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0000111122223333Depth Depth (m) (m)45Depth (m) (m)45Depth (m) (m)45Depth (m) (m)456666777788889109(e) Spot No.5(d) Spot No.4(b) Spot No.2(c) Spot No.31010100 10 20 30 400 10 20 30 400 10 20 30 400 10 20 30 40Conversion N-valueConversion N-valueConversion N-valueConversion N-valueConverted N-value Converted N-value Converted N-value Converted N-value9Bexley Bexley Dallington Dallington9▲ ▲ Figure 6. Converted SPT N-value profiles from Swedish weight sounding tests conducted by the University of Canterbury and JGSreconnaissance teams in September 2010.N = 0.002W SW + 0.067N SW , (1)where W SW (kg) is the weight less than 100 kg and N SW is thenumber of half-rotations for every meter of penetration. W SWis counted when penetration occurs with dead-load less than100 kg. Note that this equation is applicable to gravel, sand,and sandy soils.Typical results of SWS tests in Christchurch are shown inFigure 6. The locations of the test sites are indicated in Figure3. It can be seen from the strength-depth profiles that in theseareas, layers of about 5 m or thicker exist with high potential toliquefy (very loose silt/sand layer with SPT N-value < 5). Thepresence of loose sandy deposits in many areas in Christchurchhas also been confirmed through dynamic cone penetrometer(DCP) tests and spectral analysis of surface waves(SASW) tests conducted by the Geotechnical Extreme EventsReconnaissance (GEER) team (Green et al. 2011, page 927of this issue).Immediately following the two earthquakes, reconnaissancework was performed to investigate the extent and featuresof the damage. Figures 7A and 7B show the distributionof liquefaction observed in the suburbs east of the CBD followingthe September 2010 and February 2011 earthquakes,respectively. These maps, which were constructed from on-footinvestigations and drive-through surveys with the help of theUniversity of Canterbury reconnaissance team, may be incompletedue to the limited time spent by the team in the areafollowing each earthquake. As mentioned earlier, the shorterdistance to the city and the shallower depth of the February2011 earthquake resulted in more significant and more widespreaddamage in these areas than the September 2010 earthquake.The circle and square data points plotted in the figurescorrespond to the maximum distance from the Avon River atwhich lateral spreading was observed in the north and southbanks, respectively, based on ground inspection. It is worthnoting that while major liquefied sites in the September 2010earthquake were concentrated along the Avon River, liquefactionwas observed in the 2011 earthquake across a wider area,i.e., not only in the eastern suburbs but in the north and in theCBD as well.Considering the short time interval between the two largeearthquakes, the 2011 earthquake induced additional damageto many facilities that suffered liquefaction-induced damageafter the 2010 earthquake and had not been repaired. Figures8A and 8B show the condition of a river embankment adjacentto the Avon Rowing Club (east bank of Avon River) after the2010 earthquake and 2011 earthquake, respectively. The widthof crack openings on the shoulder and the settlement of thecrown became larger due to the re-liquefaction of the foundationground of the embankment. Extensive re-liquefaction wasobserved in the entire Porritt Park in 2011, where almost halfof the green grassy area was covered by sand boils, similar tothat observed after the 2010 earthquake, as shown in Figure 9.The southern portion of the Bexley suburb was formerlya swamp and formed part of the Bexley wetlands. It had beenreclaimed in the late 1990s by filling the area, and the subdivisionwas built over it. Interviews with homeowners indicatethat the area was fairly new, with some houses built as recent asfive years ago (Orense et al. 2011). The September 2010 earth-910 Seismological Research Letters Volume 82, Number 6 November/December 2011
(A)(B)▲▲Figure 7. Distribution of liquefaction-induced damage in the eastern suburbs: A) September 2010 earthquake; B) February 2011earthquake.Seismological Research Letters Volume 82, Number 6 November/December 2011 911
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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.
Page 105 and 106: (A)(B)Spectral Acc, Sa (g)North/Wes
Page 107 and 108: Vertical-to-horizontal PGA ratio543
Page 109 and 110: (A)(B)Station:CCCCSolid:AvgHorizDas
Page 111 and 112: REFERENCESAagaard, B. T., J. F. Hal
Page 113 and 114: ▲ ▲ Figure 1. Shear-wave veloci
Page 115 and 116: 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: (A)Acceleration (Gal)6004002000-200
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
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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
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(A)(C)(B)▲▲Figure 14. Railway B
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Events Reconnaissance (GEER) Associ
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New PublicationsCanGeoRefThe Americ
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Wednesday, 18 AprilTechnical Sessio
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Verification of a Spectral-Element
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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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