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▲▲Figure 3. Map of the amplitude of the higher peak in HVSR curves.▲▲Figure 4. Shift in soil fundamental frequency moving from the easternmost site N10 to the westernmost site N27.922 Seismological Research Letters Volume 82, Number 6 November/December 2011
▲▲Figure 5. Site N20 showing HVSR as a single, low frequency peak and site N25 with a similar peak plus another one at higher frequency.ment with those determined 17 years earlier provides an opportunityto test the K g coefficient on soil that has not changed itscharacteristics as assessed with microtremor measurements.The map of this coefficient is provided in Figure 6. Thedotted area in the figure indicates the extent of the most severeliquefaction episodes as reported by Cubrinovski and Taylor(2011). The lack of correlation is evident in the most affectedarea, where both high and low values of K g are present, andthe same happens in those zones with no evidence of liquefaction.More detailed analyses are needed, however, before rulingout the K g parameter, since the original formulation is basedon the idea that just one peak is visible in the HVSR curve,corresponding to the fundamental frequency. As stated above,our measurement sometimes returned two peaks correspondingto two resonant strata at different depths, so it would beimportant to have more data about the depth of the layer whereliquefaction occurred.Our third activity was about the possible difference insoil behavior between the elastic, weak-motion domain andthe strong-motion signals. In this paper I report preliminaryresults, since a comprehensive study on all the recording stationsis still underway.To check for variation of soil fundamental frequency thatcould be taken as a possible indication of nonlinear behavior,our research group has recently developed a technique that wasfirst applied to the recordings of the L’Aquila, 2009 earthquake(Puglia et al. 2011). The basic idea is the comparison betweenthe soil fundamental frequency estimated using the HVSRtechnique and the time-frequency behavior during strongmotion estimated using the S-transform technique (Stockwellet al.1996). This transform is particularly useful for analyzing asystem that changes its dynamic characteristics over time sinceit provides information about the local spectrum of a genericsignal overcoming the limitations derived from the assumptionsof the stationarity of a signal (as is the case for the shorttimeFourier transform).Using the same frequency scale it is possible to comparethe S-transform with the HVSR to verify whether the fundamentalfrequency obtained from the noise recording remainsconstant during the S-waves phase, until the coda-waves andto the end of the signal. The S-transform is normalized to themaximum of each time step. The normalized S-transformallows us to better identify the site fundamental frequency,while the standard S-transform is more useful for identifyingthe instant-by-instant frequency content of the signal, itschange over time, and the related energy.The example given here is for station CBGS at ChristchurchBotanical Gardens (Figure 7). The dashed red line highlights thecracks in the ground and the sand left by liquefaction, still clearlyvisible two months after the February 2011 quake. The acceler-Seismological Research Letters Volume 82, Number 6 November/December 2011 923
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Volume 82, Number 6 November/Decemb
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News and Notes (continued)Nominatio
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Preface to the Focused Issue on the
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TABLE 1Peak ground acceleration (PG
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▲▲Figure 2. A) Sketch of the
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▲▲Figure 4. A) Adopted moment r
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▲▲Figure 7. As in Figure 6 but
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▲ ▲ Figure 8. Misfit parameters
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▲ ▲ Figure 10. Spatial variabil
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▲ ▲ Figure 12. Standard spectra
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Quigley, M., R. Van Dissen, P. Vill
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slip on a 59-degree striking fault
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▲▲Figure 4. Convergence of inve
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observations and other source studi
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-42. 5-43. 0-43. 5-44. 0-44. 5-43.2
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“Product CSK © ASI, (ItalianSpac
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TABLE 2Solutions for fault location
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-43.45(A)degrees N-43.50-43.552.52.
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is still a good fit to the horizont
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Coulomb Stress Change Sensitivity d
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mation takes on a larger strike-sli
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P 9.4267BLDU45P 20.1213CASY39P 2.62
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ERMJNUMAJOINUJHJ2CBIJMIDWJOWYHNBTPU
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(A)6.146.13(B)6.246.36Misfit6.156.1
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(A)(B)(C)(D)▲▲Figure 10. The co
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(A)(B)(C)(D)▲▲Figure 12. The co
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Luo, Y., Y. Tan, S. Wei, D. Helmber
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−44˚00' −43˚00'4-Sep-2010Mw 7
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TABLE 1Pairs of SAR imagery used in
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Depth (km)Coulomb Stress Change(bar
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Crippen, R. E. (1992). Measurement
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AlpineFaultHope Fault38 mm/yr0+ +-1
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σ 1dσ 3Nuσ 3CM w 7.1dw 6.2u70°M
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Right-lateral Faults(A) Range Front
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DISCUSSIONThe 2010-2011 Canterbury
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Large Apparent Stresses from the Ca
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▲ ▲ Figure 2. Observed vs. pred
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10Obs SA(1s)AS1AS+SDAB 2006AB+SDSA(
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Fine-scale Relocation of Aftershock
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−43.25°OXZ0 10 20km−43.5°−4
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A’0 km 4 8−43.5°B’B−43.6°
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REFERENCESAvery, H. R., J. B. Berri
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▲ ▲ Figure 2. A) shows three-co
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▲ ▲ Figure 4. Vertical accelera
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0.8PRPC Z0.40Normalized (Max PGA +
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Near-source Strong Ground MotionsOb
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(A)Magnitude, M w876542009 NZdataba
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Scale0.5 g5 seconds▲▲Figure 4.
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(A)(B)Spectral Acc, Sa (g)North/Wes
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Vertical-to-horizontal PGA ratio543
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(A)(B)Station:CCCCSolid:AvgHorizDas
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REFERENCESAagaard, B. T., J. F. Hal
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▲ ▲ Figure 1. Shear-wave veloci
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Spectral Acceleration (0.3 s), (g)I
Page 117 and 118: Spectral Acceleration (3 s), (g)In[
Page 119 and 120: TABLE 1Mean (μ LLH ) and standard
Page 121 and 122: Strong Ground Motions and Damage Co
Page 123 and 124: ings and the Modified Takeda-Slip M
Page 125 and 126: high, but there were no buildings d
Page 127 and 128: REFERENCES▲▲Figure 8. Heavily d
Page 129 and 130: (A)(B)(C)(D)(E)▲▲Figure 1. A) M
Page 131 and 132: (A) (B) (C)▲ ▲ Figure 3. A) Typ
Page 133 and 134: (A) (B) (C)▲ ▲ Figure 4. A) Typ
Page 135 and 136: Case StudyKey ParametersTABLE 1Key
Page 137 and 138: ▲ ▲ Figure 9. Representative bu
Page 139 and 140: Soil Liquefaction Effects in the Ce
Page 141 and 142: ▲ ▲ Figure 2. Representative su
Page 143 and 144: Location of structures illustrated
Page 145 and 146: Shading indicates areaover which pr
Page 147 and 148: 1.8 deg15 cmGround cracking due to
Page 149 and 150: 30 cm17 cm30 cmFoundation beam▲
Page 151 and 152: Comparison of Liquefaction Features
Page 153 and 154: (A)(B)▲▲Figure 2. A) Simplified
Page 155 and 156: (A)Acceleration (Gal)6004002000-200
Page 157 and 158: (A)(B)▲▲Figure 7. Distribution
Page 159 and 160: (A)(B)▲▲Figure 10. Damage to a
Page 161 and 162: (A)(B)▲ ▲ Figure 14. A) Subside
Page 163 and 164: ▲▲Figure 17. A trench in a resi
Page 165 and 166: Ambient Noise Measurements followin
Page 167: ▲▲Figure 1. Location of the noi
Page 171 and 172: ▲▲Figure 8. Comparison between
Page 173 and 174: Use of DCP and SASW Tests to Evalua
Page 175 and 176: ▲ ▲ Figure 2. Aerial image of C
Page 177 and 178: (A)(B)▲▲Figure 4. DCP test bein
Page 179 and 180: ▲▲Figure 7. SASW setup at a sit
Page 181 and 182: where X ~ N(μ X , σ X 2 ) is shor
Page 183 and 184: Using the same critical layers as s
Page 185 and 186: Performance of Levees (Stopbanks) d
Page 187 and 188: ▲▲Figure 3. Typical geometry an
Page 189 and 190: TABLE 1Damage severity categories (
Page 191 and 192: (A)(B)▲▲Figure 6. A) Large sand
Page 193 and 194: (A)(B)▲▲Figure 8. A) Representa
Page 195 and 196: each of the Waimakariri River and a
Page 197 and 198: ▲ ▲ Figure 2. Horizontal peak g
Page 199 and 200: only minor damage, mostly to their
Page 201 and 202: (A)(C)(B)▲▲Figure 5. Ferrymead
Page 203 and 204: (A)(B)▲▲Figure 7. Damage to sou
Page 205 and 206: (A)(B)▲▲Figure 11. Settlement o
Page 207 and 208: (A)(C)(B)▲▲Figure 14. Railway B
Page 209 and 210: Events Reconnaissance (GEER) Associ
Page 211 and 212: New PublicationsCanGeoRefThe Americ
Page 213 and 214: Wednesday, 18 AprilTechnical Sessio
Page 215 and 216: Verification of a Spectral-Element
Page 217 and 218: EASTERN SECTIONRESEARCH LETTERSReas
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(A)70°N100°W 60°W70°N(B)100°E1
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Mongolia SCRThe presence or absence
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the small horizontal relative motio
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80°100°120°140°EXPLANATIONBorde
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Chang, K. H. (1997). Korean peninsu
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Wheeler, R. L. (2008). Paleoseismic
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A significant outcome of this study
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TABLE 1 (continued)Earthquakes for
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▲▲Figure 2. Earthquakes used in
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Meeting CalendarM E E T I N GC A L
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201 Plaza Professional Bldg. • El
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Seismological Research Letters (SRL
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Christa von Hillebrandt-Andrade, Pr
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