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▲▲Figure 6. Required strength spectrum compared with the 1995 Kobe earthquake: A) by Takeda Model for RC buildings, and B) byModified Takeda-Slip Model for wooden houses.▲▲Figure 7. Building damage distribution surrounding seismic stations.880 Seismological Research Letters Volume 82, Number 6 November/December 2011
REFERENCES▲▲Figure 8. Heavily damaged wooden house.CONCLUSIONSWe performed a response analysis using strong ground motionsand carried out damage investigation around seismic stationslocated within the area of the February 2011 Christchurch,New Zealand, earthquake. We confirmed the relationshipbetween the 1–2-second response and heavy damage to buildings.However, some results did not correlate with the level ofdamage to buildings. We believe that these seemingly incongruousoccurrences are explained by the popularity of masonryconstruction in New Zealand, because the period correspondingto damage of masonry buildings popular in New Zealandis shorter than 1–2 seconds.ACKNOWLEDGMENTSWe thank JMA, Osaka Gas, and the Railway TechnicalResearch Institute for providing strong ground motion recordsof the Kobe earthquake. We wish to express our gratitude tothe local people who cooperated with us during our investigations.Architectural Institute of Japan (AIJ), ed. (1980). Report on the DamageInvestigation of the 1978 Miyagiken-oki Earthquake. Tokyo:Architectural Institute of Japan.Davenport, P. N. (2004). Review of seismic provisions of historic NewZealand loading codes, 2004. New Zealand Society for EarthquakeEngineering Conference, 19–21 March 2004, Rotorua, NewZealand. Paper 17, Wellington, NZ: New Zealand Society forEarthquake Engineering.Iizuka, H., and Y. Sakai (2009). Proposal of hysteresis characteristicsmodel in seismic response analysis using single-degree-of-freedomsystem for wooden house. Journal of Japan Association forEarthquake Engineering 9 (1), 113–127.Kumamoto, T., and Y. Sakai (2007). Actual strength distribution ofRC buildings considering non-structural members. Summaries ofTechnical Papers of Annual Meeting Architectural Institute of Japan2007, B-2 311–312, Tokyo: Architectural Institute of Japan.Okada, S., and N. Takai (1999). Classifications of structural types anddamage patterns of buildings for earthquake field investigation.Journal of Structural and Construction Engineering (Transactions ofAIJ) 52, 65–72.Sakai, Y., and H. Iizuka (2009). A wooden house cluster model for earthquakedamage estimation by nonlinear response analyses. Journal ofJapan Association for Earthquake Engineering 9 (1), 32–45.Sakai, Y., T. Kanno, and K. Koketsu (2002). Method of calculating seismicintensities considering structural damage and human bodysense. 11th Earthquake Engineering Symposium, CD-ROM, paperno. 4, Tokyo: 11th Japan Earthquake Engineering Symposium.Sakai, Y., T. Kanno, and K. Koketsu (2004). Proposal of instrumentalseismic intensity scale from response spectra in various periodranges. Journal of Structural and Construction Engineering(Transactions of AIJ) 585, 71–76.Sakai, Y., K. Koketsu, and T. Kanno (2002). Proposal of the destructivepower index of strong ground motion for prediction of buildingdamage ratio. Journal of Structural and Construction Engineering(Transactions of AIJ) 555, 85–91.Sakai, Y., and Y. Nakamura (2004). Investigation on destructive powerindices of strong ground motions using building damage data andstrong ground motion records by the 1994 Northridge, California,earthquake. Journal of Structural and Construction Engineering(Transactions of AIJ) 584, 59–63.Takeda, T., M. A. Sozen, and N. N. Nielsen (1970). Reinforced concreteresponse to simulated earthquakes. ASCE Journal of the StructuralDivision 96 (ST12), 2, 557–2,573.Graduate School of Systems and Information EngineeringUniversity of Tsukuba, Japan1-13-13-205, Sakura, Tsukuba-shi, 305-0003, Japaniizuka_h@edu.esys.tsukuba.ac.jp(H. I.)Seismological Research Letters Volume 82, Number 6 November/December 2011 881
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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
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 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: high, but there were no buildings 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 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
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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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