophys. Res. Lett., 5, 1-4.
2
Irikura, K. (1978) Semi-empirical estimation of strong ground motions during large earthquakes. Bull. Disast. Prev. Res. Inst., Kyoto Univ., 33, 63-104.
3
Boore, D. (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.
4
Zeng, Y., Anderson, J.G., and Yu, G. (1994) A composite source model for computing realistic synthetic strong ground motions. Geophys. Res. Lett., 21, 725-728.
5
Hartzell, S., Harmsen, S., and Frankel, S.L. (1999) Calculation of broadband time histories of ground motion: Comparison of methods and validation using strong-ground motion from the 1994 Northridge earthquake. Bull. Seismol. Soc. Am., 89, 1484-1504.
6
Aki, K. and Richards, P.G. (2002) Quantitative Seismology. 2nd Ed. University Science Books.
7
Liu, P. and Archuleta, R.J. (2004) A new nonlinear finite fault inversion with three-dimensional Green's functions: application to the 1989 Loma Prieta, California, earthquake. J. Geophys. Res., 109. DOI 10.1029/2003JB002625.
8
Custodio, S. (2007) Earthquake Rupture and Ground-Motions: The 2004 Mw 6 Parkfield Earthquake. Ph.D. Thesis, University of California, Santa Barbara.
9
Hutton, J. (2004) Fundamental of Finite Analysis, Chap. 6: Interpolation Functions for General Element Formulation. University Science Books.
10
Olson, A. and Apsel, R. (1982) Finite faults and inverse theory with applications to the 1979 Imperial Valley earthquake. Bulletin of the Seismological Society of America, 72(6), 1969-2001.
11
Custodio, S., Liu, P., and Archuleta, R. (2005) The 2004 Mw 6.0 Parkfield, California, earthquake: Inversion of near-source ground motion using multiple data sets. Geophys. Res. Lett., 32, 23312.
12
Babuska, I. and Manil, S. (1994) The p and h-p version of the finite element method, basic principles and properties. Society for Industrial and Applied Mathematics, 36, 578-632.
13
Babuska, I. and Manil, S. (1987) The h-p version on finite element method with quasiuniform meshes. Mathematical Modeling and Numerical Analysis, 21, 199-238.
14
Kristekova, M., Kristek, P., and Day, S. (2006) Misfit criteria for quantitative comparison of seismograms. Bulletin of the Seismological Society of America, 96, 1836-1850.
15
Kristekova, M., Kristek, J., and Moczo, P. (2009) Time-frequency misfit and goodness-of-fit criteria for quantitative comparison of signals. Geophys. J. Int., 178, 813-825.
16
Anderson, J.G. (2004) Quantitative measure of the goodness-of-fit of synthetic seismograms. 13th Wor ld Conference on Earthquake Engineering, Vancouver, B.C., Canada.
17
Ji, C. (2004) Slip history the 2004 (Mw 5.9) Parkfield Earthquake (Single-Plane Model), Caltech, Parkfield 2004, California.
18
Dreger, D.S., Gee, L., Lomband, P., Murray, M.H., and Romanowicz, B. (2005) Strong ground motions: Application to the 2003 Mw 6.5 San Simeon and 2004 Mw 6 Parkfield earthquakes. Seismo. Res. Lett., 76.
19
Johanson, I.A., Fielding, E.J., Rolandone, F., and Burgmann, R. (2006) Coseismic and Postseismic slip of the 2004 Parkfiled earthquake from space-geodetic data. Bull. Seismo, Soc. Am., 96, S269-S282.
20
Mendoza, C. and Hartzell, S., (2004) Finitefault analysis of the 2004 Parkfield, California earthquake using Pnl waveforms. Bull. Seismo. Soc. Am., 98, 2746-2755.
21
Barnhart, W.D. and Lohman, R.B. (2010) Automated fault model discretization for inversions for coseismic slip distribution. Journal of Geophys. Res., 115, DOI:10.1029/2010JB007545.
22
Houlie, N., Dreger, D., and Kim, A. (2014) GPS Source Solution of the 2004 Parkfield Earthquake. Nature-Scientific Reports.
23
Thurber, C., Zhang, H., Waldhauser, F., Hardebeck, J., Michael, A., and Eberhat-Phillips, D. (2006) Three-dimensional compressional wavespeed model, earthquake relocations, and focal mechanisms for the Parkfield, California, region. Bulletin of the Seismological Society of America, 38-49.
24
Coutant, O. (1989) Programme De Simulation Numerique Axitr a. Grenoble: Res. Report LGIT.
25
Cotton, F. and Coutant O. (1997) Dynamic stress variations due to shear faults in a planelayered medium. Geophys. J. Int., 128, 676-688.
26
Bouchon, M. (1981) A simple method to calculate Green's functions for elastic layered media. Bulletin of the Seismological Society of America, 71, 959-971.
27
Thurber, C., Roecker, S., Roberts, K., Gold, M., Powell, L., and Rittger, K. (2003) Earthquake locations and three-dimensional fault zone structure along the creeping station of the San Andreas fault near Parkfield. Geophys. Res. Lett., 1112.
28
CESMD [Online]. Available https://www.strongmotioncenter.org [2016, March].
29
eEQuake-RC [Online] Available http://equakerc.info/srcmod [2016, March].
30
ORIGINAL_ARTICLE
Dynamic Properties of Firoozkooh Sand-Silt Mixtures
A series of undrained resonant column, monotonic and cyclic triaxial tests was performed to investigate the effects of non-plastic fines on the dynamic properties of Firoozkooh sand. Specimens of sand-silt mixtures were prepared at different densities, and tested under various confining pressures. Test results revealed that shear modulus decreases with fines, and increases with relative density and confining pressure. Normalized shear modulus is not affected by fines, relative density and confining pressure, while damping ratio is affected by fines and confining pressure. Finally, field cyclic resistance ratios versus normalized shear wave velocity values are developed on the basis of cyclic triaxial and resonant column tests.
http://www.jsee.ir/article_240770_d5e18fefe6042041e9727fa99ac80cd8.pdf
2017-11-01
273
284
Firoozkooh sand
Non-plastic silt
Shear modulus
Damping Ratio
Cyclic Resistance
Shear wave velocity
Ali
Shafiee
no@gmail.com
1
California State Polytechnic University, Pomona
AUTHOR
Rouzbeh
Dabiri
rouzbeh_dabiri@iaut.ac.ir
2
Tabriz Branch, Islamic Azad University, Tabriz
LEAD_AUTHOR
Faradjollah
Askari
3
International Institute of Earthquake Engineering and Seismology (IIEES), Tehran
AUTHOR
Seed, H.B. and Idriss, I.M. (1970) Soil moduli and damping factors for dynamic response analyses.
1
Report No. EERC 70-10, Earthquake Engineering Research Center, Univ. of California, Berkeley, California.
2
Seed, H.B., Wong, R.T/, Idriss, I.M., and Tokimatsu, K. (1986). Moduli and damping factors for dynamic analyses of cohesionless soils. Journal of Geotechnical Engineering, 112(11), 1016-1032.
3
Assimaki, D., Kausel, E., and Whittle, A. (2000) Model for dynamic shear modulus and damping for granular soils. Journal of Geotechnical and Geoenvironmental Engineering, 126(10), 859-869.
4
Iwasaki, T., Tatsuoka, F., and Takagi, Y. (1978) Shear moduli of sands under cyclic torsional shear loading. Soils and Foundations, 18(1), 39-50.
5
Darendeli, M.B. (2001) Development of a new family of Normalized Modulus Reduction and Material Damping Curves. Ph.D. Dissertation, The University of Texas, Austin.
6
Salgado, R., Bandini, P., and Karim, A. (2000) Shear strength and stiffness of silty sand. Journal of Geotechnical and Geoenviromental Engineering, 126(5), 451-462.
7
Hardin, B.O. and Richart, Jr. F.E. (1963) Elastic wave velocities in granular soils. Journal of Soil Mechanics and Foundations Division, ASCE, 89(1), 33-65.
8
Jamiolkowski, M., Leroueil, S., and Lo Presti, D.C.F. (1991) Theme lecture: Design parameters from theory to practice. Proceeding of Geo-Coast, 91, 1-41.
9
Ghalandarzadeh, A. and Bahadori, H. (2005) Effect of stress anisotropy on the cyclic behavior of saturated sand in undrained condition. PRO of the INT. CON. on Soil Mechanics and Geotechnical Engineering, 16(2), 375-378.
10
Bahadori, H., Ghalandarzadeh, A., and Towhata, I. (2008) Effect of non-plastic silt on the anisotropic behavior of sand. Journal of Soils and Foundations, 48(4), 30-45.
11
Ladd RS (1978) Preparing test specimens using undercompaction. Printed by American Society for Testing and Material, 16-23.
12
Emery, J.J/, Finn, W.D.L., and Lee, K.W. (1973) Uniformity of saturated sand samples. ASTM
13
Special Publishing, 182-194.
14
ASTM D 5311 (2004) Standard Test Method for Load Controlled Cyclic Triaxial Strength
15
of Soil. Annual Book of ASTM Standards, Section 4, vol. 04.08. ASTM International, West Conshohocken, PA.
16
Castro, G. (1975) Liquefaction and cyclic mobility of saturated sand. Journal of American Society of Civil Engineering, ASCE, 101, 551-569.
17
Yamamuro, J.A. and Lade, P.V. (1997) Static liquefaction of very loose sands. Canadian Geotechnical Journal, 34(6), 905-917.
18
Lade, P.V. and Yamamuro, J.A. (1997) Effects of nonplastic fines on static liquefaction of sands. Canadian Geotechnical Journal, 34(6), 918-928.
19
Ishihara, K. (1996) Soil Behavior in Earthquake Geotechnics. Oxford Univ. Press, Newyork.
20
Hardin, B.O. and Drnevich, V.P. (1972) Shear modulus and damping in soils: measurement and parameter effects. Journal of Soil Mechanics and Foundations Division, ASCE, 98(6), 603-
21
Seed, H.B. and Idriss, I.M. (1971) Simplified procedure for evaluating soil liquefaction potential. Journal of Soil Mechanics and Foundation Division, 97(9), 1249-1273.
22
Youd, T.L., Idriss, I.M., Andrus, R.D., Arango, R.C., Castro, G., Christian, J.T., Dobry, R., Finn W.D.L., Harder, Jr, L.F., Hynes, M.E., Ishihara, K., Koester, J.P., Liao, S.S.C., Marcuson, I.I.I.W.F., Martin, G.R., Mitchell, J.K., Moriwaki, Y., Power, M.S., Robertson, P.K., Seed, R.B., and Stokoe, I.I.K.H. (2001) Liquefaction resistance of soils: summary report from the 1996 NCEER and 1998 NCEER/NSF workshop on evaluation of liquefaction resistance of soils. Journal of Geotechnical and Geoenvironmental Engineering, 127(10), 817-833.
23
Andrus, R.D. and Stokoe, II.K.H. (2000) Liquefaction resistance of soils from shear wave velocity. Journal of Geotechnical and Geoenvironmental Engineer ing, 126(11), 1015-1025.
24
Kayen, R., Seed, R.B., Moss, R.E., Cetin, K.O., Tanaka, Y., and Tokimatsu, K. (2004) Global shear wave velocity database for probabilistic assessment of the initiation of seismic-soil liquefaction. 11th Int. Conference on Soil Dynamics and Earthquake Engineering, Berkeley, 7-9.
25
Tokimatsu, K., Yamazuka, T., and Yoshimi, Y. (1986) Soil liquefaction evaluations by elastic shear moduli. Soils and Foundation, 26(1), 25-35.
26
Rauch, A.F., Duffy, M., and Stokoe, K. (2000) Laboratory correlation of liquefaction resistance with shear wave velocity. Journal of Geotechnical and Geoenviromental Engineering, Geotechnical Special Publication, 101, 66-80.
27
Huang, Y.T., Huang, A.B., Chen, K.Y., and Dou, T.M. (2004) A laboratory study on the undrained strength of a siltysand from central western Taiwan. Journal of Soil Dynamic and Earthquake Engineering, 24(9-10), 733-743.
28
Ning Liu, S.M., Mitchell, J.K., and Hon, M. (2006) Influence of non plastic fines on shear wave velocity-based assessment of liquefaction. Journal of Geotechnical and Geoenviromental Engineering, 132(8), 1091-1097.
29
Baxter, C.D.P., Bradshaw A.S., Green R.A., and Wang, J. (2008) Correlation between cyclic resistance and shear wave velocity for providence silts. Journal of Geotechnical and Geoenvironmental
30
Engineering, 134(1), 37-46.
31
Seed, H.B. and Peacock, W.H. (1971) The Procedure for measuring soil liquefaction characteristics. Journal of the Soil Mechanics and Foundation Division, 97(SM8), 1099-1119.
32
Finn, W.D.L., Pickering, D.J., and Bransby, P.L. (1971) Sand liquefaction in triaxial and simple
33
shear tests. Journal of the Soil Mechanics and Foundation Division, 97(SM4), 639-659.
34
Castro, G. (1975) Liquefaction and cyclic mobility of saturated sand. Journal of American Society of Civil Engineering, ASCE, 101, 551-569.
35
Das, B.M. (1992) Principles of Soil Dynamics. Printed by: Pws-Kent Publishing Company.
36
Jafarian, Y., Sadeghi Abdollahi, A., Vakili, R., and Baziar, M.H. (2010) Probabilistic correlation between laboratory and field liquefaction potentials using relative state parameter index (ï¸R). Soil Dynamic and Earthquake Engineering, 30, 1061-1072.
37
Konrad, J.M. (1988) Interpretation of flat plate dilatometer tests in sands in terms of the state parameter. Geotechnique, 38(2), 263-277.
38
Boulanger, R.W. (2003) High overburden stress effects in liquefaction analyses. Journal of Geotechnical and Geoenvironmental Engineering, 129(12), 1071-1082.
39
Bolton, M.D. (1986) The strength and dilatancy of sands. Geotechnique, 36(1), 65-78.
40
Belloti, R., Jamiolkowski, J., LoPresti, D.C.F., and O'Niell, D.A. (1996) Anisotropy of small strain stiffness in Ticino sand. Geotechnique, 46(1), 115-131.
41
ORIGINAL_ARTICLE
Equivalent Diagonal Strut Method for Masonry Walls in Pinned Connection and Multi-Bay Steel Frames
Equivalent compression strut is one of the most prevalent approaches recommended in seismic codes to simulate infill panels in the frames. The mechanical parameters of infilled frames, such as strength and stiffness, are controlled by material properties, thickness and width of equivalent strut. The strut width depends on the contact length between the infill and the frame. Previous studies have shown that the connection rigidity of the surrounding frame affects the contact length and consequently the response of infilled frame. Parametric finite element analyses have been carried out to investigate the influence of frame connection rigidity on the behavior of infill walls using ABAQUS environment. The finite elementmodels were verified based on the results of experimental data. It is shown that the stiffness and strength of infill panel in pinned connection steel frame are 0.9 and 0.8 times of those in rigid connection frame, respectively. The results of parametric finite element analyses were validated using equivalent strut method. Moreover, it is shown that the equivalent diagonal struts in multi-bay frame have the same properties of strut in one-bay frames for both rigid and pinned connections ones.
http://www.jsee.ir/article_240772_aa4da5cc5f9ca36d3acbadb97a3a00f4.pdf
2017-11-01
299
311
Infill wall
Pinned connection frame
Equivalent strut model
Multi-bay infilled frame
ABAQUS
FEM
Sayed Mohamad
Motovali Emami
sm.emami@pci.iaun.ac.ir
1
International Institute of Earthquake Engineering and Seismology (IIEES)
AUTHOR
Majid
Mohammadi
m.mohammadigh@iiees.ac.ir
2
International Institute of Earthquake Engineering and Seismology (IIEES)
LEAD_AUTHOR
Paulo B.
Lourenço
pbl@civil.umino.pt
3
University of Minho
AUTHOR
Polyakov, S. (1960) On the interaction between masonry filler walls and enclosing frame when loaded in the plane of the wall. Translations in Earthquake Engineering, 36-42.
1
Holmes, M. (1961) Steel frames with brickwork and concrete infilling. ICE Proceedings, 473-478.
2
Smith B.S. and Carter, C. (1969) A method of analysis for infilled frames. ICE Proceedings, 31-48.
3
Mainstone, R.J. (1971) On the stiffness and strengths of infilled frames. ICE Proc. Thomas Telford, 49(2), 230.
4
Federal Emergency Management Agency (2000) Prestandard and Commentary for the Seismic Rehabilitation of Buildings. Report no. FEMA 356, FEMA, Washington, DC.
5
ASCE 41-06 (2006) Seismic rehabilitation of existing buildings. American Society of Civil Engineers, Virginia: Reston.
6
Dawe J. and Seah, C. (1989) Behaviour of masonry infilled steel frames. Canadian Journal of Civil Engineering, 16, 865-876.
7
Flanagan R.D. and Bennett R.M. (1999) In-plane behavior of structural clay tile infilled frames. Journal of Structural Engineering, 125, 590-599.
8
Motovali Emami, S.M. and Mohammadi, M. (2017) Effect of frame connection rigidity on the behaviour of infilled steel frames. Journal of Constructional Steel Research (under review).
9
Murthy, C. and Hendry, A. (1996) Model experiments in load bearing brickwork. Building Science, 1, 289-298.
10
Mosalam, K.M., White, R.N., and Gergely, P. (1997) Static response of infilled frames using quasi-static experimentation. Journal of Structural Engineering, 123, 1462-4169.
11
Al-Chaar, G., Issa, M., and Sweeney, S. (2002) Behavior of masonry-infilled non-ductile reinforced concrete frames. Journal of Structural Engineering, 128, 1055-1063.
12
Motovali Emami, S.M. (2017) Effect of Vertical Load, Number of Bays and Connection Rigidity of the Frame on the Seismic Behavior of Infilled Steel Frames. Ph.D. Thesis, International Institute of Earthquake Engineering and Seismology (in Persian).
13
Habbit Karlsson & Sorensen Inc. (2014) ABAQUS Theory Manual Version 6.14.
14
Motovali Emami, S.M. and Mohammadi, M. (2016) Influence of vertical load on in-plane behavior of masonry infilled steel frames. Earthquakes and Structures, 11, 609-627.
15
Lubliner, J., Oliver, J., Oiler, S., and Onate, E. (1989) A plastic-damage model for concrete. International Journal of Solids and Structures, 25, 299-329.
16
Lee, J. and Fenves, G.L. (1998) Plastic-damage model for cyclic loading of concrete struc-tures. ASCE Journal of Engineering Mechanics, 124, 892-900.
17
Dugdale, D.S. (1960) Yielding of steel sheets containing slits. Journal of the Mechanics and Physics of Solids, 8, 100-104.
18
Needleman, A. (1987) A continuum model forvoid nucleation by inclusion debonding. Journal of Applied Mechanics, 54, 525-531.
19
Bolhassani, M., Hamid, A.A., Lau, A.C., and Moon, F. (2015) Simplified micro modeling of partially grouted masonry assemblages. Construction and Building Materials, 83, 159-173.
20
Standard No. 2800 (2005) Iranian Code of Practice for Seismic Resistant Design of Buildings. Third Revision, Building and Housing Research Center, Iran (in Persian).
21
ASCE 41-13 (2012) Seismic Rehabilitation of Existing Buildings. American Society of Civil Engineers; Virginia: Reston.
22
Kaltakci, M., Koken, A., and Korkmaz, H. (2006) Analytical solutions using the equivalent strut tie method of infilled steel frames and experimental verification. Canadian Journal of Civil Engineering, 33, 632-638.
23
CSI, SAP2000 V. 14.1 (2010) Integrated Finite Element Analysis and Design of Structures Basic Analysis Reference Manual. Computers and Structures, Inc., Berkeley, California, USA.
24
ORIGINAL_ARTICLE
Seismic Assessment of Trapezoidal-Shaped Hills Induced by Strong Ground Motion Records
This study aims to rigorously examine the influences of the vertically propagating recorded strong ground motions on the trapezoidal-shaped hills in different sizes and shape ratios. In order to generalize the results of the study, one-dimensional as well as two-dimensional analyses are conducted. Then, intended results are represented in dimensionless form as a result of which amplification ratio patterns are extracted and compared with each other in terms of displacement, velocity, and acceleration. Similarly, corresponding response spectra ratios are derived on significant points on hill-crest, hill-side, and beside of that, and juxtaposed in diagrams. Results of the assessment are put together with that of recent studies and predictions of the reliable codes. An adequate agreement between maximum values of amplification ratios obtained in time-domain analyses and spectral analyses makes us hopeful to think of connecting time-domain parameters with spectra-related ones to propose an accurate equation, which considers more effective variations regarding the topographic seismic effects and gives most reliable prediction. However, here, an equation has already been suggested to draw amplification ratio patterns on different points of the hill for a limited hillshape, dimension, media characterization and constitutive model. Comparing the estimations of the amplification ratio patterns using different methods proves that, considering potent parameters related to the time-domain and frequency-domain, the proposed equation is more efficient than the other codes.
http://www.jsee.ir/article_240771_7cb6a087adf5b44718f54f5ab5c31eb0.pdf
2017-11-01
285
298
Topographic Effect
Time-domain amplification ratio
Spectral amplification ratio, Geotechnical earthquake engineering
Masoud
Amelsakhi
amelsakhi@qut.ac.ir
1
Qom University of Technology
LEAD_AUTHOR
Abdollah
Sohrabi-Bidar
asohrabi@ut.ac.ir
2
University of Tehran
AUTHOR
Arash
Shareghi
3
Urmia University
AUTHOR
Celebi, M. (1991) Topographical and geological amplification: case studies and engineering implications. Structural Safety, 10(1), 199-217.
1
Celebi, M. (1987) Topographical and geological amplifications determined from strong-motion and aftershock records of the 3 March 1985 Chile earthquake. Bulletin of the Seismological Society of America, 77(4), 1147-1167.
2
Athanasopoulos, G., Pelekis, P., and Leonidou, E. (1999) Effects of surface topography on seismic ground response in the Egion (Greece) 15 June 1995 earthquake. Soil Dynamics and Earthquake Engineering, 18(2), 135-149.
3
Bouckovalas, G. and Kouretzis, G. (2001) Stiff soil amplification effects in the 7 September 1999
4
Athens (Greece) earthquake. Soil Dynamics and Earthquake Engineering, 21(8), 671-687.
5
Boore, D.M. (1973) The effect of simple topography on seismic waves: implications for the accelerations recorded at Pacoima Dam, San Fernando Valley, California. Bulletin of the Seismological Society of America, 63(5), 1603-1609.
6
Trifunac, M.D. and Hudson, D.E. (1971) Analysis of the Pacoima Dam accelerogram - San Fernando, California earthquake of 1971. Bulletin of the Seismological Society of America, 61(5), 1393-1411.
7
Spudich, P., Hellweg, M., and Lee, W. (1996) Directional topographic site response at Tarzana observed in aftershocks of the 1994 Northridge, California earthquake: implications for mainshock
8
motions. Bulletin of the Seismological Society of America, 86(1B), S193-S208.
9
Boore, D.M. (1972) A note on the effect of simple topography on seismic SH waves. Bulletin of the
10
Seismological Society of America, 62(1), 275-284.
11
Bouchon, M. (1973) Effect of topography on surface motion. Bulletin of the Seismological Society of America, 63(2), 615-632.
12
Bard, P.Y. (1982) Diffracted waves and displacement field over two-dimensional elevated topographies. Geophysical Journal of the Royal Astronomical Society, 71(3), 731-760.
13
Sanchez-Sesma, F.J. (1983) Diffraction of elastic waves by three-dimensional surface irregularities. Bulletin of the Seismological Society of America, 73(6A), 1621-1636.
14
Bouchon, M. (1985) A simple, complete numerical solution to the problem of diffraction of SH waves by an irregular surface. Journal of the Acoustical Society of America, 77(1), 1-5.
15
Gaffet, S. and Bouchon, M. (1989) Effects of two-dimensional topographies using the discrete wavenumber-boundary integral equation method in P-SV cases. Journal of the Acoustical Society of America, 85(6), 2277-2283.
16
Sanchez-Sesma, F.J. and Campillo, M. (1991) Diffraction of P, SV, and Rayleigh waves by topographic features: a boundary integral formulation. Bulletin of the Seismological Society of America, 81(6), 2234-2253.
17
Sanchez-Sesma, F.J. and Campillo, M. (1993) Topographic effects for incident P, SV and Rayleigh waves. Tectonophysics, 218(1), 113-125.
18
Ashford, S.A., Sitar, N., Lysmer, J., and Deng, N. (1997) Topographic effects on the seismic response of steep slopes. Bulletin of the Seismological Society of America, 87(3), 701-709.
19
Zhang, B., Papageorgiou, A.S., and Tassoulas, J.L. (1998) A hybrid numerical technique, combining the finite-element and boundaryelement methods, for modeling the 3D response of 2D scatterers. Bulletin of the Seismological Society of America, 88(4), 1036-1050.
20
Bouckovalas, G.D. and Papadimitriou, A.G. (2005) Numerical evaluation of slope topography effects on seismic ground motion. Soil Dynamics and Earthquake Engineering, 25(7), 547-558.
21
Kamalian, M., Gatmiri, B., and Sohrabi-Bidar, A. (2003) On time-domain two-dimensional site response analysis of topographic structures by BEM. Journal of Seismology and Earthquake Engineering, 5(2), 35-45.
22
Kamalian, M., Jafari, M.K., Sohrabi-Bidar, A., Razmkhah, A., and Gatmiri, B. (2006) Timedomain two-dimensional site response analysis of non-homogeneous topographic structures by a hybrid BE/FE method. Soil Dynamics and Earthquake Engineering, 26(8), 753-765.
23
Kamalian, M., Sohrabi-Bidar, A., Razmkhah, A., Taghavi, A., and Rahmani, I. (2008) Considerations
24
on seismic microzonation in areas with two-dimensional hills. Journal of Earth System Science, 117(2), 783-796.
25
Sohrabi-Bidar, A. (2008) Seismic Behavior Assessment of Surface Topographies Using Time-Domain 3D Boundary Elements Method. Ph.D. Thesis, International Institute of Earthquake Engineering and Seismology, Tehran, Iran.
26
Sohrabi-Bidar, A., Kamalian, M., and Jafari, M.K. (2009) Seismic waves scattering in three dimensional homogeneous media using timedomain boundary element method., Earth Space Phys., 38(1), 23-40.
27
Sohrabi-Bidar, A., Kamalian, M., and Jafari, M.K. (2009) Time-domain BEM for three-dimensional site response analysis of topographic structures. International Journal for Numerical Methods in Engineering, 79(12), 1467-1492.
28
Sohrabi-Bidar, A., Kamalian, M., and Jafari, M.K. (2010) Seismic response of 3-D Gaussian-shaped valleys to vertically propagating incident waves. Geophysical Journal International, 183(3), 1429-1442.
29
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Hayashi, S., Tsuchida, H., and Kurata, E. (1972) Average Response Spectra for Various Subsoil Condition. McGraw Hill Book Inc., 14.
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from the 1999 Athens earthquake. Earthquake Spectra, 21(4), 929-966.
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Amelsakhi, M., Sohrabi-Bidar, A., and Shareghi, A. (2014) Spectral assessing of topographic effects on seismic behavior of trapezoidal hill. International Journal of Environmental, Chemical, Ecological, Geological and Geophysical Engineering, World Academy of Science, Engineering and Technology, 8(4), 245-252.
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53
ORIGINAL_ARTICLE
The Effects of Soil-Structure Interaction on Seismic Response of Steel Moment Resisting Frames
The prediction of the seismic behavior of structures during earthquake has always been an important concern for earthquake and structural engineers. In addition to earthquakes, the behavior of soil and its effects on seismic responses of structure, also known as Soil-Structure Interaction (SSI), make this problem more complicated. For this purpose, today, many investigations are focusing on soil role in seismic behavior of structures. In this study, the seismic behavior of steel structures with various heights under the SSI effect have been studied. For this purpose, three steel structures including 9, 15 and 20 story frames were modeled using Opensees. Besides, their seismic behaviors under different base conditions including fixed base and on three different types of soil (B, C and D) under 11 bedrock earthquakes were also investigated using the direct method. The responses in two terms including story shear and story drift were also investigated.
http://www.jsee.ir/article_240773_1c42ee55a3db644fb4cdb2cf55b7ee15.pdf
2017-11-01
313
325
Soil-Structure Interaction
Direct method
Moment resisting frame
Finite element
OpenSees
Sahand
Jabini Asli
1
Graduate University of Advanced Technology, Kerman
AUTHOR
Hamed
Saffari
hsaffari@uk.ac.ir
2
Shahid Bahonar University, Kerman
LEAD_AUTHOR
Mohammad Javad
Zahedi
zahedi_mj@yahoo.com
3
Shahid Bahonar University of Kerman
AUTHOR
Kramer, S.L. (1996) Geotechnical Earthquake Engineering. Prentice Hall Civil Engineering and
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Engineering Mechanics Series.
2
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Engineering & Structural Dynamics, 3, 121-138.
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Wolf, J.P. (1985) Dynamic Soil Structure Interaction. NewJersey, Prentice Hall.
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Karapetrou, S., Fotopoulou, S., and Pitilakis, K. (2015) Seismic vulnerability assessment of high-rise non-ductile RC buildings considering soil-structure interaction effects. Soil Dynamics and Earthquake Engineering, 73, 42-57.
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Rayhani, M. and El Naggar, M.H. (2008) Numerical modeling of seismic response of rigid foundation on soft soil. International Journal of Geomechanics, 8, 336-346.
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56
ORIGINAL_ARTICLE
Seismic Performance of Tall Buildings with Impact Damper under Near and Far-Field Earthquakes
Impact dampers are considered among passive control devices. Experimental and analytical research studies have shown that this group of nonlinear dampers has a better performance for reducing structural vibrations as compared to linear vibrating neutralizers. Tall building is a structure that is different from other buildings in design aspects, construction, and operation due to its height. Medium height and tall models are used in the present paper in order to compare the performance of impact dampers in tall buildings. In this study, seismic performance of tall buildings with impact dampers is evaluated by using SAP2000 software. The condition of tall buildings with impact dampers is subsequently introduced. In order to achieve more desirable results for tall buildings subjected to seismic vibration, the earthquake records applied to multi degree of freedom systems are selected from both near and far-field seismic events. This study aims to represent how the impact damper operates in tall buildings and to determine the best location for its installation in order to reduce the response of vibrating system. Using nonlinear time history analysis, structural elements have been investigated based on AISC360-10 regulation in the design process. Among the results obtained in this research, reduction in the response of multi-degree-of-freedom systems in vibration condition using impact damper placed on the top floor can be mentioned. Moreover, it was observed that the more the frame height and its number of spans, the better the effect of placing impact damper in a story close to the roof as compared to placing itin the middle stories, which is due to the combination of vibration modes.
http://www.jsee.ir/article_240774_4ff751b54248cf14ba4fe7608fdb6cc0.pdf
2017-11-01
327
336
Nonlinear damper
Impact damper
Tall Building
Near and far-field earthquakes
Numerical analysis
Seyed Mehdi
Zahrai
mzahrai@ut.ac.ir
1
University of Tehran
LEAD_AUTHOR
Alireza
Heisami
2
Khuzestan University, Ahwaz
AUTHOR
Chalmers, R. and Semercigil, S.E. (1991) Impact damping the second mode of a cantilevered beam.
1
Journal of Sound and Vibrations, 146, 157-161.
2
Lieber, P. and Jensen, D.P. (1945) An acceleration damper: development, design and some applications. Transactions of ASME, 67, 523-530.
3
Masri, S.F., Miller, K.R., Dehghanyar, T.J., and Caughey, T.K. (1989) Active parameter control of nonlinear vibrating structures. Journal of Applied Mechanics, 56, 658-666.
4
Zahrai, S.M. and Rod, A.F. (2009) Effect of impact damper on SDOF system vibration under harmonic and impulsive excitations. Journal of Physics: Conference Series, 181.
5
Afsharifard, A. (2007) Application of Impact Dampers to Reduce Vibrations of Structures. M.Sc. Thesis, Mechanical Engineering Group, Ferdowsi University, Mashhad, Iran.
6
Dehghan-Niri, E., Zahrai, S.M., and Rod, A.F. (2012) Numerical studies of the conventional impact damper with discrete frequency optimization and uncertainty considerations. Scientia Iranica, 19(2), 166-178.
7
Afsharfard, A. and Farshidianfar, A. (2012) Design of nonlinear impact dampers based on acoustic and damping behavior. International Journal of Mechanical Sciences, 65(1), 125-133.
8
Jam, J.E. and Afsharifard, A. (2013) Application of single unit impact dampers to reduce undesired vibration of the 3R robot arms. International Journal of Aerospace Sciences, 2, 49-54.
9
Zahrai, S.M. and Rod, A.F. (2014) Shake table tests of using single-particle impact damper to reduce seismic response. Asian Journal of Civil Engineering, BHRC, 16(3), 471-487.
10
Goel, V., Bhave, S.Y., and Razdan, S. (2014) An experimental study on impact dampers. International Journal of Science, Environment and Technology, 3(5), 1738-1746.
11
Lampart, M. and Zapomel, J. (2014) Dynamics and Efficiency of an Impact Damper. Nostradamus: Prediction, Modeling and Analysis of Complex Systems. Volume 289 of the series Advances in Intelligent Systems and Computing, 355-364.
12
Afsharifard, A. and Farshidianfar, A. (2014) Application of single unit impact dampers to harvest energy and suppress vibrations. Journal of Intelligent Material Systems and Structures, First published on May 14.
13
Philipp, E. and Luca, C. (2014) Analytical and experimental investigation on a multiple-mass element pendulum impact damper for vibration mitigation. Journal of Sound and Vibration, 353, 38-57.
14
Sanap, S.B., Bhave, S.Y., and Awasare, P.J. (2015) Impact damper for axial vibration of a continuous system. Proceedings of the Institution of Mechanical Engineers, Part C. Journal of Mechanical Engineering Science, 230, 2145-2157.
15
Gharib, M. and Karkoub, M. (2015) Passive multi-degree-of-freedom structural control using LPC impact dampers. ASME 2015 International Mechanical Engineer ing Congress and Exposition, Volume 4B: Dynamics, Vibration, and Control Houston, Texas, USA.
16
Nakamura, Y. and Watanabe, K. (2016) Effects of balanced impact damper in structures subjected to walking and vertical seismic excitations. Earthquake Engineering and Structural Dynamics, 45(1), 113-128.
17