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8/13/2019 BASE ISOLATION TECHNOLOGIES
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International Association of Museum Facilities Administrators (IAMFA)
The 2003 IAMFA Annual Conference in San Francisco, California
September 21-24, 2003
BASE ISOLATION TECHNOLOGIES FOR SEISMIC
PROTECTION OF MUSEUM ARTIFACTS
Bujar Myslimaj, Scott Gamble, Darron Chin-Quee and Anton Davies
Rowan Williams Davies & Irvin Inc., Consulting Engineers
650 Woodlawn Road West, Guelph, Ontario, Canada, N1K 1B8
Brian Breukelman
Motioneering Inc.
650 Woodlawn Road West, Guelph, Ontario, Canada, N1K 1B8
INTRODUCTION
Base isolation technologies have been used traditionally to improve the seismic
performance of buildings and other large structures such as bridges, etc.. In recent years the
application of base isolation has been gradually extended to smaller structures - private
housing, computer servers storing valuable data as well as in the seismic protection of
museum artifacts. Installation of base isolation systems beneath showcases or sculptures
displayed inside or outside museums provides effective protection of important and
irreplaceable cultural properties and works of art (Fig. 1). Display cases or sculptures are
often rigidly connected to the floor (Fig. 2) thus being prone to intensive shaking and damageto contents or internal structures during seismic events.
Fig. 1 Conceptual representation of a base isolation system installed beneath a pod.
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Fig. 2 Current practice in museum displays.
Current seismic design codes consider showcases, preservation racks and shelves as non-
structural elements or components. Their seismic design is covered by code provisions fornon-structural elements, which focus mainly on the design of the connection of the non-
structural elements to the main structural system. Ensuring the seismic integrity of the
connection between the building structure and shelves, showcases, etc. does not guarantee the
safety of the showcase or shelf contents. Significant motion of artifacts supported on or
housed within display cases can occur, leading to damage. To improve the seismic
performance of non-structural components and avoid the permanent loss or breakage of
irreplaceable or expensive assets (Fig. 3), application of effective technologies that can
control the seismic response of non-structural components is needed.
Fig. 3 Avoiding the permanent loss or breakage of irreplaceable or expensive assets during a
seismic event should be the top priority.
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RECENT DEVELOPMENTS AND APPLICATIONS
Recently developed compact base isolation systems for small-scale structures are based on
sliding, rolling and rubber bearing techniques [1,2]. The rolling type design has proved to be
very effective in improving the seismic performance of non-structural components. In Japan, a
rolling type base isolation system called Tuned Configuration Rail (TCR) has been
successfully applied during recent years in seismic base isolation of private housing, computer
servers and more widely in museum showcases [3-6]. This system consists of eight wheelsand eight tuned configuration rails installed between two parallel platforms. These platforms
can move freely against each other in one orthogonal direction only (Fig. 4), which provides
for movement in any direction in the horizontal plane. By adjusting the curvature of the rails,
the system can be tuned so that its motion in the presence of a seismic event offsets the
motion of the supporting structure. It is a simple and compact base isolation system that can
be easily installed underneath existing (Fig. 5a) or new showcases (Fig. 5b).
Fig. 4 A TCR isolator designed for small size artifacts (courtesy of AS Inc., Japan).
Fig. 5 Base isolation systems installed under existing (a) or new (b) showcases (courtesy of
AS Inc., Japan).
a b
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Since the force that brings the system back to its initial/original position and the damping
force generated as a result of the friction between wheels and rails are both proportional to the
weight, the system can be easily adjusted for a wide range of museum applications. It reduces
the seismic response acceleration up to one tenth of the input excitation as shown in Fig. 6,
where the input motion (i.e. motion of the non-isolated platform) and the seismic response of
the base isolated platform in terms of acceleration are plotted for comparison. Results shown
in Fig. 6 are taken from a recent 3-dimensional seismic performance shaking table test. The
shaking table can simulate the earthquake ground motion. In the example, the inputacceleration wave corresponds to the North-South direction of ground motion recorded during
the Kobe earthquake of January 17, 1995 with peak acceleration of 818gal
(1gal=1cm/s2=0.001g, where g is gravity acceleration). Peak response acceleration of the
system is 72gal, or approximately 1/12 of the magnitude of the input motion.
Fig. 6 Shaking table test results for a TCR isolator.
Table 1 illustrates the significance of the input earthquake ground motion levels and the
output or the base-isolated motion levels shown in Fig. 6.
Depending on the showcase or display location inside the museum, the TCR design can beeasily adapted to meet the aesthetic and seismic performance requirements (Fig. 7). For the
existing showcases enclosed directly against a wall, the base isolation system can be designed
in the form of an integrated set of isolated platforms that can be installed within the
showcases, offering thus a cost and time effective solution. Applications are also not limited
to indoor locales as a TCR can be installed outdoor where valuable art works (sculptures,
statues) are often displayed (Fig. 8). For these applications the TCR’s can be readily designed
to meet stringent aesthetic and performance requirements.
INPUT ACCERALATION N/S
-1000-800-600-400
-2000
2004006008001000
0 5 10 15 20 25 30 35TIME(sec)
A C C ( g a l
OUTPUT ACCERALATION N/S
-1000-800-600-400
-2000
2004006008001000
0 5 10 15 20 25 30 35TIME(sec)
A C C ( g a l
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Table 1 Overview of earthquake ground motion levels in relation to human perception and
damage potential [7]
EarthquakeIntensity
IMM Description
Approximate peak
ground horizontal
acceleration (gal)I Detected with sensitive instrumentation
II Felt by few persons on upper levels; suspendedobjects may swing
<3
III Felt noticeably indoors, but not alwaysrecognized as an earthquake; parked cars rock
slightly
3-7
IV Felt indoors by many, some people awaken;
parked cars rock noticeably7-15
V Felt by most people; cracked plaster in a few
places; disturbances of trees, poles, and othertall objects sometimes noticed
15-30
VI Felt by all; many are frightened; a few
instances of fallen plaster; slight damage 30-70San Francisco
1957VII Everybody runs outdoor; damage to buildings
varies, depending on the quality of the
construction
70-150
Taft, 1952 VIII Panel walls thrown out of frames; walls,
monuments, chimneys fall; drivers disturbed150-300
El Centro1940
IX Buildings shifted off foundations, cracked,thrown off plumb, ground cracked;
underground pipes broken
300-700
Northridge, 1994
Kobe, 1995
X Landslides; rails bent; most masonry and
framed structures destroyed; ground cracked700-1500
XI Bridges destroyed; broad fissures in ground;
earth slumps and land slips in soft ground1500-3000
XII Total destruction 3000-7000
Fig. 7 Works of art on base isolated display platforms (courtesy of AS Inc., Japan).
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Fig. 8 A base isolated statue in display outside the museum (courtesy of AS Inc., Japan).
OTHER IMPORTANT CONSIDERATIONS
The evaluation of seismic performance of the base isolation systems for museum artifacts
requires detailed information on the system’s fundamental dynamic response properties (i.e.,factors affecting its characteristic motion and response to a disturbing force). In addition, a
reliable prediction of input motion characteristics (i.e., ground motion during an earthquake)
is required at the site where the museum is located. This would normally lead to additional
analyses to generate site-specific ground motions [8] or seismic design spectrum compatible
input ground motions needed for performance evaluation [9].
Besides the use of analytical methods for seismic performance evaluation, shaking table
testing has been also used to verify the seismic performance of the isolation systems. This
approach has been used in addition to the analytical one, and has proven to be very important,
particularly at the early stage of the design.
CONCLUDING REMARKS
Rolling type base isolation systems have been proven to be very effective in improving
the seismic performance of operational and functional components attached to the main
structural system. Recently, a rolling type base isolation system called Tuned Configuration
Rail (TCR) has been successfully applied during the last few years in seismic base isolation of
private housing, computer servers and more widely in museum showcases. It is a compact
isolator that significantly reduces the acceleration response and can be easily installed
underneath new or existing showcases, preservation racks, shelves and statues.
REFERENCES
1. Iiba, M., Midorikawa, M., Yamanouchi, H. and Myslimaj, B. (1999), “Three dimensional
shaking table tests on seismic behavior of isolators for houses”, Proceedings of the 30-th Joint Meeting of U.S.-Japan Panel on Wind and Seismic Effects, UJNR, May 1999,
Tsukuba, Japan.
2. Myslimaj, B., Iiba, M. and Midorikawa, M. (1999), “3-dimensional shaking table tests on
base-isolation systems for houses”, International Workshop on Seismic Isolation, Energy
Dissipation and Control of Structures, 6-8 May 1999, Guangzhou, China.
3. Yamada, C., Iiba, M., Myslimaj, B., Inoue, K., Seki, M., Hasegawa, O., Yatsuhashi, M.,
Yasui, Y. and Akimoto, M. (1999), “Three dimensional shaking table tests on seismic
behavior of isolators for houses - Part 2: Effect of bi-directional and vertical earthquake
TTHHEE NNAATTIIOONNAALL MMUUSSEEUUMM OOFF WWEESSTTEERRNN AARRTT
2 SETS OF TCR SEISMIC ISOLATORS
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motions on characteristics of isolators”, Summaries of Technical Papers of Annual
Meeting of Architectural Institute of Japan, Vol. B-2, pp. 743∼744 (in Japanese).4. Inoue, K., Iiba, M., Myslimaj, B., Yamada, C., Seki, M., Hasegawa, O., Yatsuhashi, M.
and Yasui, Y. (1999), “Three dimensional shaking table tests on seismic behavior of
isolators for houses - Part 3: Effect of unbalanced weight on characteristics of isolators”,
Summaries of Technical Papers of Annual Meeting of Architectural Institute of Japan,
Vol. B-2, pp. 745∼746 (in Japanese).
5. Enomoto, T., Omori, Y., Iiba, M. and Myslimaj, B. (1999), “Three dimensional shakingtable tests on seismic behavior of isolators for houses - Part 6: Effect of base isolation on
the response of superstructure”, Summaries of Technical Papers of Annual Meeting of
Architectural Institute of Japan, Vol. B-2, pp. 751∼752 (in Japanese).
6. Egmond J.V. and Myslimaj, B. (2002), “Seismic damage control technologies for
protection of national assets and treasures”, Presentation at Public Works and
Government Services Canada, August 2002, Ottawa, Canada.
7. Richter, C.R. (1958), “Elementary Seismology” , W.H. Freeman, San Francisco.
8. Myslimaj, B. and Matsushima, Y. (1997), “Stochastically based estimation of site-
specific ground motion parameters: - A design oriented approach -”, Proceedings of the
Seventh International Conference on Computing in Civil and Building Engineering
(ICCCBE-VII), 19-21 August 1997, Seoul, Korea, VOLUME 2, pp. 1265∼1270.
9. Myslimaj, B. and Matsushima, Y. (1997), “Inelastic earthquake response of structures
accounting for local soil conditions” , Journal of Structural and Construction
Engineering, Transactions of AIJ , No. 497, pp. 47∼55.
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