10CUEE CONFERENCE PROCEEDINGS
10th International Conference on Urban Earthquake Engineering
March 1-2, 2013, Tokyo Institute of Technology, Tokyo, JapanEVALUATION OF LOCAL SITES EFFECTS IN LIMA CITY, PERU FROM GROUND MOTION
DATA

Selene Quispe1), Hiroaki Yamanaka2), Hernando Tavera3), Fernando Lazares4) and Zenon
Aguilar4)
1) Doctoral Student, Tokyo Institute of Technology, Japan
2) Professor, Dept. of Environmental Science and Technology, Tokyo Institute of Technology, Japan
3) Researcher, Department of Seismology, Geophysical Institute of Peru, Peru
4) Professor, Fac. of Civil Engineering, National University of Engineering, Peru
selene.q.aa@m.titech.ac.jp, yamanaka@depe.titech.ac.jp, hernando.tavera@igp.gob.pe, f_lazares@uni.edu.pe, zaguilar@uni.edu.pe

Abstract: The present study aims to examine thoroughly the relation between the local site effects and the local
subsurface conditions in Lima city, due to the fact that there is little information related to the seismic amplification in thiscity. Using ground motion records, the amplification effects are studied empirically, in the frequency range from 0.1 to 20
Hz. This study analyzes the seismic events observed along the Pacific coast of Lima city, which were recorded by 10
stations. Because of the limitation in data, site amplification factors are evaluated by using three different methods: thestandard spectral ratio, the spectral inversion method and the H/V ratio, so as to identify the significant peaks and troughs
at all sites. Results show that most of the stations present relatively large amplifications in the high-frequency range over
3 Hz, moreover RIN station. Nonetheless, CAL site has a different behavior of amplification.

1. INTRODUCTION

2.
GROUNDMOTIONACCELEROMETER STATIONS

A future large earthquake is expected to occur in Lima
city, the capital and most densely-populated city of Peru.
According to several works (Okal et al. (2006) and Pulido etal. (2010)) the seismic gap that has been identified near coastof Lima city might generate a gigantic magnitude ~9.0 Mw
event, which could occur any time within the next 20 years.
During the 1974 October 3 Mw8.0 earthquake – the last
event of considerable magnitude that Lima city has been
subjected – with focal depth about 13 km, few areas outsideof Lima center were severely damaged, such as La Campiña(Chorrillos), La Molina and Callao – La Punta (Repetto et al.
1980). Works described by Husid et al. (1977), Espinoza etal. (1977), Repetto et al. (1980) and Stephenson et al. (2009)refer that these areas were affected by the influence of local
surface conditions. For example, in La Molina district it waspossible to observe the collapse of reinforced concrete
structure during the October 3, 1974, earthquake.
The present study uses ground motion records observed
along the Pacific coast of Lima city, Peru, in which theseismic events were recorded by 10 stations, including
stations installed both at La Molina and Callao districts. The
relation between local subsurface conditions and the local
site effect in some areas of Lima city are discussed based on
the results obtained from three empirical methods.

DATA

AND

Data from 2003 to 2008 was used in this study so as toanalysis the site effects at 10 stations. Table 1 gives pertinent
information on the 17 events used in this work, and Figure 1
shows their locations relative to our recording sites. These
seismic events are superficial and intermediate earthquakes,
with Local Magnitude ML from 3.8 to 7.0. The epicentral
distances range between ~55 and ~200 km. Because the
PGAs were mostly small, we can assume linear site
responses, even during the 2007 August 15th Pisco
earthquake (Mw 8.0) the influence of non-linearity on thesite response was not detected (Quispe 2010).
In addition, from the ten stations used in this work, four
stations (CSM, CAL, MOL and CDLCIP) are maintained by
CISMID Accelerometer Network, nonetheless MOL site
was removed after Pisco earthquake struck, three stations(CER, RIN and PUCP) deployed by the South American
Regional Seismological Centre (CERESIS) and threestations (MAY, LMO and NNA) deployed by the
Geophysical Institute of Peru (IGP).
All the observation sites are shown in Figure 1 on thegeological map of Lima city (Martinez et al. 1975).
According to this map, basically most of the stations (sites
MAY, CER, RIN, CAL, CDLCIP, CSM, MOL and PUCP)
are located on alluvial soil deposits belonging to the
Quaternary Holocene (Figure 1), however sites LMO andNNA are located on cretaceous intrusive rock (Figure 1).

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Table 1 Event Information (* Means the Event Was Recorded).
Date
Hour Long.
yyyy/mm/dd hr:min (deg)2003/05/08
2003/05/28
2005/01/17
2005/03/02
2005/07/25
2005/11/10
2005/12/27
2006/05/12
2006/10/20
2006/10/22
2006/10/26
2006/12/11
2007/08/15
2007/08/17
2008/03/29
2008/03/29
2008/06/07

16:33
21:26
11:26
13:48
6:51
16:38
17:02
3:45
10:48
22:14
22:54
21:53
23:40
13:18
6:40
12:51
13:06

Lat.
(deg)

-77.40 -12.98-77.01 -12.48-76.78 -12.10-76.14 -11.86-77.33 -12.24-76.22 -12.26-76.57 -12.22-77.40 -11.96-77.02 -13.55-77.60 -12.05-76.92 -13.44-77.37 -11.64-76.76 -13.67-76.85 -13.61-77.73 -12.17-77.25 -12.25-77.29 -12.48

Mag. Depth Site Site Site
Site
Site Site Site Site Site Site(ML) (km) CSM CAL MOL CDLCIP CER RIN PUCP MAY LMO NNA
5.4
5.3
3.8
5.7
4.0
4.0
4.5
4.3
6.2
3.8
5.8
4.2
7.0
5.5
4.3
5.3
5.0

51
51
54
124
42
71
99
80
43
30
42
54
40
23
48
51
67

*
*
*
*
*
*
*
*
*

*
*
*
*
*

*
*
*
*
-

*
*
*
-

*
*
*

*
*
*
-

*
*
*
-

*
*
*
-

*
*
*
*
*
*
*

*
*
*
*
*
*
*
-

Source parameters were determined by the Geophysical Institute of Peru (IGP)

Figure 1

Red circles show the epicenter of events used for this work. Blue triangles represent the stations which arelocated on the geological map of Lima city (Martinez et al. 1975).

All the observation sites are shown in Figure 1 on thegeological map of Lima city (Martinez et al. 1975).
According to this map, basically most of the stations (sites
MAY, CER, RIN, CAL, CDLCIP, CSM, MOL and PUCP)

are located on alluvial soil deposits belonging to the
Quaternary Holocene (Figure 1), however sites LMO andNNA are located on cretaceous intrusive rock (Figure 1).

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Acceleration (cm/sec2)

3. SITE RESPONSE ESTIMATION TECHNIQUES

EW component

40
20
0
-20
-40
-60
10

20

30

40

50

60

70

Time (sec)30

14 - 16 sec

20

NS component…

NS component

30

10
0
-10
-20
-30
-30

-20

-10

0

10

20

16 - 18 sec

20
10
0
-10
-20
-30
-30

30

EW component

-20

-10

0

10

20

30

EW component
60

18 - 20 sec

20

NS component

NS component

30

10
0
-10
-20

20 - 22 sec

40
20
0
-20
-40
-60

-30
-30

-20

-10

0

10

20

30

-60 -40 -20

EW component
60

22 - 24 sec

40

0

20

40

60

EW component

NS component

NS component

60

20
0
-20
-40
-60

24 - 26 sec

40
20

…

0
-20
-40
-60

-60 -40 -20

0

20

40

-60 -40 -2060

EW component

0

20

40

60

EW component

Figure 2. Particle motion plots for two components ofmotion (CSM station, seismic event 2008/03/29 12:51).

Accumulated EW2

6 105

EW component
5

3 10

0
10

20

30

40

50

60

70

Time (sec)

5

6 10

Accumulated NS2

Because of the fact that not all the analyzed events wererecorded at all the ten sites as well as the limitation on data,
three different empirical methods have been applied in orderto get reliable information about the relevant frequencies onseismic amplification factors, such methods are the standard
spectral ratio technique (Borcherdt 1970), the spectral
inversion method (Iwata and Irikura 1988) and thehorizontal-to-vertical spectral ratio technique (Nakamura
1988, Lermo and Chavez-Garcia 1993, Field and Jacob
1995).
The traditional spectral ratio assumes that the site
response is estimated by a simple division of the amplitude
spectrum calculated from a record at the analyzed station
with the amplitude spectrum from a record of the same
component at the reference site. However from a practicalpoint of view, the spectral inversion method offers theadvantage that records from some events can be included in
the inversion even if records at the reference site are notavailable. This offers the advantage of a more complete
exploitation of the data set (Riepl et al 1998). In addition, theinversion method simultaneously gives source, path, and site
factors; nonetheless in this article, our concern is todetermine the site factor and not to go into details on theother effects. The horizontal-to-vertical spectral ratio incomparison to the other techniques estimates the empiricaltransfer function using spectral ratios between horizontal andvertical components of motion, so no reference site isneeded. For this study, NNA rock site was used as thereference site, because its spectral response shows lesser
amplification levels in comparison to LMO site (Cabrejos2009). As a constraint condition for the spectral inversion
method, we set the site amplification factor for NNA to be 2,
irrespective of frequency.
The processing sequence for the data set to compute thespectral ratios relative to a reference site or relative to thevertical component was as follows. From each record weselected a window of 20 sec, beginning at the shear-wave
arrival. In order to recognize the onset time of S-wave,
particle motion plots for two components of motion, EW
component on the horizontal axis and NS component on thevertical axis (Figure 2), and Husid plots (Husid et al. 1969),
where the horizontal axis is the time and vertical axis is theaccumulated horizontal component square for eachhorizontal component (Figure 3), are realized. After that, thetime window of 20 sec was cosine tapered (10%), using thesame criterion took by Takemura et al. (1990), and Fouriertransformed. The spectral amplitudes were then smoothed
by Parzen windows of 0.6-Hz widths. Both for the standard
spectral ratio and the horizontal-to-vertical spectral ratio,
horizontal value is calculated by taking the geometrical
average of the north-south and east-west components. For
the inversion method, the Fourier acceleration amplitude
spectra of two horizontal components are computed andsummed vectorially.

60

NS component
5

3 10

0
10

20

30

40

50

60

70

Time (sec)Figure 3. Husid plots to recognize the onset time of S-wave.
Black arrows indicate the S-wave onset time (CSM station,
seismic event 2008/03/29 12:51).
In order to take advantage that the rupture process of
Pisco earthquake was composed of two major events,
separated by 60 to 70 seconds (Bernal and Tavera 2007), the- 517 -

first and the second main events are analyzed for this work,
nonetheless the 2nd main event was not recorded by LMO
station. For taking a window of 20 sec starting just before
the direct S-wave arrival for these two major events, thesame procedure as we previously explained was applied.
4.
COMPARISONAMONGEMPIRICAL METHODSDIFFERENT

The different estimates of site amplification factors forthe stations are compared in Figure 4. Those obtained fromthe Standard Spectral Ratio (SSR) are shown by thick solidlines, site factors estimated by Spectral Inversion Method(SIM) are shown by thin lines, and amplitude factors
calculated from the Horizontal-to-Vertical Spectral Ratio(HVSR) are shown by dotted lines. The SSR for LMO site is
not presented for this work given that we do not count on
enough seismic events that were simultaneously recorded
both for LMO and NNA sites.
According to Figure 4, the geometrical averages of SSR
are very similar with inversion results in the analyzed
frequency range from the analysis of small and large events.
Results show that the amplification level obtained by the
SIM are slightly larger in comparison to the traditional
approach introduced by Borcherdt (1970) as we can see for
CSM, MAY, CDLCIP, PUCP, CAL, and LMO sites. Thismay be due to the time window of 20 sec that tend toincrease slightly the inversion results with the length of thetime window because of the effects of later arrivals of
surface waves in the case of a long time window (Uetake
and Kudo 2005), since as part of this work but results do notshow, a time window only taking the S-wave portion was
analyzed and inversion results coincided with SSR at manysites in the frequency range higher than 1 Hz.
On the other hand, the geometrical averages of HVSR
are also compared with the reference site methods by using
the same time window. Results indicate a similarity in the
shape of the curves, but HVSR fails for the estimation of theamplification level, since according to Figure 4 most of thesites have much lower amplification in comparison to theother methods. This method assumes that verticalcomponent is expected to be free of amplification, however
results obtained by other studies show that subsurface
structure influences the vertical component in the same orderof magnitude as the horizontal components (Riepl et al.
1998 ).
For CSM, MAY, CER and CDLCIP stations, eventhough the amplification level does not fit very well among
the analyzed empirical methods, the same peaks and troughs
can be identified by the three methods for these four stations.
Site effects on these curves (Figure 4) show several peaks ofamplification between 3 and 8 Hz as well as a small bumpthat occurs between 1 and 2 Hz, which is more evident for
CER station. Furthermore, relatively large ratios at highfrequencies of 10 Hz, moreover for CSM station that has thehighest amplification in comparison to the other three sites.
There is also a significant trough at about 9 Hz, for CDLCIP
site the prominent trough varies in the frequency range

between 6 and 10 Hz.
The different estimates for PUCP station show thatseveral peaks of amplification can clearly be distinguished in
the frequency range between 1 and 8 Hz, at least four peaks,
as well as a trough at about 9 Hz as the previously
mentioned stations.
For MOL station, the amplification level both for the
SSR and the inversion method are in good agreement for thefrequency range investigated. Higher amplifications occur at
frequencies larger than 3 Hz as we can see in Figure 4.
Amplification effects evaluated by the HVSR do notcoincide well with the other methods, however the shape ofthe site spectra is similar, even a prominent trough at about
12 Hz is identified. This result suggests that the frequency
response of vertical component at this site amplifies at thesame level as the horizontal components.
The site response at RIN site is dominated by threeprominent peaks which are well predicted in the threemethods, even though the HVSR predicts lower amplitude
in comparison to the reference site methods. The strongest
peaks of amplification occur between 3-4 Hz, 7-8 Hz, andfrequencies larger than 10 Hz.
For CAL station in comparison to the other sites which
amplification levels are larger at higher frequencies, this site
shows clearly that strongest amplifications appear atfrequencies lower than 3 Hz for the three methods, however
amplifications at higher frequencies also occur but arecomparatively low. In addition, a trough at about 9-10 Hz
has also been detected.
The station located on a rock outcrop, LMO site, hasrelatively small variations against frequency given that rocksites have local site response (Uetake and Kudo 2005).
Finally, the result of horizontal-to-vertical spectral ratio
for NNA site, the reference station, shows that the averagetransfer function is flat for frequencies lower than 3 Hz,
nonetheless no significant trends appear but values arearound one. Furthermore, the frequency response at NNA
site has a trough, and the trough makes the peaks atfrequencies larger than 10 Hz for soft soil sites. That is why,
sediment sites show peaks at frequencies larger than 10 Hzthat are attributed to the spectral response of NNA given thata relatively strong trough is found.
5.
EVALUATIONOFLOCALSURFACE
CONDITIONS AND LOCAL SITE EFFECTS
According to the Figure 1, most of the stations arelocated on Quaternary alluvial deposits with the exception of
the rock sites LMO and NNA. CSM, MOL, CER and
CDLCIP sites are installed on alluvial gravel deposits thatcover a large portion of Lima city, and present a goodgeomechanic behavior locally named “Lima Conglomerate”(Repetto et al. 1980 and Aguilar 2005). The site response atthese stations are characterized by relatively large peaks ataround 3-8 Hz, which represent the resonant modes between
the poorly graded gravel deposit and other shallow materials
that overlie this deposit. PUCP site is also placed on alluvial
gravel deposits (Figure 5) nonetheless this site shows several- 518 -

Site Amplification Factor

10

CSM

1

10

10

1

1

CAL
0.1
0.1

1

10

0.1
0.1

Frequency (Hz)Site Amplification Factor

10

10

1

1

10

Site Amplification Factor

PUCP

10

CER

1

10

Frequency (Hz)

0.1
0.1

10

RIN

1

0.1
0.1

10

1
Frequency (Hz)

1

10

0.1
0.1

1

10

Frequency (Hz)
10

MAY

1

0.1
0.1

0.1
0.1

Frequency (Hz)

1

10

10

1

Frequency (Hz)101Frequency (Hz)CDLCIP

0.1
0.1

Site Amplification Factor

MOL

LMO

1

1
Frequency (Hz)

10

0.1
0.1

1
Frequency (Hz)

10

NNA

1

0.1
0.1

1
Frequency (Hz)10

Figure 4. Comparison between spectral ratios from the horizontal components with reference to NNA, the Spectral
Inversion Method and the Horizontal-to-Vertical Spectral Ratio. Thick solid lines show the geometrical average of two
horizontal spectral ratios. Thin solid lines represent the results obtained by the Spectral Inversion Method. Dotted lines
show the geometrical average estimated by applying the HVSR.

- 519 -

Figure 5. Soil type map of Lima city.
prominent peaks being the most significant at about
1-2 Hz (Figure 4). Our results suggest the presence at thesurface of relatively softer soil layers that might contribute to
the local response at this site, so it is required to carry out
further studies in order to have a better understanding.
MAY and RIN sites are installed on sand and sill
deposits with a thickness less than 10 m (Figure 5). At MAY
station, spectral ratios show slightly large amplitudes atabout 3-5 Hz due to the presence at the surface of these
relatively soft layers but with a thickness less than 5 m thatoverlie on alluvial gravel. However, the site response at RIN
station is dominated by a prominent peak between 3 and 4
Hz, which represents the first resonant mode at this site. This
station shows the largest amplification factor in comparison
to the other sites in this frequency range due to the medium
dense sand deposits with a thickness larger than 5 m
according to a soil pit near at this site. This significant peakthat responds at about 3 Hz has also been detected by
Stephenson et al. (2009) but by analyzing velocity response
spectra.
On the other hand, CAL station shows a different
behavior of amplification since important amplifications
appear in the range frequency lower than 3 Hz due to thefact that this station is placed on gravel layer that overlies ona thick clay deposit.

6. DISCUSSION
Even though most stations are located on alluvial soil

deposits belonging to the Quaternary Holocene, the presenceof thin soft layers that overlying the Lima Conglomerate
influence in the site response, dominated by several
relatively small peaks in the frequency range between 3 and
6 Hz, as we can see in the CSM, MOL, CER and CDLCIP
sites (Figure 4). However, RIN station has the highest
amplification levels in the same frequency range because of
the fact that this site is located in La Molina district, placethat back in time has been reported to be affected by the
influence of local subsurface conditions (Repetto et al. 1980
and Stephenson et al. 2009).
Works developed by Lee and Monge (1968) andStephenson et al. (2009) report that this place has a complex
subsurface structure that might contribute to the local site
response at La Molina. In terms of our results, thehorizontal-to-vertical spectral ratio for both stations present
much lower amplitudes in comparison to the reference sitemethods, Riepl et al. (1998) reports that it is probably thecomplex subsurface structure that influences the verticalcomponent in a similar manner to the horizontal components,that makes the amplification level lower.
On the other hand, small peaks at about 6-10 Hz arecommonly found for all the sediment sites, which weinterpret this amplification as the predominant frequency ofLima Conglomerate. Calderon (2012) gathered information
about the one-point microtremor measurements (Figure 6),
and such points represent the H/V ratio peak period. So on
the basis of this information, we interpret that Lima
Conglomerate has a dominant period of ~0.1 sec, period orfrequency that has also been identified in our results. Several- 520 -

researchers have pointed out that Lima city underlies by adeposit consisting of a medium dense to very dense coarse
gravel and sand with cobbles, extending from the groundsurface to rock, with a thickness larger than 80 m (Repetto etal 1980, Le Roux et al. 2002, Martinez A. 2007 and Aguilar
et al. 2009).
The site response for CAL station shows highest
amplifications for frequencies lower than 3 Hz in accordance
to the gravel layer that overlies by a thick clay deposit. Our
results are also consistent with the H/V peak period
distribution map (Figure 6). According to this map, thepredominant period at Callao-La Punta district lies in therange of 0.41 to 0.6 sec.
In addition, MOL, RIN and CSM sites show strong
peaks at frequencies larger than 10 Hz, this may be because
these stations are installed very close to a hill, so further
studies are needed to have a better understanding.

Figure 6. Location of seismic stations over the
predominant period distribution map obtained from the H/Vspectrum of single-point microtremor measurements(Calderon 2012).

7. CONCLUSIONSIn spite of the limitation of data, the application of thethree empirical methods has allowed to evaluate the site
effects on examined sites, since information about
frequencies at which important amplification might appear
have been provided for the study area.
Our results indicate that sediment sites show prominent
peaks in the frequency range at 3-6 Hz, due to the surface

layers that overlie on the alluvial gravel deposits. Most ofthese stations show relatively high amplification levels.
Nonetheless, CAL site shows a different behavior of
amplification because of soft clay layer that underlies on thissite.
Last but not least, according to our results and the
predominant period distribution map (Calderon 2012), we
conclude that one the dynamic site characteristics of soils in
Lima city is its predominant period of ~0.1 sec.

Acknowledgements:
The authors thank the Geophysical Institute of Peru (IGP) for
supplying information on instrument locations belonging to IGP, aswell as for providing the accelerograms data recorded by these
instruments. We are likewise grateful to the research assistants at
CISMID who helped in the completion of this study.
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