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Hynes, M. E., and R. S. Olsen (1999). Influence of confining stress onliquefaction resistance. Proceedings of the International Workshopon Physics and Mechanics of Soil Liquefaction, Baltimore, Maryland,USA, 10–11 September 1998Rotterdam, the Netherlands: Balkema,145–152.Palermo, A., M. LeHeux, M. Bruneau, M. Anagnostopoulou, L.Wotherspoon, and L. Hogan (2010). Preliminary findings on performanceof bridges in the 2010 Darfield earthquake. Bulletin of theNew Zealand Society for Earthquake Engineering 43 (4), 412–420.Smyrou, E., P. Tasiopoulou, I. Engin Bal, and G. Gazetas (2011). Groundmotions versus geotechnical and structural damage in the February2011 Christchurch earthquake. Seismological Research Letters 82,882–892.Sowers, G. F., and C. S. Hedges (1966). Dynamic cone for shallow in-situpenetration testing. In Vane shear and cone penetration resistancetesting of in-situ soils. ASTM STP 399. Philadelphia, PA: AmericanSociety of Testing Materials, 29–37.Standards New Zealand (2004). Structural Design Actions, Part 5:Earthquake Actions—New Zealand. Wellington, New Zealand:Standards New Zealand, 82 pp.Tonkin and Taylor (2011a). Darfield Earthquake Recovery GeotechnicalFactual Report—Avondale. Report REP-AVD-FAC preparedby Tonkin and Taylor, Ltd for the New Zealand EarthquakeCommission. Christchurch, New Zealand: Tonkin and Taylor.Tonkin and Taylor (2011b). Darfield Earthquake Recovery GeotechnicalFactual Report—Dallington Lower. Report REP-DAL-FAC preparedby Tonkin and Taylor, Ltd for the New Zealand EarthquakeCommission. Christchurch, New Zealand: Tonkin and Taylor.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 and Geoenvironmental Engineering 127(10), 817–833.University of AucklandPrivate Bag 92019Auckland 1142 New Zealandl.wotherspoon@auckland.ac.nz(L. W.)964 Seismological Research Letters Volume 82, Number 6 November/December 2011
New PublicationsCanGeoRefThe American Geosciences Institute (AGI) and the CanadianFederation of Earth Sciences (CFES) have launchedCanGeoRef (www.cangeoref.org), a bibliographic database coveringthe Canadian geoscience literature since the early 1800s.CanGeoRef is the result of a cooperative arrangement betweenCFES and AGI to expand access for smaller companies andindividuals focused on Canadian geoscience to GeoRef, AGI’sglobal bibliographic database for the geosciences. Data havealready been added for Alberta and Manitoba and Ontariois near completion; Newfoundland/Labrador and BritishColumbia will follow shortly.Operational Earthquake Forecasting ReportThe final report of the International Commission onEarthquake Forecasting for Civil Protection, entitled“Operational Earthquake Forecasting: State of Knowledgeand Guidelines for Implementation,” has been published inAnnals of Geophysics (vol. 54, no. 4, 315–391, doi: 10.4401/ag 5350). The complete report can be freely downloaded fromhttp://www.annalsofgeophysics.eu/index.php/annals/article/view/5350.The report has been accepted by the ItalianDepartment of Civil Protection, which commissioned thestudy immediately following the L’Aquila earthquake of 6April 2009. Although written in response to this request, theCommission intends for the report will be useful to othercountries developing operational forecasting procedures andprotocols.Rapid Observation of Vulnerability and Estimationof RiskThe Federal Emergency Management Agency (FEMA) hasreleased Rapid Observation of Vulnerability and Estimationof Risk (ROVER), free, mobile software for pre- and postearthquakebuilding safety screening. ROVER is availableon CD-ROM (FEMA P-154 ROVER CD) from the FEMAPublications Warehouse or via online download. ROVERautomates two de facto international standard paper-based seismicsafety screening procedures: FEMA P-154, Rapid VisualScreening (RVS) of Buildings for Potential Seismic Hazards, andATC-20, Postearthquake Safety Evaluation of Buildings. Thepre-earthquake module is used by field inspectors to quicklycompile an electronic inventory of buildings, record importantseismic features of a building, and generate an automaticestimate of the need for detailed seismic evaluation. The postearthquakemodule is used to quickly perform and manage thesafety tagging (red, yellow, and green tags) almost universallyapplied to buildings after earthquakes. To order FEMA P-154ROVER on CD from Publications Warehouse, phone 800-480-2520 or fax 240-699-0525; to download the free software,visit www.atc-rover.org.doi: 10.1785/gssrl.82.6.965Seismological Research Letters Volume 82, Number 6 November/December 2011 965
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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
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Location of structures illustrated
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Shading indicates areaover which pr
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1.8 deg15 cmGround cracking due to
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30 cm17 cm30 cmFoundation beam▲
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Comparison of Liquefaction Features
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(A)(B)▲▲Figure 2. A) Simplified
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(A)Acceleration (Gal)6004002000-200
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(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 and 168: ▲▲Figure 1. Location of the noi
Page 169 and 170: ▲▲Figure 5. Site N20 showing HV
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: Events Reconnaissance (GEER) Associ
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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