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(A)Station:CCCCR rup=2.8 km(B)10 1Station:PRPCR rup=2.5 kmSpectral Acc, Sa (g)(C)Spectral Acc, Sa (g)(E)10 010 -110 -210 0Fault ParallelFault NormalHoriz gmVertPrediction10 -2 10 -1 10 0 10 1Period, T (s)10 -110 -210 1Fault ParallelFault NormalHoriz gmVertPredictionStation:RHSCR rup=6.5 km10 -2 10 -1 10 0 10 1Period, T (s)Station:HVSCR rup=4 kmSpectral Acc, Sa (g)(D)Spectral Acc, Sa (g)(F)10 010 -110 0Fault ParallelFault NormalHoriz gmVertPrediction10 -2 10 -1 10 0 10 1Period, T (s)10 -110 -2Fault ParallelFault NormalHoriz gmVertPredictionStation:CACSR rup=12.8 km10 -2 10 -1 10 0 10 1Period, T (s)Station:LPCCR rup=7.1 kmSpectral Acc, Sa (g)10 010 -1Fault ParallelFault NormalHoriz gmVertPrediction10 -2 10 -1 10 0 10 1Period, T (s)Spectral Acc, Sa (g)10 010 -110 -2Fault ParallelFault NormalHoriz gmVertPrediction10 -2 10 -1 10 0 10 1Period, T (s)▲ ▲ Figure 12. Horizontal and vertical pseudo-acceleration response spectra observed at various near-source strong-motion stations.The prediction shown is for the horizontal geometric mean and dashed lines represent the 16th and 84th percentiles.3.5 seconds, the displacement demands imposed by the groundmotion were in the order of two times the seismic design level.Response Spectra Observed at Various Strong MotionStationsFigure 12 illustrates the horizontal and vertical pseudoaccelerationresponse spectra observed at six locations inChristchurch as well as the empirical prediction for thegeometric mean component of Bradley (2010). No attemptis made here to rigorously assess the adequacy of empiricalground models against the observed near-source groundmotions, and the purpose of the comparisons is simply toillustrate general features of the response at the strong motionstation that depart from that which is nominally expected.Figure 12A illustrates the aforementioned strong long-periodground motion at Christchurch Cathedral College (CCCC)due to basin wave propagation. Figure 12B illustrates the forwarddirectivity polarity in the ground motion at Pages Road(PRPC), with significantly higher long-period ground motionin the fault normal component, as well as a vertical pseudospectralacceleration of 6 g for a vibration period of T = 0.1 s.Figure 12E illustrates that the high-frequency ground motionat Heathcote Valley (HVSC) is significantly above thatexpected due to its location on a colluvium wedge at the baseof the volcanic rock Port Hills. Figure 12F also illustrates thehigh-frequency ground motion on bedrock at Lyttelton Port862 Seismological Research Letters Volume 82, Number 6 November/December 2011
(A)(B)Station:CCCCSolid:AvgHorizDashed:VertStation:PRPCSolid:AvgHorizDashed:VertSpectral acc, Sa (g)10 -1Spectral acc, Sa (g)10 010 -110 -210 0 Period, T (s)04/09/201022/02/2011NZS1170.510 -1 10 0 10 110 -210 1 Period, T (s)04/09/201022/02/2011NZS1170.510 -1 10 0 10 1(C)(D)Station:RHSCSolid:AvgHorizDashed:VertStation:CACSSolid:AvgHorizDashed:VertSpectral acc, Sa (g)10 -1Spectral acc, Sa (g)10 -110 -210 0 Period, T (s)04/09/201022/02/2011NZS1170.510 -1 10 0 10 110 -210 0 Period, T (s)04/09/201022/02/2011NZS1170.510 -1 10 0 10 1(E)Station:HVSCSolid:AvgHorizDashed:Vert(F)Station:LPCCSolid:AvgHorizDashed:VertSpectral acc, Sa (g)10 010 -1Spectral acc, Sa (g)10 -110 -210 1 Period, T (s)04/09/201022/02/2011NZS1170.510 -1 10 0 10 110 -210 0 Period, T (s)04/09/201022/02/2011NZS1170.510 -1 10 0 10 1▲ ▲ Figure 13. Comparison of geometric mean horizontal and vertical pseudo-acceleration response spectra observed in the 22 FebruaryChristchurch and 4 September Darfield earthquakes at various strong-motion stations.(LPCC) was significantly above that expected, likely due tolow attenuation through the underlying volcanic rock. Notethat the Bradley (2010) model accounts for the hanging walleffect (Abrahamson and Somerville 1996), which is not overlysignificant as a result of the steep fault dip.COMPARISON WITH GROUND MOTIONSOBSERVED IN THE 2010 DARFIELD EARTHQUAKEAND DESIGN SPECTRAThe M w 6.3 22 February 2011 Christchurch earthquake wasthe second event in approximately six months to cause significantground motion shaking in Christchurch, having beenpreceded by the 4 September 2010 Darfield earthquake (NewZealand Society for Earthquake Engineeering 2010).Figure 13 illustrates the geometric mean horizontaland vertical pseudo-acceleration response spectra of groundmotions at various strong-motion stations in Christchurchresulting from both the Christchurch and Darfield earthquakes.It can be immediately seen that for the majority ofvibration periods of engineering interest the spectral amplitudesare larger for the Christchurch earthquake. The primaryexception to the above statement is the spectral amplitudes atlong vibration periods (i.e., T > 2 s) due to both the longer durationof shaking and forward directivity effects in the Darfieldearthquake. Strong long-period spectral ordinates associatedSeismological Research Letters Volume 82, Number 6 November/December 2011 863
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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
Page 58 and 59: (A)(B)(C)(D)▲▲Figure 12. The co
Page 60 and 61: Luo, Y., Y. Tan, S. Wei, D. Helmber
Page 62 and 63: −44˚00' −43˚00'4-Sep-2010Mw 7
Page 64 and 65: TABLE 1Pairs of SAR imagery used in
Page 67 and 68: Depth (km)Coulomb Stress Change(bar
Page 69 and 70: Crippen, R. E. (1992). Measurement
Page 71 and 72: AlpineFaultHope Fault38 mm/yr0+ +-1
Page 73 and 74: σ 1dσ 3Nuσ 3CM w 7.1dw 6.2u70°M
Page 75 and 76: Right-lateral Faults(A) Range Front
Page 77 and 78: DISCUSSIONThe 2010-2011 Canterbury
Page 79 and 80: Large Apparent Stresses from the Ca
Page 81 and 82: ▲ ▲ Figure 2. Observed vs. pred
Page 83 and 84: 10Obs SA(1s)AS1AS+SDAB 2006AB+SDSA(
Page 85 and 86: Fine-scale Relocation of Aftershock
Page 87 and 88: −43.25°OXZ0 10 20km−43.5°−4
Page 89 and 90: A’0 km 4 8−43.5°B’B−43.6°
Page 91 and 92: REFERENCESAvery, H. R., J. B. Berri
Page 93 and 94: ▲ ▲ Figure 2. A) shows three-co
Page 95 and 96: ▲ ▲ Figure 4. Vertical accelera
Page 97 and 98: 0.8PRPC Z0.40Normalized (Max PGA +
Page 99 and 100: Near-source Strong Ground MotionsOb
Page 101 and 102: (A)Magnitude, M w876542009 NZdataba
Page 103 and 104: Scale0.5 g5 seconds▲▲Figure 4.
Page 105 and 106: (A)(B)Spectral Acc, Sa (g)North/Wes
Page 107: Vertical-to-horizontal PGA ratio543
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 and 156: (A)Acceleration (Gal)6004002000-200
Page 157 and 158: (A)(B)▲▲Figure 7. Distribution
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(A)(B)▲▲Figure 10. Damage to a
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(A)(B)▲ ▲ Figure 14. A) Subside
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▲▲Figure 17. A trench in a resi
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Ambient Noise Measurements followin
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▲▲Figure 1. Location of the noi
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▲▲Figure 5. Site N20 showing HV
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▲▲Figure 8. Comparison between
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Use of DCP and SASW Tests to Evalua
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▲ ▲ Figure 2. Aerial image of C
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(A)(B)▲▲Figure 4. DCP test bein
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▲▲Figure 7. SASW setup at a sit
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where X ~ N(μ X , σ X 2 ) is shor
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Using the same critical layers as s
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Performance of Levees (Stopbanks) d
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▲▲Figure 3. Typical geometry an
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TABLE 1Damage severity categories (
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(A)(B)▲▲Figure 6. A) Large sand
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(A)(B)▲▲Figure 8. A) Representa
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each of the Waimakariri River and a
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▲ ▲ Figure 2. Horizontal peak g
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only minor damage, mostly to their
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(A)(C)(B)▲▲Figure 5. Ferrymead
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(A)(B)▲▲Figure 7. Damage to sou
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(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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