Cuadra, C., Saito, T., and Zavala, C.

Paper:

Diagnosis for Seismic Vulnerability Evaluation ofHistorical Buildings in Lima, Peru
Carlos Cuadra∗ , Taiki Saito∗∗ , and Carlos Zavala∗∗∗∗ Faculty of Systems Science and Technology, Akita Prefectural University

Tsuchiya, Honjo Campus, Yurihonjo, Akita 015-0055, Japan
E-mail: carlos@akita-pu.ac.jp∗∗ Department of Architecture and Civil Engineering, Toyohashi University of Technology
1-1 Hibarigaoka, Tempaku-cho, Toyohashi 441-8580, Japan∗∗∗
Faculty of Civil Engineering, National University of Engineering
Av. Tupac Amaru s/n, Puerta 7, CISMID, Rimac, Lima, Peru
[Received October 31, 2012; accepted January 8, 2013]

The city of Lima, the capital of Peru, was founded on
January 18, 1535, and played a leading role in the history of the Americas from 1542, when king Carlos V
established the vice royalty of Peru, until the middleof the 18th century. In 1988, UNESCO declared thehistoric center of Lima a World Heritage Site for its
originality and high concentration of historic monuments constructed at the time of the Spanish presence
and at the beginning of the Republican era. The architecture of buildings corresponds in general to typical
Hispano-American baroque of the 17th and 18th centuries. Since its founding, the city has suffered many
earthquakes that have severely and adversely affected
historic buildings. Reconstruction work has been done
keeping the originality of buildings. This study starts
first with a general diagnosis of problems concerning
the city and its buildings. A survey for preliminary
evaluation of the structural condition of buildings isthen planned. This evaluation of the seismic vulnerability of historic buildings at the historic center ofLima represents the basic study that is necessary toinitiate detailed investigation for the preservation andconservation of these historic buildings. The study intends to establish a general guideline for vulnerability
evaluation of historic buildings that could be applied
to the evaluation of other historic cities of Peru.
Keywords: Lima city, architectural heritage, seismic vulnerability, ambient vibration

1. Introduction
Conservation of historic buildings is an important taskthat implies, as a first step, the evaluation of their vulnerability. Evaluation of the vulnerability of a single building could mean the estimation of mechanical characteristics by means of detailed structural analysis or in-situ
measurements. When this evaluation must be performed
for a group of buildings, however, simplified evaluation isrequired to establish general characteristics and hence to320

grasp the vulnerability of target buildings.
In this study, the historic center of Lima, the capital cityof Peru, is selected as the target for performing a preliminary diagnosis that will serve as the basis for evaluating
the vulnerability of historic buildings located at this site.
Lima city was founded on January 18, 1535, by Spaniard
conquistador Francisco Pizarro and played a leading rolein the history of the New World from 1542, when kingCarlos V of Spain establish the vice royalty of Peru, until the middle of the 18th century, just before the start ofindependence movements.
The historic center of Lima was declared a World Heritage Site in 1988 for its originality and high concentration of historic monuments constructed at the time of the
Spanish presence and at the beginning of the republicanera. The architecture of the buildings corresponds in general to typical Hispano-American baroque of the 17th and18th centuries.
The coast of Peru, which includes the area where Lima
city is located, is part of a zone with a high seismic hazard level due to the tectonic activity of the Nazca and theSouth American plates. The city has suffered the effects
of many earthquakes that have severely damaged historicbuildings. Reconstruction work has been done keeping
the originality of buildings.
In the present research, a general diagnosis of problems concerning the city and to the buildings is done first.
A survey for preliminary evaluation of structural conditions of buildings is then planned to be undertaken. In
this step, a simple methodology for estimating earthquake
resistance or vulnerability of buildings is proposed.
Evaluation of the seismic vulnerability of historicbuildings at historic center of Lima represents a basic
study that is necessary to initiate detailed investigation forthe preservation and conservation of these historic buildings. A method is proposed based on simple indexes toestablish the potential vulnerability of buildings. Detailed
observation and in-situ estimation of the dynamic characteristics of critical buildings is then proposed by using
ambient vibration measurements. Measurements results
will permit us to verify the analytical models for detailed

Journal of Disaster Research Vol.8 No.2, 2013

Diagnosis for Seismic Vulnerability Evaluation of Historical Buildings
in Lima, Peru

Fig. 1. Map of Lima city.

Fig. 2. Lima World Heritage Site (Google map).

structural analysis to establish the vulnerability of specifictarget buildings.
The study will also serve to establish a general guideline for vulnerability evaluation of historic buildings that
could be applied to the evaluation of other historic cities
in Peru.

bution of streets. This portion can be appreciated in thecentral part of Fig. 2, where straight streets and square
blocks can be observed. Sometimes this portion of thecity alone is called the historic center. The area declaredby UNESCO to be a World Heritage Site is larger, as wasindicated previously.
At the end of the 15th century, many neighborhoods
appeared mainly located around new churches that wereconstructed by Catholic religious groups. At the beginning of the 16th century, public works like parks andbridges over the Rimac river were constructed. In the first
third of this 16th century, Lima had 25 urban blocks andthe population was around 14,000.
The Viceroyalty of Peru reached its peak of development by the middle of the 17th century. Its political andeconomic stability is shown in the magnificence architecture of the time called Lima Baroque. At that time thepopulation of Lima was 25,000, consisting of Spanish,
Creoles, Natives and Slaves.
In 1684, a great wall was constructed to enclose the citythat more or less corresponds to the borders of the World
heritage zone indicated in Fig. 2. This wall had a heightof 3 to 5 meters and was of 5 meters thick. This wall
was demolished in 1870 to construct wide avenues for themodern city.
Lima city has suffered the effects of many earthquakes.
One of them occurred in 1687 and the city was rapidly reconstructed under the influence of the baroque style that
had great influence on architectural development in thenext two centuries. A big earthquake that destroyed Lima
and its port of Callao occurred in 1746. Callao port wasalso affected by a tsunami originating in the earthquake.
This earthquake marks the decline in the Lima Baroquestyle that had been supported mainly by religious organizations. Instead of religious activities, great activity

2. Historic Center of Lima
Lima city is located in the western part of Peru near the
Pacific Ocean. In Fig. 1, a map of metropolitan Lima city
(Google map), the location of the historic center of Lima
is indicated by a circle.
In Fig. 2, a close-up of Lima Center is shown where
the zone that was declared a World Cultural Heritage isdelimitated by an irregular polygon.
Lima city has a population density of 2,715 per square
kilometer (2010). The area of the historical center represents 5% of the total area of the city. Its population density, however, is 14,225 per square kilometer; an indicatorof a high population density that leads to the formation ofslum areas at the city center.
The weather in Lima is mild, with annual average temperatures between 18◦ C and 22◦ C. In general there is no
heavy rain. The winter, however, is characterized by highhumidity, with an annual average of 80%.
At the time of the founding of Lima by the Spaniards
conquistadores, the site was occupied by a local government called Curacazgo and the governor, who was the
local representative of the Inca emperor, was called Curaca. Only temples called Huacas and administrative constructions existed at that time, and they were replaced by
Spanish-style constructions. The city was organized in ashape of a chessboard following the original Inca distriJournal of Disaster Research Vol.8 No.2, 2013321

Cuadra, C., Saito, T., and Zavala, C.

started in the social, academic and cultural fields. The city
was then reconstructed under the influence of the Rococo
style for new urban buildings. In 1791, the population ofLima reached 52,627.
The expansion of the city stopped from the end of the
18th century until 1821, when Peru gained its independence from Spain. Since the city was limited by a wall,the development of the city was slow until 1870 when thegreat wall was demolished to create new avenues and topermit the expansion of the city. In these years at the beginning of the republican era, new construction was influenced by New European Baroque. From 1920 to 1940, thearchitecture of the city was greatly influenced by English
urban style based on the concept of the “Garden City.” In1906, the population of Lima was 140,000.
With the expansion of Lima, the decay of the historical center also started, since rich and middle class persons
moved to the new urban areas. The historical center became the place of residence for the poor, who subdivided
the buildings and converted them slams. Some buildings,
however, were converted or adapted to serve as commercial shopping centers and educational institutions. In theworst, case these old buildings were demolished to construct apartment and office buildings, thereby distorting
traditional urban space. By 1940, the population of Lima
was approximately 400,000. A rapid increase in the population and expansion of the city started in 1940. The historical center of Lima was abandoned by its owners andtraditional inhabitants and was saturated by new migrants
from rural areas of Peru.
At present, Lima city occupies an area of three valleys.
The original valley was corresponded to the Rimac river.
By then, however, occupied area reached the valleys of theChillon river to the north and the Lurin river to the south.
In general, the place is a desert area with beaches, somehills and soft slopes near the ocean with increasing slopes
to the east of the city that correspond to the beginning of
the Andes mountains.

3. Lima Historical Center Buildings
An understanding of the characteristics of existingbuildings is important to the assessment of their structural safety. Lacks in detailed knowledge will signify toassume uncertainties that will affect the modeling of thestructures. In the case of the evaluation of the vulnerability of an area of the city, characteristics of buildings located at this site must be analyzed, and this task in crucial
in the case of historic construction.
At historic center of Lima, historic buildings can be divided according to their use. In this case, important buildings include churches in 50 places considered religious
monuments. Then there are buildings that were used as
residences, institutions like banks, commercial shops, hotels, and finally some palaces or administrative offices likecity hall and the presidential palace.
Buildings can also be divided, however, according to
the material of construction, where modern buildings are322

Fig. 3. Lima city hall.

Fig. 4. San Francisco church.

mainly made of reinforced concrete or confined masonry,
while old buildings use traditional construction materials. These traditional materials are unreinforced masonry,
adobe (sun-dried bricks) and quincha (earthen construction with a wooden frame). Fig. 3 shows the city hall ofLima, which is a reinforced concrete building combinedwith confined masonry.
Figure 4 shows a view of the San Francisco church (unconfined masonry and adobe) and Fig. 5 shows a typicalquincha construction.

4. Plan for Vulnerability Evaluation of Historic
Monuments of Lima
The former National Institute of Culture of Peru (Ministry from 2010) has elaborated a catalogue of historicmonuments in at center of Lima. Based on this list, itis necessary to(a) perform a detailed survey to obtain general characteristics of the monuments,(b) define the survey form for this kind of structure and(c) define a computer platform for storing and analyzing
obtained data.
Journal of Disaster Research Vol.8 No.2, 2013

Diagnosis for Seismic Vulnerability Evaluation of Historical Buildings
in Lima, Peru

Table 1. List of religious buildings at Lima’s historical center.

Fig. 5. Typical quincha construction.

Since there are many types of monuments, it would
be adequate to choose some specific types of buildings
to initiate vulnerability evaluation. In this case, churches
are proposed as target construction because they present a
critical or weak part which is the bell tower. In the case ofearthquakes, these towers failed dramatically as was observed in previous earthquakes. In the present research,
the study of churches is therefore proposed as the target
objective. Table 1 shows the places at Lima’s historicalcenter that are religious constructions like churches, convents, and cathedrals.
The classification of the vulnerability of historic monuments provides the opportunity to identify critical buildings where more detailed measurements can be performed
as priority. In this case, for selected buildings, ambient
vibration measurements are proposed to estimate the dynamic characteristics of buildings. From these measurements, it is possible to establish indexes for seismic vulnerability of historic buildings.
This process of investigation could be used to elaborate guidelines for the evaluation of vulnerability or
earthquake resistant characteristics of historic buildingsin Peru. The developed methodology could then be applied to evaluating historic building located in other cities
of Peru like Arequipa, Trujillo, and Cusco.

5. Simplified Methods for Evaluation of Seismic Vulnerability
The method presented by Lourenço and Roque [4] is
proposed to be adopted. This methodology consists ofcalculating simple indexes for establishing the potential
vulnerability of buildings. The method was originallyproposed for the evaluation of churches in Europe (Portugal), and must be adapted for a zone of higher seismicity
like Peru. The method and its applicability are discussed
briefly in the following paragraphs.
As is describe by Lourenço et al. [4], the analysis ofhistoric masonry constructions is a complex task, mainly
because
Journal of Disaster Research Vol.8 No.2, 2013

ID
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
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Name
El Milagro Chapel
Santa Rosa Monastery
T. Francisco Monastery
3 St. Francisco Monastery
San Pedro Monastery
Cathedral and El Sagrario
Mercedarias Monastery
San Agustin Monastery
Veracruz Church
Santo Cristo Church
San Carlos Church
Jesus Maria Church
La Merced Monastery
La Soledad Church
Cocharcas Church
Concepcion Church
Monserrate Church
San Agustin Church
San Marcelo Church
San Pedro Church
San Pedro Nolasco Church
San Sebastian Church
Santiago Church
Santo Domingo Church
Corazon de Jesus Church
La Buena Muerte Church

ID
27
28
29
30
31
32
33
34
35
36
37
38
39
40
41
42
43
44
45
46
47
48
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50
51

Name
San Francisco Church
Santa Clara Church
Concepcionistas Church
Santa Ana Church
La Trinidad Church
Las Nazarenas Church
Las Trinitarias Church
Sra. El Prado Church
Santa Catalina Church
Santa Rosa Church
Sra. Del Carmen Church
Recoleta Church
Concepcion Monastery
Bishop Palace
Santa Rosa Sanctuary
Santo Domingo Monastery
Sra. de la Cabeza Church
Paulo Nuevo Church
San Lazaro Church
Santa Liberta Church
Del Rosario Church
Sra. Copacabana Church
Del Parocinio Church
Los Descalzos Church
San Francisco de Paula
Monastery(a) geometry data is missing;(b) information about the inner core of structural elements is missing;(c) characterization of mechanical properties of materials used is difficult;(d) large variability exists among mechanical properties
due to workmanship and the use of natural materials;(e) significant changes in the core and constitution of
structural elements are associated with long construction periods;(f) the construction sequence is unknown;(g) existing damage to structures is unknown;(h) regulations and codes are non-applicable.
Moreover, behavior of the connections among masonryelements – walls, arches and vaults – and masonry elements and timber elements is usually unknown.
All of these factors indicate that quantitative results ofstructural analysis must be looked at with care, in the caseof vertical loading and, even more carefully, in the caseof seismic action. More complex and accurate methods
therefore do not necessarily correspond to more reliable
and better analysis.
The usage of simplified methods of analysis usually requires that the structure be regular and symmetric, thatthe floors act as rigid diaphragms and that the dominantcollapse mode is in-plane shear failure of walls.
In general, these last two conditions are not verified inancient masonry structures, meaning that simplified methods should not be understood as quantitative safety assessments but merely as simple indicators of the possible323

Cuadra, C., Saito, T., and Zavala, C.

seismic performance of a building. Here, the following
simplified methods of analysis and corresponding indexes
are considered:• Index 1: In-plan area ratio;• Index 2: Area to weight ratio;• Index 3: Base shear ratio.

These methods can be considered as an operator thatmanipulates the geometric values of structural walls andproduces a numerical index. Because methods measuredifferent quantities, their application to a large sample ofbuildings contributes to further understanding of their application. As stated above, a more rigorous assessment of
the actual safety conditions of a building is necessary tohave quantitative values and to define remedial measures,
if necessary.

5.1. In-Plan Area Ratio
The simplest index for assessing the safety of ancient construction is the ratio between the area ofthe earthquake-resistant walls in each main direction(transversal x and longitudinal y, with respect to thechurch nave) and total in-plan area of buildings. According to Eurocode 8 [8], walls should only be considered
earthquake-resistant if thickness is larger than 0.35 m andthe ratio between wall height and thickness is smaller thannine. This first index is given by the following equation:
Awi. . . . . . . . . . . . . . . (1)S
where Awi is the in-plan area of earthquake-resistant walls
in direction i and S is the total in plan area of the building.
Non-dimensional index γ1,i is the simplest one, being
associated with base shear strength. Special attention isrequired when using this index because it ignores the slenderness ratio of walls and the mass of the construction.
Eurocode 8 recommends values up to 5-6% for regularstructures with rigid floor diaphragms.
In the case of the Peru, adobe buildings (sun-dry brickmasonry) and confined masonry constructions have similar characteristics to historic masonry buildings described
previously. In the Peruvian Adobe Code, a minimum area
ratio of around 7% is specified for shear walls. For confined masonry, the minimum area of shear-resistant walls
is specified as 4%. Then, as is recommended by Eurocode
8, in cases of high seismicity, a minimum value of 10% is
to be recommended for historic masonry buildings. For
simplicity’s sake, high-seismicity cases are assumed to be
those where design ground acceleration for rock-like soils
is larger than 0.2 g.

γ1,i =

5.2. Area to Weight Ratio
The area to weight ratio is an index that provides the ratio between the in-plan area of earthquake-resistant walls
324

in each main direction (again, transversal x and longitudinal y) and the total weight of construction. This index isgiven by the following equation:
Awi. . . . . . . . . . . . . . (2)G
where Awi is in-plan area of earthquake-resistant walls in
direction i and G is quasi-permanent vertical action.
This index is associated with the horizontal crosssection of the building, per unit of weight, therefore theheight – i.e. the mass – of the building is taken into account. A major disadvantage of this is, however, that theindex is not non-dimensional. This means that it must be
analyzed for fixed units. In cases of high seismicity, aminimum value of 1.2 m2 /MN is recommended for historic masonry buildings.
y2,i =

5.3. Base Shear Ratio
The base shear ratio provides a safety value with respect to shear safety of construction. Total base shear forseismic loading (VSd,base = FE ) is estimated from analysis with horizontal static loading equivalent to seismic
action (FE = β × G), where β is an equivalent seismic
static coefficient related to design ground acceleration.
The shear strength of the structure (VRd,base = FRd ) is estimated from the contribution of all earthquake-resistantwalls FRd,i = ΣAwi × fvk , where, according to Eurocode 6,
fvk = fvk0 + 0.4σd . Here, fvk0 is cohesion, which is assumed equal to a low value or zero in the absence of more
information, σd is the design value of normal stress and
0.4 represents the tangent of constant friction angle ϕ ,equal to 22◦ . This new index γ3 is given by the following equation:
FRd,i
γ3,i =. . . . . . . . . . . . . . (3)FE
If zero cohesion is assumed, ( fvk0 = 0), γ3,i is independentof building height and is given by the following equation:
VRd,iAwi tan ϕγ3,i ==. . . . . . . . . (4)VSdAw β
For non-zero cohesion, however, which is most relevant
for low-height buildings, γ3,i is expressed as follows:

γ3,i =

VRd,i
Awi [tan ϕ + fvk0 /(γ × h)]=. . . (5)VSd
Aw βwhere Awi is the in-plan area of earthquake-resistant walls
in direction i, Aw is the total in plan area of earthquakeresistant walls, h is the (average) height of the building,
γ is volumetric masonry weight, ϕ is the friction angle ofmasonry walls and β is an equivalent static seismic coefficient. Here, it is assumed that normal stress in walls isdue to their self-weight alone, i.e., σd = γ × h, which is on
the safe side and is a very reasonable approximation forhistoric masonry buildings that are usually made of very
thick walls.
Moreover, assuming a tangent of the friction angle of0.4, a value of the cohesion fvk0 of 0.1 N/mm2 , and volumetric weight γ equal to 20 kN/m3 (2 × 10−5 N/mm3 ),Journal of Disaster Research Vol.8 No.2, 2013

Diagnosis for Seismic Vulnerability Evaluation of Historical Buildings
in Lima, Peru

the modified value of tan ϕ in Eq. (5) gives the following
relationship:tan ϕ + fvk0 /(γ × h) = 0.4 + 0.1/(2 × 10−5 × h) (6)This means that the contribution of cohesion is verylarge – for a height h equal to 5.0 m, Eq. (6) equals 1.4,
for 10.0 m, 0.9, and for 20.0 m, 0.65. Eq. (5) must be usedrather carefully because gives high values of the index andtherefore it is better to use more conservative values given
by Eq. (4).
This non-dimensional index considers the seismicity ofthe zone, taken into account in β . Building safety with anincreasing ratio (earthquake resistant walls/weight), i.e.,larger relation (Awi /Aw ) and lower height. For this type ofbuilding and action, a minimum value of γ3,i equal to 1 isacceptable.
Using these simplified indexes, a priority list of target
buildings is elaborated to proceed with the next step which
consists of the detailed measurement of dynamic characteristics by using ambient vibration measurement. Finally, for some critical buildings, detailed structural analysis and posterior repair and reinforcement plans could be
proposed.

Fig. 6. Santo Domingo church, Cusco, Peru.

6. Ambient Vibration Measurement
Using the simplified indexes described previously, apriority list of target building is made to proceed with thenext step, which consists of the detailed measurement ofdynamic characteristics by using ambient vibration measurement.
After estimation of the dynamic properties of buildings by means of ambient vibration measurement, detailed structural analysis for critical buildings is proposedin order to analyze vulnerability and to establish plans forrepair, restoration and reinforcement.
Ambient vibration measurement is a reliable method
for estimating the dynamic characteristics of buildings
and, in the case of historic buildings, is used to estimate
the vibration characteristics of some portions of structuresthat are susceptible to collapse. This applicability wasdemonstrated in reference [9], where ambient vibration of
the Santo Domingo church (see Fig. 6) located in Cusco
city, Peru, was performed.
Here, ambient vibration of ground was also performed
and, as is indicated in Fig. 7, vibration characteristics ofthe church tower are similar of those of ground and therefore great amplification of the tower response is expected
to occur in the case of an earthquake. This fact could explain failures of towers during past earthquakes.
A building that was an old hotel in Lima city is presented as an example in which ambient vibration measurements were performed to estimate its period of vibration. This building is shown in Fig. 8. Walls of the upper
stories (second and third floors) are made of quincha andfirst story walls are made of adobe. The building presents
some partial collapse of interior walls and serious deterioration of quincha walls due to ageing and humidity.
Journal of Disaster Research Vol.8 No.2, 2013

Fig. 7. Ambien vibration results for Santo Domingo church
tower and ground.

Figure 9 shows the setup of ambient vibration sensors.
These micro velocity sensors were located on the third
floor and at the corners of the building.
Results of ambient vibration show a predominant frequency on the order of 3.3 Hz. Fig. 10 shows predominant frequencies for NS and EW directions respectively.
The NS direction was taken as the direction parallel tothe façade and the predominant frequency is 3.37 Hz. In
the EW direction, which is perpendicular to the façade,
the predominant frequency is 3.21 Hz. These frequencies
represent reasonable values for a building 12 m in height.
325

Cuadra, C., Saito, T., and Zavala, C.

Fig. 8. Typical quincha construction for measurements.

Fig. 10. Predominant frequency of selected historical building.

Fig. 9. Microtremor measurement of adobe-quincha building.

More detailed measurement is necessary, however, to detect the local vibration of portions of the building that
could indicate conditions of deterioration.

7. Conclusions
This report has presented a brief description of the general characteristics and condition of historic constructions
located at historic center of Lima. A list of monuments
includes 50 religious monuments like churches and convents which have some critical conditions for structuralsafety. In the case of earthquakes, church towers failed
dramatically as was observed in previous earthquakes. It
is therefore proposed as a first step to concentrate efforts
to evaluate the vulnerability of this kind of building.
For selected target buildings, it has been proposed tomake a rapid survey to establish a priority list for starting detailed evaluation, starting from the most vulnerable
buildings. The classification of vulnerability of historicmonuments provides the opportunity to focus more detailed measurement on the most critical buildings. In thiscase, for selected buildings, ambient vibration measurements have been proposed to estimate dynamic characteristics of buildings or structural portions of constructions.
326

From these measurements, it is possible to establish indexes of the seismic vulnerability for historic buildings.
From the list of most vulnerable monuments, criticalbuildings could be selected for more detailed analysis.
In this case, analytical models using the finite element
method or some similar method should be prepared. Ambient vibration measurement results could be used to calibrate the reliability of modeling.
This process of investigation could be used to elaborate guidelines for the evaluation of vulnerability or
earthquake-resistant characteristics of historic buildingsin Peru. The developed methodology could then be applied to evaluating historic buildings located in other cities
of Peru like Arequipa, Trujillo, and Cusco.
Acknowledgements
The authors acknowledge the support of JST/JICA, SATREPS in
research for Enhancement of Earthquake and Tsunami Disaster
Mitigation Technology in Peru, under which this survey was conducted.

References:[1] L. Cardenas and C. Zavala, “Estudio de Vulnerabilidad Estructuraldel Hotel Comercio” (Study on Structural Vulnerability of Hotel
Comercio), CISMID-UNI Report, 2008 (in Spanish).
[2] C. H. Cuadra, T. Saito, C. A. Zavala, and M. A. Diaz, “The challenges of protect historical adobe constructions in Peru,” 14th European Conference in Earthquake Engineering, Ohrid, Macedonia,
CD ROM, Paper No.392, 2010.
[3] C. Cuadra, M. B. Karkee, J. Ogawa, and J. Rojas, “An evaluation ofearthquake risk to Inca’s historical constructions,” Proceedings ofthe 13th World Conference on Earthquake Engineering, Vancouver,

Journal of Disaster Research Vol.8 No.2, 2013

Diagnosis for Seismic Vulnerability Evaluation of Historical Buildings
in Lima, Peru
B.C., Canada, CD-ROM, Paper No.150, August 1-6, 2004.
[4] P. B. Lourenço, and J. A. Roque, “Simplified indexes for the seismic vulnerability of ancient masonry buildings,” Construction and
Building Materials, pp. 200-208, 2006.
[5] O. Miranda, J. Gallardo, C. Cuadra, and J. Ogawa, “Reduction ofseismic damage in Peruvian traditional constructions,” 2nd International Conference on Computer Simulation in Risk Analysis andHazard Mitigation, Risk Analysis II, Bologna, Italy, pp. 389-396,
Oct. 2000.
[6] J. Ogawa, C. Cuadra, M. B. Karkee, and J. Rojas, “A study on seismic vulnerability of Inca’s constructions,” Proceedings of the 4thInternational Conference on Computer Simulation in Risk Analysis
and Hazard Mitigation, Risk Analysis IV, Rhodes, Greece, pp. 3-12,
2004.
[7] S. R. Shrestha, M. B. Karkee, C. H. Cuadra, J. C. Tokeshi, and S. N.
Miller, “Preliminary study for evaluation of earthquake risk to thehistorical structures in Kathmandu valley (Nepal),” Proceedings ofthe 13th World Conference on Earthquake Engineering, Vancouver,B.C., Canada, CD-ROM, Paper No.172, August 1-6, 2004.
[8] CEN, “Eurocode 8: Design of structures for earthquake resistance,”
prEN 1998-1, Brussels : CEN, 2003.
[9] C. H. Cuadra, “Seismic Vulnerability of Santo Domingo Church,
Cusco, Peru,” Proceedings of the 15th World Conference on Earthquake Engineering, Lisbon, Portugal, Paper No.1012, September
24-28, 2012.
[10] C. H. Cuadra, T. Saito, and C. Zavala, “Dynamic characteristicsof traditional adobe-quincha buildings in Peru,” Proceedings of the
15th World Conference on Earthquake Engineering, Lisbon, Portugal, Paper No.2653, September 24-28, 2012.

Name:
Taiki Saito

Affiliation:
Professor, Toyohashi University of Technology

Address:
1-1 Hibarigaoka, Tempaku-cho, Toyohashi 441-8580, Japan

Brief Career:
1990-1996 Research Associate, Tohoku University
1996-2000 Senior Research Engineer, Building Research Institute2000-2012 Chief Research Engineer, Building Research Institute2013- Professor, Toyohashi University of Technology

Selected Publications:• T. Saito, T. Takahashi, R. Hasegawa, K. Morita, T. Azuhata, and K.
Noguchi, “Shaking Table Test on Indoor Seismic Safety of High-rise
Buildings (Part 2. Movement of Furniture under Long Period Earthquake
Ground Motion,” Proceedings of 14th World Conference of Earthquake
Engineering, S10-014, 2008.10.

Academic Societies & Scientific Organizations:• Architectural Institute of Japan (AIJ)• Japan Association for Earthquake Engineering (JAEE)

Name:
Carlos Zavala

Name:
Carlos H. Cuadra

Affiliation:
Researcher, Laboratory of Structures, CISMID
Professor, Faculty of Civil Engineering, National
University of Engineering

Affiliation:
Associate Professor, Faculty of System Scienceand Technology, Akita Prefectural University

Address:
Address:
Tsuchiya, Honjo Campus, Akita 015-0055, Japan

Brief Career:
1984 National University of Ancash, Peru
1989 National University of Engineering, Lima, Peru
1999 Akita Prefectural University

Selected Publications:• “Earthquake risk to Inca’s historical constructions in Machupicchu,”
Advances in Engineering Software, Computational Modelling ofHistorical Constructions, ELSEVIER, Vol.39, pp. 336-345, 2008.

Academic Societies & Scientific Organizations:• Member of the Scientific Advisory Committee of STREMAH, WIT, UK• Member of the Scientific Advisory Committee of ERES (Earthquake
Resistant Engineering Structures), WIT, UK

Los Ishipingos (Ex-Abetos) 245 Dpt. 202 Urb. El Remanso La Molina,
Lima 12, Lima, Peru

Brief Career:
1984 Undergraduate Course, Faculty of Civil Engineering, National
University of Engineering (UNI), Lima, Peru
1989 Master Course, Graduate School Faculty of Civil Engineering,
National University of Engineering (UNI), Lima, Peru
1995 Ph.D., Graduate School of Architecture, University of Tokyo, Japan
2001 Professor, Faculty of Civil Engineering, National University ofEngineering, Lima, Peru
2007-2012 Director of Japan Peru Center of Earthquake Engineering
Research & Disaster Mitigation CISMID

Selected Publications:• C. Zavala, K. Ohi, and K. Takanashi, “A general Scheme for
Substructuring On-line Hybrid Test on Planar Moment Frames (TheNeural Network Model),” Proceedings of 4th Pacific Steel Structures
Conference, Pergamom Press, October 1995.
• C. Zavala, “Improvement on low cost housing through non-conventional
construction systems,” Proceedings of the 12th World Conference on
Earthquake Engineering, Auckland, New Zealand, February 2000.
• C. Zavala, C. Honma, P. Gibu et. al, “Full Scale On Line Test On Two
Story Masonry Building Using Handmade Bricks,” Proceedings of the 13th
World Conference on Earthquake Engineering (WCEE), Vancouver,
Canada, August 2004.
• C. Zavala, Z. Aguilar, and M. Estrada, “Evaluation of SRSND Simulator
against Fragility Curves for Pisco Quake,” Proceedings of the 8thInternational Conference on Urban Earthquake Engineering Tokyo
Institute of Technology, Tokyo, Japan, 2011.

Academic Societies & Scientific Organizations:• Peru Engineering Association (CIP)

Journal of Disaster Research Vol.8 No.2, 2013327