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Bulletin of the Seismological Society of America, 90, 3, pp. 545–565, June 2000
Characteristics of Observed Peak Amplitude for Strong Ground Motion
from the 1995 Hyogoken Nanbu (Kobe) Earthquake
by Yoshimitsu Fukushima, Kojiro Irikura, Tomiichi Uetake, and Hisashi Matsumoto
Abstract Over 200 peak amplitudes of strong motion were observed at distancesof less than 250 km from the fault during the 1995 Hyogo-ken Nanbu (Kobe) earth-quake. We analyzed the attenuation of the peak-ground acceleration and velocity asa function of distance and geological site conditions. The observed peak amplitudesagree well with those predicted by an empirical attenuation relation that was devel-oped for Japanese earthquakes. This demonstrates that on average the peak amplitudeof the ground motion generated by this damaging earthquake did not exceed the levelpredicted by the empirical attenuation relation. We found a significant effect of thesurface geology on the observed ground-motion peak amplitude. In particular forsoft-soil sites, located near the fault, the peak-horizontal acceleration decreases rap-idly with distance as a result of the nonlinear response of soils. In order to take intoaccount the effect of the site conditions we introduced correction factors to the ex-isting attenuation relation. This resulted in a significant reduction of the residualsbetween the predicted and observed peak amplitudes. Based on the attenuation re-lation corrected for the site condition effect we generated a map of horizontal peak-ground acceleration in the Kobe and Osaka area for the Kobe earthquake. The areaof simulated large ground motion agrees well with the severe damage zone of inten-sity VII, JMA scale.
Introduction
More than 6,500 people were killed and 170,000 build-ings were destroyed in the Hanshin and Awaji areas as aresult of the 17 January 1995 Hyogo-ken Nanbu earthquake.The origin time and hypocenter of the event given by theJapan Meteorological Agency (JMA) were 05h46m52sec(local time) and longitude 135�2.6� E, latitude 34�36.4� N,respectively, and the focal depth was 14.3 km. The magni-tude was Mj 7.2 determined by the JMA, Ms 6.8 by the U.S.Geological Survey, and Mw 6.9 by Harvard University andKikuchi (1995) from a seismic moment of 2.5 � 1026 dynecm. The JMA intensity was VII throughout a narrow beltlikearea stretching from Awaji Island to Nishinomiya City eastof Kobe. The surface fault trace in the southwest part of thesource area was in evidence along the Nojima fault in theHokutan-cho area of Awaji island (Nakata et al., 1995). Noclear surface trace was found in the eastern part of the sourcearea around Kobe on Honshu island. Shimamoto (1995) pre-sumed the area of JMA intensity VII corresponding to thefaults, which generated the earthquake. On the other hand,aftershocks occurred close to existing Quaternary faults,which are located north of Kobe. Sekiguchi et al. (1996)identified three fault segments along the Rokko fault systemusing the particle motions of the strong-motion records andthe geodetic data in the near-source region. Kamae et al.
(1998) and Kamae and Irikura (1998) simulated ground mo-tions from the main shock by an empirical Green’s functionmethod using the asperity distribution on the fault foundedby Sekiguchi et al. (1996). Their simulated ground motionsagree well with the observed one. Based on simulated near-fault velocity in the frequency range of 0.1–1.0 Hz, Seki-guchi et al. (2000) showed that the eastern end of the sourcewas likely to have branched to the Gosukebashi and Ashiyafaults. The precise fault location is still being investigated.In this study we adapted the fault model of Sekiguchi et al.(1996). One of the most important issues is whether the di-saster resulted from unpredictable strong-ground motion ornot. We address this issue in this study by analyzing theattenuation of the ground motion as a function of the closestdistance to the fault.
Over 200 peak amplitudes of ground motion were ob-served during this earthquake. The main purpose of theseobservations was not to do research work but rather emer-gency response systems. Individual organizations that hadstrong-motion data kindly made their data available for thiswork. We investigated the records and the site conditions indetail. The sensors were installed on various ground condi-tions and some were located in seriously damaged areas. Theobserved peak-horizontal acceleration (PHA) and velocity
546 Y. Fukushima, K. Irikura, T. Uetake, and H. Matsumoto
(PHV) were compared with predicted values using attenua-tion relations developed in Japan (Fukushima and Tanaka,1992: modified Fukushima and Tanaka, 1990; Midorikawa,1993). Similar comparisons have been performed in otherstudies (e.g., Irikura and Fukushima, 1995; Ejiri et al. 1996;Midorikawa et al. 1996; Fukushima et al. 1997). In thisstudy, the ratio of predicted to observed peak amplitude isnewly studied for various ground conditions: (1) bedrock;(2) Neogene; (3) diluvium, which is the consolidated allu-vium; (4) alluvium, which is unconsolidated; and (5) re-claimed ground. Further, the ratio of peak vertical acceler-ation (PVA) and velocity (PVV) to horizontal component isevaluated. The PHA/PHV and PVA/PVV ratios for variousground conditions are also studied.
At several sites close to the source, PVA was higher thanPHA on soft soil ground. This phenomenon was previouslyobserved at Array 6 in the 1979 Imperial Valley earthquake,and has been explained in terms of nonlinear behavior (Mo-hammadioun and Pecker, 1984). Clear nonlinear behaviorhas been identified in the Kobe event in vertical array recordsat Port Island, where the PVA at the surface was also largerthan the horizontal component.
The determination of spatial distribution for PHA nearfault is very important to know the strong ground motioncharacteristics in the near-source region. Some iso-PHAmaps were determined from the observation PHAs only.However, these are usually difficult subjects because the de-termination of average function is almost equal to derivinga new attenuation relation, which must be applicable to thenear source region (Stewart et al., 1994; Borcherdt and Hol-zer, 1996). Even if an attenuation relation could be used asthe average function, the distribution of PHA was distortedin sparse observation area (Fukushima et al., 1998). Fortu-nately, the digital geological information furnished as theGIS (the Digital National Land Information compiled by theGeographic Survey Institute and the National Land Agency,Japan) around this area is available. We try to derive cor-rection functions of the geological conditions and determinean iso-PHA map multiplying the predicted value by the at-tenuation relation and the correction function.
Data
Prior to this event, strong-motion data were disclosedby only a few observational organizations in Japan. Afterthe Kobe event, however, all organizations kindly made theirdata available. Peak-ground accelerations and velocitiesfrom the event were announced immediately by the RailwayTechnical Research Institute (RTRI; Nakamura et al., 1995),Osaka Gas Co., Ltd., the Committee of Earthquake Obser-vation and Research in the Kansai Areas (CEORKA), KansaiElectric Power Company (KEPCO), the Port and Harbor Re-search Institute (PHRI), the JMA, and others. A database ofpeak ground accelerations and velocities was compiled fromthese announcements and a prompt report was published byNIED (National Research Institute for Earth Science and Dis-
aster Prevention, Science and Technology Agency, 1995).Digital records of strong-ground motions from this eventwere made available to the public by CEORKA (10 sites),JMA (14 sites), and the Port Island Strong Motion Station ofthe Development Bureau of Kobe city (four sites in a verticalarray) within a few weeks. These data were compared withattenuation relations by Irikura and Fukushima (1995) andlisted in Fukushima and Irikura (1997).
The catalog for strong-motion data of the earthquakewas published by the Architectural Institute of Japan (1996)together with time histories, response spectrum, and particleorbits. The largest number of observation sites belongs tothe Japan Railway Companies (JR), and their details werereported in Nakamura et al. (1996). The Conference on Us-age of Earthquakes (CUE) in RTRI distributed five majorrecords by floppy disks; this study is using the floppy diskwith serial number R-031. The JMA distributed records takenby JMA87 type instruments through the Japan Weather As-sociation. PHRI immediately released their records, and theywere reported by Miyata et al. (1995). Records of the PublicWorks Research Institute (PWRI) of the Ministry of Con-struction, Hanshin Expressway Public Corporation, andHonshu-Shikoku Bridge Authority are announced in theTechnical Note of PWRI (1995), and their digital data aredistributed by floppy disks with the Technical Note. TheBuilding Research Institute (BRI) of the Ministry of Con-struction reported their data in Kashima and Kitagawa(1995). CEORKA reported on observation records just afterthe event (Geo-Research Institute, Osaka, 1995). The JapanSociety for Earthquake Engineering Promotion (1998) com-pleted a database and distributed it on CD with a report. TheCD contains data observed by Obayashi Corporation, Ko-noike Construction Co., Ltd., Maeda Corporation, KEPCO,Osaka Gas Co. Ltd., RWRI, BRI, PHRI, Ministry of Postsand Telecommunications, Hanshin Expressway Public Cor-poration, Kobe City Office, Shiga Prefecture, Laboratory ofStrong Motion Seismology of DPRI, Research Center ofEarthquake Prediction of DPRI of Kyoto University, Re-search Reactor Institute Kyoto University, and Shiga Pre-fecture University. Data from other organizations, such asthe Ohsaka Technical Institute, Kansai University, NTT,Takenaka, Hankyu Railway, the Technical Institute of Mat-sumura-gumi, Kansai Airport and others, are listed by theArchitectural Institute of Japan (1996). Further, HokushinRailway, Nose Railway, and NHK announced their data in-dividually.
These strong-motion instruments have been installed forvarious purposes, so their sensors were set up differently.We investigated the individual site condition of each instru-ment (Matsumoto et al., 1998). The investigated sites arelisted in the appendix.
The peak acceleration and velocity data contain differ-ential values from the velocity records and integral valuesfrom the accelerograms, respectively. Although the fault-normal component is already known to be very large in thenear-fault region (Somerville et al., 1997), the orientation of
Characteristics of Observed Peak Amplitude for Strong Ground Motion from the 1995 Hyogoken Nanbu (Kobe) Earthquake 547
Figure 1. Comparison between observed peak-horizontal accelerations and the pre-dicted values using empirical attenuation equation (1). Individual marks indicate dif-ferent ground conditions at the observation site. The solid line indicates the predictedpeak-horizontal acceleration. Broken lines indicate the standard error of the equation.
Table 1Number of Data
Category PHA PHV PVA PVV
Bedrock 22 21 22 19Neogene 5 ↑ 4 —Diluvium 18 13 16 10Alluvium 76 45 68 39Reclaimed 21 17 20 15All data 142 96 130 83
some sites is unknown; therefore, the mean peaks of twohorizontal components are taken to be PHA and PHV. Dataof only one horizontal component is rejected.
These mean values are more stable and only 10%smaller than the maximum values of the two correspondinghorizontal components on average. A total of 142 PHA and96 PHV observations were selected on the basis of the fol-lowing conditions:
1. The sensor should be installed on free surface. Sensorlocated in structures such as buildings were excludedfrom the study.
2. Borehole instruments installed at a depth greater than 1
m for soil site and greater than few tens of meters forrock site are excluded in order to avoid the effect of thedowngoing waves reflected at the ground surface.
3. Only large records are observed at far distance and biasedon the average characteristics (Fukushima, 1997). There-fore the records at the distances less than 220 km areaccepted. This is the reliability limit of the attenuationrelation (Fukushima and Tanaka, 1990) for this magni-tude.
The number of PVA and PVV records are 130 and 83,respectively; this number is smaller than the one for PHA,because the absence of vertical sensors at some sites. Nosurface trace was found in the eastern part of the fault, so itis difficult to precisely locate the fault plane. We assumed asingle plane, simplifying the three-segment-fault model ofSekiguchi et al. (1996). The length, width, strike angle, anddip angle of the fault plane are assumed to be 45 km, 15 km,235 degrees, and 85 degrees, respectively. The shortest dis-tance from the simplified fault model to the observation siteis used for empirical predictions of peak amplitude in thisstudy. Because fault distance errors are up to several hundredmeters, estimated distances of less than 500 m were takento be 500 m. Ground conditions at individual observation
548 Y. Fukushima, K. Irikura, T. Uetake, and H. Matsumoto
Figure 2. Relation between ratio of observed to predicted peak-horizontal acceler-ation and closest distance to the fault plane. Individual marks indicate different groundconditions at the observation site. Regression lines on the logarithmic scale are alsoindicated for the individual ground conditions.
Table 2Ratios of Peak Amplitudes
Average in linear scale
CategoryObserved/Predicted
PHAObserved/Predicted
PHV PVA/PHA PVV/PHV PHA/PHV(PVA/PVV)/(PHA/PHV)
Bedrock 0.55 0.59 0.59 0.49 9.6 1.3Neogene few data ↑ 0.30 — — —Diluvium 0.94 0.78 0.46 0.38 13.5 1.3Alluvium distance dependent 1.16 0.45 0.33 10.4 1.5Reclaimed distance dependent 0.86 0.77 0.40 8.4 2.3
All data 1.03 0.93 0.53 0.39 10.4 1.6
sites were investigated from geological maps and loggingdata in the site vicinity and confirmed by visits to the site.Geological site conditions are classified into five types: (1)seismic bedrock, e.g., sedimentary rock predating the Neo-gene, and volcanic or plutonic rock; (2) Neogene strata; (3)diluvium; (4) alluvium; and (5) reclaimed ground. The num-ber of data points in each category is indicated in Table 1.There is only one observation of PHV on the Neogene, there-fore, this data is included in the bedrock category.
Attenuation Relations
Fukushima and Tanaka (1990) collected 686 PHAs from28 earthquakes in Japan and 15 earthquakes in the UnitedStates and other countries and used them to develop an at-tenuation relation by a two-step regression analysis. Later,
new data of 147 PHAs were added and the attenuation re-lation was revised. The new result was almost the same asthe previous one (Fukushima and Tanaka, 1992). This in-dicates that the derived empirical attenuation relation is verystable. The relation is given in the form of the followingequation:
logPHA � 0.42M � log(Rw0.42Mw� 0.025 � 10 ) � 0.0033R � 1.22 (1)
where, PHA is in cm/sec2, MW is the moment magnitude, andR is the distance from the fault plane to the site in km.Ground conditions at the individual observation sites werenot classified; therefore, this equation may be taken as cor-responding to average ground conditions in Japan.
Characteristics of Observed Peak Amplitude for Strong Ground Motion from the 1995 Hyogoken Nanbu (Kobe) Earthquake 549
Figure 3. Relation between ratio of observed topredicted peak-horizontal acceleration and the pre-dicted peak-horizontal acceleration for (a) reclaimedground and (b) alluvium. Solid lines indicate regres-sion lines for the data points.
Recently, a nonlinear scaling between earthquakeground motion and MW has been recognized (Fukushima,1996), particularly in the predominant period of several sec-onds, which is effective to PHV. In addition, a strong de-pendence on average S-wave velocity near the ground sur-face can be seen in PHV. Taking this nonlinear scaling andthe dependence on S-wave velocity into account, Midori-kawa (1993) developed the following attenuation relation forPHV:
2logPHV � �0.22M � 3.94M � log(Rw w0.43Mw� 0.01 � 10 ) (2)
� 0.002R � 11.9� 0.71 � logVs
where, PHV is in cm/sec and VS is the average S-wave ve-locity from the surface to 30 m deep in m/sec.
Amplitude Ratios
Observed/Predicted
Predicted PHA values from equation (1) are comparedwith the observed values in Figure 1. Most of the observeddata points fall within the standard error of the attenuationrelation, even if errors of several hundred meters in evalu-ating the distance from the fault are considered. The ratiosof observed/predicted PHA are shown in Figure 2 with dif-ferent marks for individual geological conditions. As shownin Table 2, the average ratios for bedrock and diluvium are0.55 and 0.94. At distance ranges over 100 km, the ratiosfor alluvium and reclaimed ground are larger than 1.0 onaverage. On the contrary, the ratios for reclaimed groundand alluvium decrease with decreasing distance due to thenonlinear behavior of soils described in the next section. Thefollowing equations are adopted as the distance dependentratios for the reclaimed ground and alluvium:
0.241O/P(reclaimed) � 0.362 � R (3)
0.165O/P(alluvium) � 0.549 � R (4)
where O/P is observed/predicted PHA ratio. Using these cor-rection factors, the standard error decreases from 0.247 to0.193 in base-ten logarithms. Further, if these distance de-pendencies are caused by nonlinear behavior, the level ofPHA may affect the ratio. Figure 3 shows the relation be-tween the ratio of observed to predicted PHA and the pre-dicted PHA. The following relations between predicted PHAand the ratio are determined for reclaimed ground and al-luvium:
�0.383O/P(reclaimed) � 5.476 � PHA (5)
�0.239O/P(alluvium) � 3.113 � PHA (6)
Using these correction factors, the standard error decreasesto 0.180. Although it is limited to the case of the Hyogo-kenNanbu event, this residual corresponds to a standard devia-tion from 66% to 151% for predicted PHA.
The comparison between observed and predicted PHVsis shown in Figure 4. In this figure, the prediction curves forthe reference S-wave velocity (hereafter VS) of 400 m/sec,which is an average VS of the database of Midorikawa(1993), as well as those for 200 and 700 m/sec are indicatedfor a comparison of different values of VS. Equation (2)agrees well with the data. The ratios of observed/predictedPHV for the individual geological conditions are shown inFigure 5. As shown in Table 2, the ratios for stiff ground onaverage are small, for example, about 0.59 for bedrock and
550 Y. Fukushima, K. Irikura, T. Uetake, and H. Matsumoto
Figure 4. Comparison between observed peak-horizontal velocities and predictedlevels using empirical attenuation equation (2). Individual marks indicate differentground conditions at the observation site. The predicted peak horizontal velocity for areference VS of 400 m/sec is indicated by the solid line. The predicted velocities forother VS of 200 and 700 m/sec are also indicated by broken and chained lines, respec-tively.
0.78 for diluvium. The distance dependence seen in the caseof PHA for soft soils cannot be seen in the case of PHV.
Vertical/Horizontal
The ratios of PVA/PHA are shown in Figure 6. In thisfigure, the dispersion in the data is too large to allow a sys-tematic discussion. The average ratio is 0.53 as shown inTable 2. Most cases where the ratio is larger than 1.0 cor-respond with reclaimed ground or alluvium. All of thesepoints are located near the seashore. This may be due to theeffects of the nonlinear behavior, which was similarly ob-served during the 1979 Imperial Valley, California, earth-quake (Mohammadioun and Pecker, 1984). Kawase et al.(1995) interpreted the remarkable decay of the horizontalcomponents at the surface using effective stress analysis forthe vertical array records at Port Island. Namely, the high-frequency horizontal component propagating as a shearwave was isolated by the liquefied soil. On the contrary, thehigh-frequency vertical component propagating as a com-pressional wave was amplified by the large contrast in P-wave velocity at the ground water level.
The ratios of PVV/PHV are shown in Figure 7. All ratios
are less than 1.0 and their average is 0.39. The ratios forbedrock seem to be larger than those for the other categories.This might be due to the large incident angle of SV wave tothe bedrock. However, even for bedrock, the average ratiois less than 0.5. The peak acceleration correlates with theresponse spectral intensity of the predominant period from0.2 to 0.8 seconds, whereas the peak velocity correlates witha relatively long period range from 0.5 to 1.5 seconds (Nak-azawa et al., 1998). Therefore, the nonlinear behavior hasless effect on the peak velocity than on acceleration.
Acceleration/Velocity
The average ratio of PHA/PHV for the observed datashown in Table 2 is 10. As shown in Figure 8, the individualratios have a remarkable dependence on distance. The ratiopeaks at around 50 km. Values of PHA/PHV predicted fromequations (1) and (2) are also shown in this figure. The curveof the predicted ratio has a similar characteristic. This factindicates that the bend of attenuation curve for PHA issharper than that for PHV around 50 km. The observed ratiosfor soft soil in the distance range less than 10 km are smalldue to the decrease in PHA caused by the nonlinear behavior
Characteristics of Observed Peak Amplitude for Strong Ground Motion from the 1995 Hyogoken Nanbu (Kobe) Earthquake 551
Figure 5. Relation between ratio of observed to predicted peak horizontal velocityfor VS 400 m/sec and closest distance to the fault plane. Individual marks indicatedifferent ground conditions at the observation site. Regression lines on the logarithmicscale are also indicated for the individual ground conditions.
Figure 6. Relation between ratio of observed peak vertical per horizontal acceler-ation and distance. Individual marks indicate different ground conditions at the obser-vation site.
552 Y. Fukushima, K. Irikura, T. Uetake, and H. Matsumoto
Figure 7. Relation between ratio of observed peak vertical to horizontal velocityand distance. Individual marks indicate different ground conditions at the observationsite.
Figure 8. Ratio of peak-horizontal acceleration to velocity. Individual marks indi-cate different ground conditions at the observation site. Ratio predicted by the empiricalattenuation relations of equations (1) and (2) is indicated by a solid line.
Characteristics of Observed Peak Amplitude for Strong Ground Motion from the 1995 Hyogoken Nanbu (Kobe) Earthquake 553
Figure 9. Distribution of classified geological conditions into bedrock, diluvium,alluvium, and reclaimed ground.
Figure 10. The PHA (cm/sec2) distribution considering geological correction factorsfor reclaimed, alluvium, diluvium, and bedrock. Long rectangle indicates assumed faultplane. Cross indicates epicenter. Areas indicated by red line depict the area of JMAintensity VII.
554 Y. Fukushima, K. Irikura, T. Uetake, and H. Matsumoto
of soils. On the other hand, PVA does not decrease as a resultof the nonlinearity, so the ratios of PVA/PVV at short dis-tances are larger than the PHA/PHV ratios, and the ratio of(PVA/PVV)/(PHA/PHV) for reclaimed ground is the largestin Table 2. If a frequency f 0 Hz predominated in the peakamplitude, at a first order approximation, the PHA can beexpressed by 2pf 0 PHV. Therefore the mean value of 10corresponds to the frequency of 1.6 Hz. In the near-faultregion, the ratio is about 7 and this corresponds to about 1Hz, which is consistent with predominant frequencies re-corded at many sites near the causative faults. The ratio,which is related to the predominant frequency, for soft soilsnear the faults tends to further decrease due to the nonlinearbehavior. On the contrary, sites of high ratio, for exampleHigashiyama and Kyoto, belong to areas of forward rupturedirectivity. Only Gobo is belonging to sideward directivity,but this site is located on thin reclaimed ground over bed-rock, and high-frequency phases corresponding to reclaimedlayers were predominant. At distances longer than 100 km,the ratio falls off, perhaps due to the contamination causedby the low-frequency surface waves.
Isoseismal Map
The distribution of peak acceleration at the ground sur-face is very interesting, in particular the characteristics ofstrong-ground motion at near-fault sites where the numberof observations was very limited. On the basis of the findingsdescribed in the previous section, we consider that equation(1) represents the average value of the PHA. We used GISdata on a fine grid points with the longitudinal and latitudinalinterval of 0.0125 and 0.0083 degree around this area. Theground condition distribution is shown in Figure 9. This alsoincludes the newly reclaimed area. The correction factorsare estimated using equations (5) and (6) for the reclaimedand alluvial soil, and multiplying the average value by 55%and 94% for the bedrock and diluvium (Table 2). The surfacePHA distribution was estimated by multiplying the predictedvalue of equation (1) and the correction factors for the com-pleted distribution. In Figure 10, the estimated PHA is com-pared with the region of JMA intensity VII. Around the eastend of the assumed fault plane, the area of the JMA intensityVII is located relatively south of the large PHA area. Thisdivergence might be due to the basin edge effect that prob-ably amplified the ground motion at sites along the basinedge, south of the fault (Kawase, 1996; Pitarka et al., 1998).However in general, the severe damage belt of the JMA in-tensity VII corresponds to the estimated high amplitudezone.
Conclusions
1. The 1995 Kobe earthquake caused severe structural dam-age in a modern metropolitan area. However, the ob-served peak amplitudes agree well with amplitudes pre-
dicted by the empirical attenuation equations developedfor Japanese earthquakes (Fukushima and Tanaka, 1992;Midorikawa, 1993), suggesting that on average the peakamplitude of the ground motion generated by the dam-aging earthquake did not exceed the level predicted bythe empirical attenuation equation.
2. The ratio of the observed/predicted peak amplitudes forthe average horizontal component significantly dependson the local ground conditions. The ratio is larger for softsoils, except for PHA at short distances, where the PHAdecreases due to nonlinear behavior of soils. The residualbetween the observed and predicted PHA is considerablyreduced if corrections for the site effect are applied.
3. The ratios of the PVA to PHA for soft soils are greaterthan 1.0 when PHA decreases as a result of the nonlinearbehavior of soils. On the other hand, all of the PVV/PHVare less than 1.0, and are 0.4 on average.
4. The ratio of the PHA to PHV has a peak at around 50 km.This demonstrates that the saturation of the PHA withdecreasing distance in the near-source region is more no-table than that of the PHV, in particular for soft soils.
5. The average correction factors for the individual geolog-ical conditions were derived from the ratio of the ob-served/predicted PHA. Multiplying the predicted PHAvalues by the attenuation relation and the correction fac-tors, the PHA distribution reflecting also the effect of thesurface geology can be derived for the near-fault region.The estimated high PHA area agrees well with the severedamage belt of the JMA intensity VII.
Acknowledgments
We wish to express our gratitude to all organizations that announcedpeak amplitudes and made observations available. Most kindly made theirsites available to us. We also wish to express gratitude to Dr. MotofumiWatanabe of Shimizu Corp. for his suggestions in the writing of this manu-script and to Dr. Toshio Yamashita of TEPCO for his help in this researchproject. This manuscript was much improved by the rewriting of Dr. ArbenPitarka of URS Greiner Woodward Clyde Federal Services.
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Disaster Prevention Research InstituteKyoto UniversityGokasho, Uji, 6110011Japan
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Power Eng. R&D CenterTokyo Electric Power Company4-1 Egasaki-cho, Tsurumi-kuYokohama, 2308510Japan
(T. U., H. M.)
Manuscript received 24 May 1999.
556
App
endi
xL
ist
ofSt
rong
Mot
ion
Obs
erva
tion
Site
sof
Kob
eE
arth
quak
e
No.
Site
Org
aniz
atio
nL
ong.
d,m
,s(E
)L
at.d
,m,s
(N)
Lev
el*
Acc
/Vel
H1
(cm
/sec
/sec
)H
2(c
m/s
ec/s
ec)
UD
(cm
/sec
/sec
)H
1(c
m/s
ec)
H2
(cm
/sec
)U
D(c
m/s
ec)
H1
com
p.†
H2
com
p.
1Ta
kato
riJR
135
0811
3438
53G
LA
cc60
665
727
912
7.0
127.
017
.3N
SE
W2
Shin
-Kob
eJR
135
1149
3442
08G
LA
cc53
026
734
4N
SE
W3
Taka
razu
kaJR
135
2037
3448
37G
LA
cc68
460
141
871
.981
.533
.7N
SE
W4
Nis
hi-A
kash
iJR
134
5750
3439
50G
LA
cc47
445
538
046
.840
.221
.4N
SE
W5
Shin
-Osa
kaJR
135
3001
3443
43G
LA
cc18
121
617
641
.036
.311
.3N
SE
W6
Shin
-Osa
kaT
rans
JR13
530
5834
4449
GL
Acc
221
229
6234
.325
.26.
3N
SE
W7
Kak
ogaw
aJR
134
5035
3445
50G
LA
cc23
531
816
821
.427
.210
.2N
SE
W8
Kan
kuu
Tra
nsJR
135
1534
3426
17G
LA
cc16
714
112
219
.623
.210
.7N
SE
W9
Hig
ashi
kish
iwad
aJR
135
2317
3426
42G
LA
cc18
220
979
18.2
12.4
8.0
NS
EW
10Sh
in-T
akat
suki
Tra
nsJR
135
3914
3451
32G
LA
cc29
723
112
1N
SE
W11
Sasa
yam
aguc
hiJR
135
1048
3503
11G
LA
cc20
027
557
10.5
13.4
2.8
NS
EW
12H
imej
iJR
134
4140
3449
16G
LA
cc82
125
48N
SE
W13
Sono
beJR
135
2913
3506
00G
LA
cc13
525
454
10.8
12.6
5.1
NS
EW
14W
akay
ama
JR13
511
3834
1347
GL
Acc
174
126
5814
.411
.85.
4N
SE
W15
Nar
aJR
135
4918
3440
34G
LA
cc11
210
436
NS
EW
16N
ijoJR
135
4441
3500
27G
LA
cc84
max
17H
igas
hiya
ma
Tra
nsJR
135
4750
3458
41G
LA
cc18
220
978
9.5
7.0
3.4
NS
EW
18A
ioi
JR13
428
2934
4854
GL
Acc
6252
28N
SE
W19
Has
him
ato
JR13
537
0234
1854
GL
Acc
2118
13N
SE
W20
Toku
shim
aJR
134
3304
3404
19G
LA
cc82
larg
er21
Fuku
chiy
ama
JR13
507
1635
1735
GL
Acc
108
134
264.
98.
32.
5N
SE
W22
Ikun
oJR
134
4752
3509
36G
LA
cc36
5320
NS
EW
23Ir
iT
rans
JR13
413
3734
4500
GL
Acc
9777
64N
SE
W24
Ritt
oT
rans
JR13
559
4535
0141
GL
Acc
6068
25N
SE
W25
Gob
oJR
135
0947
3354
14G
LA
cc12
816
639
7.7
10.3
3.6
NS
EW
26N
ishi
mai
zuru
JR13
519
5935
2617
GL
Acc
6079
20N
SE
W27
Taka
mat
suJR
134
0255
3420
49G
LA
cc94
larg
er28
Tsug
eJR
136
1532
3450
35G
LA
cc77
6733
NS
EW
29G
okas
you
JR13
611
0235
0820
GL
Acc
133
140
4711
.18.
24.
2N
SE
W30
Oba
ma
JR13
544
5635
2917
GL
Acc
7461
26N
SE
W31
Oka
yam
aJR
133
5507
3439
371F
Acc
8558
30N
SE
W32
Toyo
oka
JR13
448
5935
3231
GL
Acc
103
9027
NS
EW
33Sh
injo
Tra
nsJR
133
4903
3438
38G
LA
cc66
4620
NS
EW
34B
anno
suT
rans
JR13
349
5334
2059
GL
Acc
3624
17N
SE
W35
Hits
uish
i-Ji
ma
JR13
348
2434
2508
GL
Acc
3817
13N
SE
W36
Shin
-Mai
bara
Tra
nsJR
136
1735
3518
58G
LA
cc21
513
829
18.7
8.6
2.3
NS
EW
37Ta
dots
uJR
133
4528
3415
531F
Acc
49la
rger
38K
iiN
agas
him
aJR
136
2033
3412
21G
LA
cc46
max
39M
atsu
zaka
JR13
632
1834
3426
GL
Acc
49m
ax40
Kaz
umi
JR13
437
3135
3800
GL
Acc
3851
21N
SE
W41
Kin
omot
oJR
136
1326
3530
18G
LA
cc50
5313
NS
EW
42A
wa
Iked
aJR
133
4825
3401
241F
Acc
35la
rger
43Ts
urug
aJR
136
0455
3538
31G
LA
cc59
4116
NS
EW
44K
uman
oshi
JR13
606
0933
5311
GL
Acc
52m
ax
557
45Su
sam
iJR
135
2954
3332
34G
LA
cc23
2912
NS
EW
46Y
okka
ichi
JR13
637
5934
5736
GL
Acc
65m
ax47
Seki
gaha
raJR
136
2819
3521
36G
LA
cc95
max
48Sh
in-S
ekig
ahar
aT
rans
JR13
628
5635
2129
GL
Acc
106
7229
NS
EW
49Sh
in-K
amog
ata
JR13
333
2334
3158
GL
Acc
1416
12N
SE
W50
Kii
Kat
suur
aJR
135
5638
3337
26G
LA
cc38
3813
NS
EW
51H
ajim
aT
rans
JR13
640
2035
1934
GL
Acc
5832
12N
SE
W52
Osu
giJR
133
4000
3345
27G
LA
cc20
larg
er53
Take
fuJR
136
1024
3554
02G
LA
cc16
1919
NS
EW
54K
isog
awa
JR13
647
0235
2046
GL
Acc
67m
ax55
Shin
-Biw
ajim
aT
rans
JR13
652
0135
1142
GL
Acc
2118
7N
SE
W56
Oda
kaT
rans
JR13
657
1035
0252
GL
Acc
1914
8N
SE
W57
Anj
oT
rans
JR13
705
5634
5544
GL
Acc
2220
7N
SE
W58
Fuku
iJR
136
1334
3603
29G
LA
cc38
2318
NS
EW
59K
ochi
JR13
332
5833
3348
GL
Acc
40la
rger
60M
ihar
aJR
133
0506
3423
51G
LA
cc30
max
61O
kaza
kiJR
137
0936
3455
12G
LA
cc9
max
62E
chiz
enO
noJR
136
2957
3558
46G
LA
cc20
2411
NS
EW
63M
ino
Ota
JR13
701
2835
2631
GL
Acc
50m
ax64
Shin
Mih
ara
Tra
nsJR
133
0236
3423
43G
LA
cc16
167
NS
EW
65Iy
oSa
ijoJR
133
1130
3354
33G
LA
cc20
max
66Ta
jimi
JR13
707
1935
1948
GL
Acc
15m
ax67
Ots
uka
JR13
716
4834
4840
GL
Acc
109
4N
SE
W68
Toyo
hash
iJR
137
2313
3445
26G
LA
cc12
max
69M
iyos
hiJR
132
5131
3447
58G
LA
cc9
max
70D
aisy
ouji
JR13
618
5836
1752
GL
Acc
5863
20N
SE
W71
Suza
kiJR
133
1748
3323
14G
LA
cc12
larg
er72
Shin
-Sai
joT
rans
JR13
246
4134
2343
GL
Acc
2214
5N
SE
W73
Ger
oJR
137
1432
3548
07G
LA
cc12
max
74N
akat
suga
wa
JR13
730
1835
2942
GL
Acc
14m
ax75
Mik
awa
JR13
629
3536
2902
GL
Acc
4028
11N
SE
W76
Kob
eJM
A13
510
4634
4118
GL
Acc
818
617
332
91.0
75.0
40.0
NS
EW
77O
saka
JMA
135
3118
3440
42B
3FA
cc81
6665
19.4
15.6
7.1
NS
EW
78K
yoto
JMA
135
4408
3500
43G
LA
cc16
019
736
15.0
11.0
4.7
NS
EW
79To
kush
ima
JMA
134
3436
3403
53G
LA
cc94
9035
12.0
10.0
3.5
NS
EW
80M
aizu
ruJM
A13
519
1335
2649
GL
Acc
6752
394.
64.
92.
1N
SE
W81
Taka
mat
suJM
A13
403
2634
1853
GL
Acc
6887
346.
39.
82.
6N
SE
W82
Oka
yam
aJM
A13
355
0834
3927
B1F
Acc
7759
365.
33.
82.
7N
SE
W83
Toyo
oka
JMA
134
4931
3531
59G
LA
cc87
138
5015
.010
.03.
5N
SE
W84
Hik
one
JMA
136
1448
3516
23G
LA
cc13
714
739
16.0
15.0
3.1
NS
EW
85Ts
uJM
A13
631
2534
4353
B1F
Acc
7160
266.
46.
73.
0N
SE
W86
Totto
riJM
A13
414
2835
2906
GL
Acc
7774
159.
99.
21.
0N
SE
W87
Shio
nom
isak
iJM
A13
545
5033
2652
GL
Acc
1924
91.
91.
61.
4N
SE
W88
Gif
uJM
A13
645
5635
2349
1FA
cc32
229
3.1
3.4
1.1
NS
EW
89N
agoy
aJM
A13
658
0535
0952
GL
Acc
1614
103.
32.
50.
92N
SE
W90
Mur
oto
JMA
134
1048
3314
53G
LA
cc23
139
2.2
3.6
1.5
NS
EW
91Fu
kui
JMA
136
1332
3603
11G
LA
cc33
4210
4.0
5.3
1.5
NS
EW
92Y
onag
oJM
A13
320
3035
2535
GL
Acc
1921
82.
52.
10.
90N
SE
W
558
No.
Site
Org
aniz
atio
nL
ong.
d,m
,s(E
)L
at.d
,m,s
(N)
Lev
el*
Acc
/Vel
H1
(cm
/sec
/sec
)H
2(c
m/s
ec/s
ec)
UD
(cm
/sec
/sec
)H
1(c
m/s
ec)
H2
(cm
/sec
)U
D(c
m/s
ec)
H1
com
p.†
H2
com
p.
93M
atsu
yam
aJM
A13
246
5033
5024
GL
Acc
1421
62.
41.
20.
92N
SE
W94
Kob
ePo
rtPH
RI
135
1231
3441
10G
LA
cc50
220
528
310
0.0
35.0
32.0
N43
WN
47E
95Pi
er8
PHR
I13
513
0234
4115
pier
Acc
683
394
334
185.
061
.038
.0N
42W
N48
E96
Am
agas
aki
PHR
I13
524
1434
4243
GL
Acc
321
472
311
52.0
57.0
27.0
N06
WN
84E
97O
saka
PHR
I13
526
4034
3846
GL
Acc
178
125
103
S24E
E24
N98
Wak
ayam
aPH
RI
135
0854
3412
51G
LA
cc15
710
967
N12
EE
12S
99K
omat
sujim
aPH
RI
134
3517
3402
50G
LA
cc89
9632
NS
EW
100
Tsur
uga
PHR
I13
603
5535
3914
GL
Acc
5651
20N
SE
W10
1Y
okka
ichi
PHR
I13
638
2634
5700
GL
Acc
5441
11N
SE
W10
2N
agoy
aPH
RI
136
5206
3504
22pi
erA
cc30
3212
S20W
E20
S10
3K
inuu
raPH
RI
136
5648
3452
41G
LA
cc27
259
NS
EW
104
Koc
hiPH
RI
133
3410
3330
18G
LA
cc28
2610
NS
EW
105
Saka
imin
ato
PHR
I13
315
0435
3232
GL
Acc
4433
16N
SE
W10
6M
atsu
yam
aPH
RI
132
4252
3351
17G
LA
cc40
3510
NS
EW
107
Am
agas
aki
Bri
dge
PWR
I13
525
2034
4235
GL
Acc
265
294
324
52.0
51.0
23.0
N15
0EN
240E
108
Oyo
doPW
RI
135
2911
3442
18G
LA
cc20
322
123
934
.031
.08.
2N
68E
N15
8E10
9Y
odog
awa
EM
B.
PWR
I13
531
1334
4254
GL
Acc
138
119
101
16.0
14.0
5.3
LG
TR
110
Kak
ogaw
aPW
RI
134
5330
3447
30ba
nkA
cc14
421
126
4L
GT
R11
1H
irak
ata
PWR
I13
538
5034
4852
GL
Acc
293
397
140
17.0
20.0
5.1
N45
EN
135E
112
Yam
atog
awa
PWR
I13
535
3234
3519
GL
Acc
156
199
568.
917
.05.
2E
WN
S11
3K
inok
awa
PWR
I13
509
1234
1332
GL
Acc
129
105
6522
.014
.05.
4N
62E
N15
2E11
4K
inok
awa
Bri
dge
PWR
I13
509
5934
1250
GL
Acc
106
145
5213
.09.
54.
8N
120E
N21
0E11
5A
mag
ase
PWR
I13
549
4934
5236
tunn
elA
cc10
756
285.
93.
02.
4L
GT
R11
6To
kush
ima
PWR
I13
433
2734
0511
GL
Acc
133
119
5014
.08.
94.
5L
GT
R11
7Is
hii
PWR
I13
427
1734
0554
GL
Acc
119
9197
10.0
8.8
6.7
LG
TR
118
Saru
tani
Dam
PWR
I13
544
4234
1035
GL
Acc
3918
121.
91.
41.
2E
WN
S11
9M
inat
oB
ridg
ePW
RI
134
4941
3538
25G
LA
cc73
6639
6.6
7.8
4.1
N13
0EN
220E
120
Aka
giB
ridg
ePW
RI
135
5115
3346
24G
LA
cc60
439
121
Hig
ashi
Kob
eB
ridg
ePW
RI
135
1745
3442
24G
LA
cc28
132
739
582
.087
.036
.0N
78E
N16
8E12
2In
agaw
aPW
RI
135
2537
3449
44G
LA
cc42
241
736
140
.040
.020
.0N
SE
W12
3Y
otsu
bash
iPW
RI
135
3000
3440
08G
LA
cc25
233
022
329
.021
.08.
4N
SE
W12
4M
atsu
noha
ma
p32
PWR
I13
524
2434
3023
GL
Acc
145
135
116
15.0
13.0
4.7
N59
EN
149E
125
Mat
suno
ham
ap2
3PW
RI
135
2439
3430
31G
LA
cc16
910
710
620
.09.
84.
5N
59E
N14
9E12
6Su
itaSh
imiz
uPW
RI
135
3247
3448
041F
Acc
485
127
Nar
uto
Hon
-Shi
B.A
.13
439
4934
1415
tunn
elA
cc13
611
948
16.0
13.0
4.0
TR
LG
128
Kob
eU
niv.
CE
OR
KA
135
1426
3443
30tu
nnel
Vel
305
270
51.0
31.0
33.2
NS
EW
129
Fuku
shim
aC
EO
RK
A13
528
2634
4113
1FV
el18
021
219
530
.929
.89.
6N
SE
W13
0A
beno
CE
OR
KA
135
3108
3438
10G
LV
el21
722
613
621
.324
.96.
3N
SE
W13
1M
orik
awac
hiC
EO
RK
A13
534
1934
4048
1FV
el21
012
315
927
.124
.76.
1N
SE
W13
2Sa
kai
CE
OR
KA
135
2808
3433
501F
Vel
150
125
100
15.9
15.7
6.6
NS
EW
133
Yae
CE
OR
KA
135
3643
3440
481F
Vel
155
145
127
21.2
21.8
7.0
NS
EW
134
Tada
oka
CE
OR
KA
135
2429
3428
481F
Vel
290
190
137
24.4
14.7
6.9
NS
EW
135
Chi
haya
CE
OR
KA
135
3732
3426
20ba
seV
el91
109
745.
24.
92.
4N
SE
W13
6Fu
kiai
Ohs
aka
Gas
135
1239
3441
42G
LA
cc68
780
258
.012
3.0
N12
0WN
030W
137
Nis
hino
miy
aO
hsak
aG
as13
521
0434
4317
GL
Vel
792
max
138
Hok
kou
Ohs
aka
Gas
135
2547
3440
03G
LV
el26
6m
ax13
9Iw
asak
iO
hsak
aG
as13
528
5034
3955
GL
Vel
169
139
24.0
19.0
NS
EW
559
140
Senr
iO
hsak
aG
as13
531
1334
4815
GL
Acc
299
185
28.0
17.0
N20
EN
110E
141
Saka
iO
hsak
aG
as13
526
5334
3605
1FV
el17
332
.0m
ax14
2Se
npok
u2O
hsak
aG
as13
524
3034
3226
1FV
el24
0m
ax14
3H
ashi
ram
oto
Ohs
aka
Gas
135
3610
3446
57G
LV
el25
131
.0m
ax14
4K
awac
hiO
hsak
aG
as13
535
3634
4132
GL
Vel
177
34.0
max
145
Senp
oku1
Ohs
aka
Gas
135
2616
3432
261F
Acc
178
max
146
Shijo
unaw
ate
Ohs
aka
Gas
135
3755
3444
21G
LA
cc22
125
624
.028
.0N
90W
NS
147
Toub
ushi
sya
Ohs
aka
Gas
135
3712
3440
05G
LV
el18
013
023
.019
.0N
SE
W14
8H
imej
iO
hsak
aG
as13
441
5234
4539
1FV
el18
9m
ax14
9O
nji
Ohs
aka
Gas
135
3734
3436
191F
Vel
169
22.0
max
150
Fujid
era
Ohs
aka
Gas
135
3633
3433
52G
LV
el19
814
812
.07.
1N
SE
W15
1Sa
yam
aO
hsak
aG
as13
532
4734
2946
GL
Vel
160
186
9.0
11.0
NS
EW
152
Shik
ama
Ohs
aka
Gas
134
4035
3447
28G
LA
cc25
3m
ax15
3M
atsu
eO
hsak
aG
as13
508
2734
1420
GL
Vel
160
157
22.0
20.0
NS
EW
154
Hei
jou
Ohs
aka
Gas
135
4523
3443
32G
LA
cc11
114
07.
89.
1N
60E
N15
0E15
5N
akan
oshi
ma
Ohs
aka
Gas
135
1101
3414
04G
LA
&V
107
106
15.0
12.0
NS
EW
156
Fush
imi
Ohs
aka
Gas
135
4435
3455
35G
LA
&V
178
152
18.0
7.3
N13
5WN
45W
157
Kyo
toO
hsak
aG
as13
544
2834
5931
GL
Vel
294
145
13.0
9.1
NS
EW
158
Shin
-Kob
eT
rans
KE
PCO
135
1500
3443
50G
LA
cc51
158
449
563
.077
.026
.0N
SE
W15
9A
mag
asak
iK
EPC
O13
523
2734
4124
GL
Acc
227
354
373
45.0
50.0
20.0
NS
EW
160
Soug
ougi
ken
KE
PCO
135
2630
3444
35G
LA
cc29
964
820
537
.048
.021
.0N
SE
W16
1N
anko
uK
EPC
O13
524
3034
3650
GL
Acc
107
126
199
21.0
20.0
12.0
NS
EW
162
Taka
sago
KE
PCO
134
4552
3445
17G
LA
cc19
119
818
234
.044
.012
.0N
SE
W16
3Y
aoK
EPC
O13
536
4034
3610
GL
Vel
148
139
8213
.013
.04.
8N
SE
W16
4M
inam
iO
saka
KE
PCO
135
2830
3427
50G
LV
el14
414
593
14.0
12.0
3.9
NS
EW
165
Shig
iK
EPC
O13
539
0734
3546
GL
Acc
4246
283.
42.
90.
94N
SE
W16
6N
ishi
-Kyo
toK
EPC
O13
537
2034
5800
GL
Acc
114
129
8314
.011
.06.
2N
SE
W16
7K
aina
nK
EPC
O13
511
2234
0904
GL
Acc
9812
892
8.4
9.4
3.7
NS
EW
168
Ako
uK
EPC
O13
422
4534
4405
GL
Acc
104
8412
211
.011
.03.
8N
50E
N14
0E16
9Y
amaz
aki
KE
PCO
134
3610
3503
35G
LA
cc13
192
3.6
4.8
NS
EW
170
Gob
oK
EPC
O13
509
1033
5122
GL
Acc
6074
262.
43.
70.
94N
12W
N78
E17
1Ta
kaha
ma
KE
PCO
135
3030
3531
10ba
seA
cc17
2316
N14
0WN
050W
172
Miy
azu
KE
PCO
135
1520
3533
15G
LA
cc57
7057
3.2
4.1
1.7
N03
0EN
120E
173
Oi
KE
PCO
135
3917
3532
15ba
seA
cc12
1213
N04
0WN
050E
174
Yuz
aki
KE
PCO
135
2112
3340
24G
LV
el16
198
2.3
2.9
1.3
NS
EW
175
Mih
ama
KE
PCO
135
5747
3542
04ba
seA
cc16
146
N10
5WN
015W
176
Ous
akay
ama
Shig
aPr
ef.
135
5140
3459
53tu
nnel
Vel
4543
406.
64.
03.
5N
SE
W17
7K
usat
suSh
iga
Pref
.13
557
2935
0040
GL
Vel
145
8937
11.5
7.8
4.9
NS
EW
178
Kuz
ugaw
aSh
iga
Pref
.13
551
0435
1332
GL
Vel
2937
206.
24.
02.
8N
SE
W17
9M
inag
uchi
Shig
aPr
ef.
136
1012
3458
05G
LV
el43
4123
4.1
3.0
2.5
NS
EW
180
Imaz
uSh
iga
Pref
.13
602
0635
2411
GL
Vel
4743
224.
23.
92.
0N
SE
W18
1To
rahi
me
Shig
aPr
ef.
136
1554
3524
58G
LV
el70
6521
6.9
6.4
2.1
NS
EW
182
Shig
aTa
ndai
Shig
aPr
ef.J
.Col
lege
136
1341
3515
33G
LA
cc78
2824
10.0
5.0
2.6
NS
EW
183
Abu
yam
aR
CE
P,K
yoto
Uni
v.13
534
2534
5136
tunn
elV
el78
8157
10.0
9.1
7.6
NS
EW
184
Wac
hiR
CE
P,K
yoto
Uni
v.13
524
0535
1657
tunn
elV
el18
2117
2.4
3.2
2.9
NS
EW
560
No.
Site
Org
aniz
atio
nL
ong.
d,m
,s(E
)L
at.d
,m,s
(N)
Lev
el*
Acc
/Vel
H1
(cm
/sec
/sec
)H
2(c
m/s
ec/s
ec)
UD
(cm
/sec
/sec
)H
1(c
m/s
ec)
H2
(cm
/sec
)U
D(c
m/s
ec)
H1
com
p.†
H2
com
p.
185
Oya
RC
EP,
Kyo
toU
niv.
134
3957
3519
18tu
nnel
Vel
3825
253.
93.
22.
4N
SE
W18
6K
ume
RC
EP,
Kyo
toU
niv.
133
5057
3505
19tu
nnel
Vel
1413
133.
21.
51.
0N
SE
W18
7A
zai
RC
EP,
Kyo
toU
niv.
136
1910
3528
38G
LV
el25
2311
2.6
2.1
1.1
NS
EW
188
Res
.Rea
ctor
RR
I,K
yoto
Uni
v.13
520
5834
2258
base
Acc
218
166
151
189
DPR
IO
saka
JMA
DPR
I,K
yoto
Uni
v.13
532
1334
4041
B2F
Acc
8168
7919
0N
Ohs
aka
Inst
.Tec
h.13
525
4334
3754
GL
Acc
7677
NS
EW
191
DO
hsak
aIn
st.T
ech.
135
3245
3443
39G
LA
cc18
915
512
6N
SE
W19
2A
Ohs
aka
Inst
.Tec
h.13
530
5034
3831
GL
Acc
7626
NS
EW
193
PO
hsak
aIn
st.T
ech.
135
3804
3439
00G
LA
cc15
214
510
1N
SE
W19
4U
Ohs
aka
Inst
.Tec
h.13
539
1534
3906
GL
Acc
110
104
55N
SE
W19
5R
AO
hsak
aIn
st.T
ech.
135
2134
3422
42G
LA
cc57
56N
SE
W19
6H
Ohs
aka
Inst
.Tec
h.13
547
5634
3530
GL
Acc
108
104
44N
SE
W19
7K
ansa
iU
niv.
Kan
sal
Uni
v.13
534
4734
5227
GL
Acc
6761
369.
48.
24.
9N
SE
W19
8O
saka
BR
I13
531
0834
4117
B3F
Acc
9083
109
199
Mai
zuru
BR
I13
523
2035
2823
1FA
cc85
7019
200
Mat
suza
kaB
RI
136
3658
3436
361F
Acc
7064
3420
1Y
onag
oB
RI
133
1959
3525
37B
1FA
cc26
227
202
Ban
paku
NT
T13
531
5434
4805
1FA
cc26
612
510
320
3H
imej
iN
TT
134
4152
3449
451F
Acc
8850
3820
4K
omat
suN
TT
136
2650
3623
441F
Acc
3822
620
5O
baya
shi
Bld
g.O
baya
shi
135
3007
3441
20B
2FA
cc13
987
210
21.2
21.2
9.2
SNW
E20
6Ta
isho
Oba
yash
i13
528
4234
3859
GL
Vel
202
155
168
27.6
26.6
11.1
NS
EW
207
MO
baya
shi
135
3121
3442
14B
2FA
cc60
8642
14.6
13.1
7.4
SNW
E20
8A
biko
Oba
yash
i13
530
0634
3551
1FV
el10
811
511
316
.713
.67.
9N
SE
W20
9B
Take
naka
135
3017
3442
10G
LA
cc18
226
730
223
.02.
910
.0N
140E
N13
0E21
0Y
Take
naka
135
3109
3441
51G
LA
cc43
5049
4.3
7.7
2.1
NS
EW
211
TTa
kena
ka13
534
5534
3047
GL
Acc
5350
46N
SE
W21
2R
okko
uH
anky
uR
W13
514
1534
4259
1FA
cc49
9m
ax21
3N
akat
suH
anky
uR
W13
529
3534
4225
GL
Acc
206
max
214
Saiin
Han
kyu
RW
135
4352
3459
52G
LA
cc19
9m
ax21
5K
itash
iro
Han
shin
RW
135
2519
3442
511F
Acc
303
max
216
Tani
gam
iH
okus
hin
RW
135
1025
3445
321F
Acc
356
max
217
Hir
ano
Nos
eR
W13
525
0934
5154
1FA
cc27
621
8Po
rtIs
land
Kob
eC
ity13
512
2934
4011
GL
Acc
341
284
556
85.0
51.0
63.0
NS
EW
219
Mat
sum
ura
RI
Mat
sum
ura
gum
i13
513
0034
5121
GL
Acc
268
265
239
23.0
35.0
9.2
N33
4EN
064E
220
WE
STM
inis
try
Post
Tel.
135
1306
3451
36G
LA
cc26
330
021
325
.036
.013
.0N
SE
W22
1Ta
kam
iJu
toK
ouda
n13
527
4334
4125
GL
Acc
222
267
255
31.0
33.0
11.0
NS
EW
222
Kan
sai
Air
port
Kan
sai
Air
port
135
1521
3426
15G
LV
el16
910
424
718
.023
.08.
3N
57E
N14
7E22
3N
HK
Kob
eN
HK
135
1128
3441
291F
Acc
680
368
NS
EW
561
No.
Dis
tanc
e(k
m)
Situ
atio
nIn
stru
men
tPe
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Ran
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Satu
rate
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.,23
d2
1.4
next
totu
nnel
NE
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vium
clif
fJR
,Ear
thq.
Info
.,23
d3
5.9
nois
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cein
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SM-1
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1–�
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�di
luvi
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slop
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.,23
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10.0
unde
rel
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WN
EW
S-II
0.1–
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dilu
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flat
JR,E
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q.In
fo.,
23d
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Info
.,23
d11
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23d
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,Ear
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.,23
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.,23
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49.7
next
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umm
ount
ain
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tsJR
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51.6
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WN
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ntle
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ort
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.,23
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.,23
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Info
.,23
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Info
.,23
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luvi
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Info
.,23
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23d
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Info
.,23
d34
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9ne
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Info
.,23
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Info
.,23
d36
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Info
.,23
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Info
.,23
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Info
.,23
d39
113.
5no
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atio
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23d
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q.In
fo.,
23d
4111
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R84
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23d
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Info
.,23
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d
562
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Situ
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men
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rate
Bor
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R89
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Info
.,23
d46
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23d
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ount
ain
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Info
.,23
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Info
.,23
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23d
5214
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Info
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Info
.,23
d54
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23d
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5615
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Info
.,23
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Info
.,23
d58
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atio
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.,23
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ing
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Info
.,23
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6617
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Info
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.,23
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.,23
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e.g.
,1F,
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BIF
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selin
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