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(A)(B)(C)(D)▲▲Figure 10. Correlations relating factor of safety against liquefaction and damage index and thickness of the liquefied layer for thedata from the Darfield and Christchurch earthquakes regressed separately. (Note that the low r 2 value in (B) indicates an extremelyweak correlation between the thickness of the liquefied layer and damage index for the Darfield earthquake; hence a dotted line is usedto show the results of the regression.)(A)(B)▲ ▲ Figure 11. Correlations relating factor of safety against liquefaction and damage index and thickness of the liquefied layer for combinedDarfield and Christchurch earthquake data.948 Seismological Research Letters Volume 82, Number 6 November/December 2011
each of the Waimakariri River and along the Kaiapoi Riversustained varying levels of damage during both events. In allcases observed by the authors, damage was related to liquefactionin the foundation soils. In an attempt to relate the severityof the observed levee damage to the liquefaction response ofthe foundation soil, damage severity was correlated to factorof safety against liquefaction and to thickness of the liquefiedlayer. While damage severity correlated to both of these measures,the factor of safety against liquefaction appears to be thebetter index of damage severity when lateral spreading is theprimary failure mode.DATA AND RESOURCESPersonal communications with Tony Boyle took place 27September 2010. Personal communications with Ian Hesloptook place October and November 2010 and May and July2011.ACKNOWLEDGMENTSThe primary support for the U.S. GEER team memberswas provided by grants from the U.S. National ScienceFoundation (NSF) as part of the Geotechnical Extreme EventsReconnaissance (GEER) Association activity through CMMI-00323914 and NSF RAPID grant CMMI-1137977. Also,Dr. Wotherspoon’s position at the University of Auckland isfunded by the New Zealand Earthquake Commission (EQC).However, any opinions, findings, and conclusions or recommendationsexpressed in this material are those of the authorsand do not necessarily reflect the views of the National ScienceFoundation or the EQC.REFERENCESGriffiths, G. A. (1979). Recent sedimentation history of the WaimakaririRiver, New Zealand. Journal of Hydrology (New Zealand) 18, 6–28.Iwasaki, T., K. Tokida, F. Tatsuoka, S. Watanabe, S. Yasuda, and H. Sato(1982). Microzonation for soil liquefaction potential using simplifiedmethods. Proceedings of the Third International Conference onEarthquake Microzonation, Seattle WA, 1,319–1,330.Larned, S. T., D. M. Hicks, J. Schmidt, A. J. H. Davey, K. Dey, M.Scarsbrook, D. B. Arscott, and R. A. Woods (2008). The SelwynRiver of New Zealand: A benchmark system for alluvial plain rivers.River Research and Applications 24, 1–21.New Zealand Aerial Mapping (2010). Kaiapoi (air photo). Wellington,New Zealand.New Zealand Aerial Mapping (2011). Kaiapoi (air photo). Wellington,New Zealand.Riley Consultants (2010). Waimakariri and Kaiapoi River StopbanksPost Earthquake Condition Assessment. Report 10820-B preparedby Riley Consultants for Environment Canterbury (ECan). RileyConsultants, Christchurch, New Zealand.Riley Consultants (2011). Waimakariri and Kaiapoi River StopbanksFindings of Condition Assessment Post 22 February 2011 Earthquake.Letter Report 10820/2-A from Riley Consultants to EnvironmentCanterbury (ECan). Riley Consultants, Christchurch, NewZealand.Te Ara Encyclopedia of New Zealand (2010). http://www.teara.govt.nz/en/floods/6/7.Tonkin and Taylor (2011). Darfield Earthquake Recovery GeotechnicalFactual Report—Kaiapoi North. Report EP-KAN-FAC preparedby Tonkin and Taylor, Ltd. for the New Zealand EarthquakeCommission. Tonkin and Taylor, Christchurch, New Zealand.van Kalken, T., T. Oliver, I. Heslop, and T. Boyle (2007). Impacts ofsecondary flood embankments on the Waimakariri floodplain,New Zealand. Proceedings of the 32nd Congress of the InternationalAssociation of Hydraulic Engineering and Researchers, July 1–6,2007, Venice, Italy.Wotherspoon, L. M., M. J. Pender, and R. P. Orense (2011). Relationshipbetween observed liquefaction at Kaiapoi following the 2010Darfield earthquake and former channels of the WaimakaririRiver. Submitted to Engineering Geology.Youd, T. L., I. M. Idriss, R. D. Andrus, I. Arango, G. Castro, J. T.Christian, R. Dobry, et al. (2001). Liquefaction resistance of soils:Summary report from the 1996 NCEER and 1998 NCEER/NSFworkshops on evaluation of liquefaction resistance of soils. ASCEJournal of Geotechnical & Geoenvironmental Engineering 127 (10),817–833.Department of Civil and Environmental EngineeringVirginia Tech120B Patton HallBlacksburg, Virginia 24061 U.S.A.rugreen@vt.edu(R. A. G.)Seismological Research Letters Volume 82, Number 6 November/December 2011 949
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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
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Spectral Acceleration (3 s), (g)In[
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TABLE 1Mean (μ LLH ) and standard
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Strong Ground Motions and Damage Co
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ings and the Modified Takeda-Slip M
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high, but there were no buildings d
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REFERENCES▲▲Figure 8. Heavily d
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(A)(B)(C)(D)(E)▲▲Figure 1. A) M
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(A) (B) (C)▲ ▲ Figure 3. A) Typ
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(A) (B) (C)▲ ▲ Figure 4. A) Typ
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Case StudyKey ParametersTABLE 1Key
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▲ ▲ Figure 9. Representative bu
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Soil Liquefaction Effects in the Ce
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▲ ▲ Figure 2. Representative su
Page 143 and 144: Location of structures illustrated
Page 145 and 146: Shading indicates areaover which pr
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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
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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 and 168: ▲▲Figure 1. Location of the noi
Page 169 and 170: ▲▲Figure 5. Site N20 showing HV
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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
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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
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Page 199 and 200: only minor damage, mostly to their
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Page 209 and 210: Events Reconnaissance (GEER) Associ
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Page 213 and 214: Wednesday, 18 AprilTechnical Sessio
Page 215 and 216: Verification of a Spectral-Element
Page 217 and 218: EASTERN SECTIONRESEARCH LETTERSReas
Page 219 and 220: (A)70°N100°W 60°W70°N(B)100°E1
Page 221 and 222: Mongolia SCRThe presence or absence
Page 223 and 224: the small horizontal relative motio
Page 225 and 226: 80°100°120°140°EXPLANATIONBorde
Page 227 and 228: Chang, K. H. (1997). Korean peninsu
Page 229 and 230: Wheeler, R. L. (2008). Paleoseismic
Page 231 and 232: A significant outcome of this study
Page 233 and 234: TABLE 1 (continued)Earthquakes for
Page 235 and 236: ▲▲Figure 2. Earthquakes used in
Page 237 and 238: Meeting CalendarM E E T I N GC A L
Page 239 and 240: 201 Plaza Professional Bldg. • El
Page 241 and 242: Seismological Research Letters (SRL
Page 243 and 244: Christa von Hillebrandt-Andrade, Pr
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