'I IIIII ENGINEERING RESEARCH State University of New York at Buffalo June 10, 1991 Evaluation of SEAOC Design Requirements for Sliding Isolated Structures by D. Theodossiou and M. C. Constantinou Department of Civil Engineering State University of New York at Buffalo Buffalo, New York 14260 Technical Report NCEER-91-0015 REPRODUCED BY U.s. DEPARTMENT OF COMMERCE NATIONAL TECHNICAL INFORMATION SERVICE SPRINGFIELD, VA 22161 This research was conducted at the State University of New York at Buffalo and was partially supported by the National Science Foundation under Grant No. EeE 86-07591.
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'I IIIIIENGINEERING RESEARCH
State University of New York at Buffalo
June 10, 1991
Evaluation of SEAOC Design Requirementsfor Sliding Isolated Structures
by
D. Theodossiou and M. C. ConstantinouDepartment of Civil Engineering
State University of New York at BuffaloBuffalo, New York 14260
Technical Report NCEER-91-0015
REPRODUCED BYU.s. DEPARTMENT OF COMMERCE
NATIONAL TECHNICALINFORMATION SERVICESPRINGFIELD, VA 22161
This research was conducted at the State University of New York at Buffalo and was partiallysupported by the National Science Foundation under Grant No. EeE 86-07591.
NOTICEThis report 'was prepared by the State University of New Yorkat Buffalo as a result of research sponsored by the NationalCenter for Earthquake Engineering Research (NCEER). NeitherNCEER, associates of NCEER, its sponsors, State University ofNew York at Buffalo, nor any person acting on their behalf:
a. makes any warranty, express or implied, with respect to theuse of any information, apparatus, method, or processdisclosed in this report or that such use may not infringe uponprivately owned rights; or
b. assumes any liabilities of whatsoever kind with respect to theuse of, or the damage resulting from the use of, any information, apparatus, method or process disclosed in this report.
50272-101
REPORT DOCUMENTATION /1. REPORT NO.
PAGE ·1 NCEER-91-0015 I~3. PB92-11~602
4. Title and Subtitle
Evaluation of SEAOC Design Requirements for SlidingIsolated Structures
5. Report Date
June 10, 1991
7. Aothor(s)
D. Theodossiou and M. C. Constantinou8. Performing Organization Rept. No;
9. Perfonnlng Organization Name and Address
Department of Civil ·EngineeringState University of New York at BuffaloBuffalo, New York 14260
10. Projec:t/Task/Worlc Unit No.
11. ContracteC) or GranteG) No.
(C) ECE 86-07591
eG) BCS-8857080
12. Sponwring Organization Hame·and Address ".. National Center for Earthquake Engmeermg Research
State University of New York at Buffalo.Red Jacket QuadrangleBuffalo, New York 14261
13. Type of~eport & Period Covered
Technical Report
14.
15. Supplementary Notes • •This research was conducted at the State University of New York at Buffalo and waspartially supported by the National Science Foundation under Grant No. ECE 86-07591.
16. Abstract (Umit: 200 words)
The Structural Engineers Association of California (SEAOC) developed in 1990 thedocument IITentative General Requirements for the Design and Construction of SeismicIsolated Structures ll
• The SEAOC document specifies analysis procedures for seismicallyisolated structures, including a static and dynamic analysis procedure. Described in thisreport is a study that concentrated on verifying these procedures for sliding seismicallyisolated structures. The study involved the following: 1) evaluation of the response ofsliding seismically isolated structures with stiff and flexible superstructure; 2) comparison of dynamic analysis results with the results of th~ static analysis procedure ofSEAOC. The main conclusion reached is that a degree of conservatism exists in theSEAOC static analysis procedures. Specific cases are studied and the differencesquantified.
L.~:::-::::,:,,"=- -:---:-_--:-_--::~_...:U~~nc~la:,::s:,::s:.:.i~fi~e~d:..- ~~:;;;;:;-;;;;;;;;V2"(4=m(~~'ANSI-:L~Q.1Rl c __ •__•••.••.•_. __ D ..._.__ OPTIONAL FORM 272 (4-77)
11111111111,---Evaluation of SEAOC Design Requirements
for Sliding Isolated Structures
by
D. Theodossiou1 and M.C. Constantinou2
June 10, 1991
Technical Report NCEER-91-00l5
NCEER Project Numbers 89-2101 and 90-2101
NSF Master Contract Number ECE 86-07591
and
NSF Grant Number BCS-8857080
1 Research Assistant, Department of Civil Engineering, State University of New York atBuffalo
2 Associate Professor, Department of Civil Engineering, State University of New York atBuffalo
NATIONAL CENTER FOR EARTHQUAKE ENGINEERING RESEARCHState University of New York at BuffaloRed Jacket Quadrangle, Buffalo, NY 14261
"II
PREFACE
The National Center for Earthquake Engineering Research (NCEER) is devoted to the expansionand dissemination of knowledge about earthquakes, the improvement of earthquake-resistantdesign, and the implementation of seismic hazard mitigation procedures to minimize loss of livesand property. The emphasis is on structures and lifelines that are found in zones of moderate tohigh seismicity throughout the United States.
NCEER's research is being carried out in an integrated and coordinated manner following astructured program. The current research program comprises four main areas:
• Existing and New Structures• Secondary and Protective Systems• Lifeline Systems• Disaster Research and Planning
This technical report pertains to Program 2, Secondary and Protective Systems, and more specifically, to protective systems. Protective Systems are devices or systems which, when incorporated into a structure, help to improve the structure's ability to withstand seismic or other environmentalloads. These systems can be passive, such as base isolators or viscoelastic dampers;or active, such as active tendons or active mass dampers; or combined passive-active systems.
Passive protective systems constitute one of the important areas of research. Current researchactivities, as shown schematically in the figure below, include the following:
1. Compilation and evaluation of available data.2. Development of comprehensive analytical models.3. Development of performance criteria and standardized testing procedures.4. Development of simplified, code-type methods for analysis and design.
Base Isolation Systems... -------1 Program 1
Analytical Modeling and Data Compilation 1Experimental Verification and Evaluation ... I - Seismicity and
~ /I Ground Motion1 ______ -
Performance Criteria andTesting Procedures
t--------11Program 2 I
- 1 II - Secondary 1
Methods for Analysis 1 Systems 1and Design
1 ______ --
iii
This report addresses a recently published SEAOC document entitled Tentative General Requirementsfor the Design and Construction ofSeismic Isolated Structures, in which static anddynamic analysis procedures are specified for seismically isolated structures. Specifically,analysis procedures for sliding systems are evaluated based on either test results or dynamicnonlinear time history analysis. The main conclusion reached is that a degree of conservatismexists in the SEAOC static analysis procedures. Specific cases are studied and the differencesquantified.
iv
ABSTRACT
The Structural Engineers Association of California (SEAOC) developed a document
in 1990 entitled 'Tentative General Requirements for the Design and Constmction of Seismic
Isolated Stmctures': The document specifies analysis procedures for seismically isolated
structures, including a static and a dynamic analysis procedure.
This study concentrates on verifiying these procedures for sliding seismically isolated
structures. The study involves the following:
(1) Evaluation of the response of sliding seismically isolated structures with stiff and
flexible superstructure, and
(2) Comparison of dynamic analysis results to results of the static analysis procedure of
SEAOC.
v
ACKNOWLEDGMENTS
Financial support for thiswork has beenprovided by the National Center for Earthquake
Research (Contract Nos. 89-2101 and 90-2101) and the National Science Foundation (Grant
BCS-8857080). This work represents a product of accumulated knowledge on the behavior
of sliding isolation systems at SUNYjBuffalo which has been the result of research funded
by the National Science Foundation (Grant BCS-8857080), the National Center for Earth
quake Engineering Research (Contract Nos. 87-2002, 88-2002A, 89-2101 and 90-2101) and
various industrial sponsors (Watson Bowman Acme Corp., MTS Systems Corp., GERB
Vibration Control and Earthquake Protection Systems, Inc.).
Dr. Charles Kircher, president of Charles Kircher and Accociates, Inc. of Mountain
View, California and chairman of the Base Isolation Subcommittee of the Seismology
Committee of the Structural Engineers Association of Northern California, supplied the
earthquake records used in this study and provided interpretation on details of the SEAOC
Seismic Isolation Requirements. Dr. Kircher and Dr. Bahman Laskari, of Jack Benjamin and
Associates, Inc. of Mountain View, California, reviewed the technical content of the report
and performed confirmatory analysis of selected results.
Preceding page blank
TABLE OF CONTENTS
SECTION TITLE PAGE
1
2
2.1
2.2
2.2.1
2.2.1.1
2.2.1.2
2.2.2
2.2.2.1
2.2.2.2
2.2.2.3
2.2.2.4
2.2.3
2.2.3.1
2.2.3.2
2.3
INTRODUCTION .
SEAOC DESIGN PROCEDURE FOR ISOLATED STRUCTURES ..
General Requirements. . .
Design Methods. . .
Equivalent Static Method .
Conditions for Use ..
Design Formulae .
Dynamic Lateral Response Procedure .
Conditions for Use .
Ground Motion Design Spectra .
Time Histories .
Response Spectrum Analysis .
Lower Bound Limits on Applying the Results of a Dynamic
Analysis Procedure .
Isolation System and Structural Elements Below the
Isolation Interface ..
Structural Elements Above the Isolation Interface .
TABLE 4.6 Axial load carried by each one of the bearings, for 1 • story and 8 • story isolatedstructure, as a proportion of the total weight WT of the structure.
Bearing Load/WTNo#
1 0.00625
2 0.0125
3 0.0125
4 0.0125
5 0.015625
6 0.01875
7 0.01875
8 0.01875
9 0.009375
10 0.0125
11 0.025
12 0.025
13 0.025
14 0.03125
15 0.0375
16 0.0375
17 0.0375
Bearing Load/WTNo#
18 0.01875
19 0.0125
20 0.025
21 0.025
22 0.025
23 0.03125
24 0.0375
25 0.0375
26 0.0375
27 0.01875
28 0.0125
29 0.025
30 0.025
31 0.025
32 0.03125
,33 0.0375
34 0.0375
Bearing Load/WTNo#
35 0.0375
36 0.01875
37 0.00625
38 0.0125
39 0.0125
40 0.0125
41 0.015625
42 0.01875
43 0.01875
44 0.01875
45 0.009375
4-11
9 18 27 _36 45-I I I L
8 117 126 135 44 LTn---,- -~ - -, --I
1 I I7 -Jl~ _ ~5_ ~3!. - 1
43t- -
I I I
6 115 124 I 42,-,3~ _ t~--,--r co
I ~9. I ~t~ __~14-_ .13_ ~3!. _ 41
TI I I
4 113 122 I40-,3!.. _ tn---,--r-
0
I I I(!)....
~ _ -Jl!. _ .u1 _ ~3!L _ tII
39 '0N
I I I l<
coI I I 38.~ _ ...,1!.. _ ~O _ ...,22... _ t
I I I1 110 119 128 37
14
4 X 20'= 80' -I
FIGURE 4-2 Plan view of the base of the building models used in the analyses andnumbering of the bearings.
4-12
4.2.3 SEAOC Design Values for the Isolation System Properties
The intent ofthis study is to perform a series ofnonlinear dynamic analyses and evaluate
the response of isolated structures located in Seismic Zone 4 (Z =0.4), 15km or greater from
an active fault (N =1), with various soil types (coefficient S) and supported by the Friction
Pendulum System. These response values are compared with the design values that SEAOC
specifies through a static analysis procedure. For this comparison, the SEAOC static analysis
procedure was applied and the calculated isolation system displacements and base shear force
values are listed in Table 4.7. The response quantities are presented as function of the soil
type and isolation system properties (radius of curvature, R, and maximum coefficient of
friction, fmax).
4.3 Program 3D·BASIS
The nonlinear analysis program 3D-BASIS (Nagarajaiah et aI, 1989) was used in all
the analyses made in this study. This program was developed as an efficient tool for analysis
of base-isolated structures, in which the superstructure remains elastic during the earthquake
and any nonlinear behavior is restricted to the isolation system. This program offers special
options for the mathematical modeling of isolation systems, such as linear elastic, viscous,
hysteretic and frictional elements with uni-directional and bi-directional behavior. All these
elements are located at the base of the structure. The analysis methodology is based on the
following assumptions:
(1) Superstructure remains elastic.
(2)Each floor has three degrees of freedom, X and Y translations and rotation
about the center of mass of the floor.
(3)There exists a rigid slab at the base level that connects all isolation elements.
The three degrees of freedom at the base are attached to the center of mass
of the base.
4-13
TABLE 4.7 Displacement and base shear over weight ratio values according to SEAOC staticanalysis procedure for use in comparison with the results of nonlinear dynamic analysesperformed in this study.
Sliding Isolation System Properties
SoilR=39.132 in R=88.048 in R=88.048 in(Tb=2 sec.) (Tb= 3 sec.) (Tb= 3 sec.) Type
FIGURE 4-3 Comparisons of base displacement time histories obtained by programs3D-BASIS, DRAIN-2D and a rigorous analysis program for 1 . story structure subjected toSan Fernando (220) S90W earthquake component in the longitudinal direction. Scaling ofthe record is based on PGV according to Table 7.4
FIGURE 4-4 Comparisons of base displacement time histories· obtained by programs3D-BASIS, DRAIN.2D and a rigorous analysis program for 8 - story structure subjected toSan Fernando (220) S90W earthquake component in the longitudinal direction. Scaling ofthe record is based on PGV according to Table 7.4
4-19
(a),,-...
4.0(f)W IMPERIAL VALLEY EL CENTRO (117) S90W PGV SCALEDI l-STORY STRUCTURE / Tise = 3 SEC / Fmax 0.10U
PGV = 18.9 IN/SECZ........" 2.0f-Zw2w 0.0u~0..(f)
0-2.0
W(f) --3D-BASIS« - - - 20 RIGOROUS ANALYSISco
-4.00 5 10 15 20
TIME (SECS)
(b),,-...(f) 4.0 ~ ----------------------,W IMPERIAL VALLEY EL CENTRO (117) S90W PGV SCALEDG 1-STORY STRUCTURE / Tise = 3 SEC / Fmox = 0.10Z PGV = 18.9 IN/SEC
FIGURE 4-5 Comparisons of base displacement time histories obtained by programs3D-BASIS, DRAIN-2D and a rigorous analysis program for 1 - story structure subjected toImperial Valley EI Centro (117) S90W earthquake component in the longitudinal direction.Scaling of the record is based on PGV according to Table 7.4
,--...(f) 4.0 ...,..--------------------------,W IMPERIAL VALLEY EL CENTRO (117) S90W PGV SCALEDG 8-STORY STRUCTURE / lise = 3 SEC / Fmax = 0.10Z PGV = 18.9 IN/SEC , .... - \......., 2.0 \ __ ,
FIGURE 4-6 Comparisons of base displacement time histories obtained by programs3D-BASIS, DRAIN-2D and a rigorous analysis program for 8· storystructure subjected toImperial Valley EI Centro (117) S90W earthquake component in the longitudinal direction.Scaling of the record is based on PGV according to Table 7.4
FIGURE 4-7 Comparisons of base displacement time histories obtained by programs3D-BASIS, DRAIN-2D and a rigorous analysis program for 1- story structure subjected toEureka (023) N44Eearthquake component in the longitudinal direction. Scaling of therecord is based on PGV according to Table 7.4
FIGURE 4-8 Comparisons of base displacement time histories obtained by programs3D-BASIS, DRAIN-2D and a rigotous analysis program for 8· story structure subjected toEureka . (023) N44E earthquake component in the longitudinal direction. Scaling of therecor«i ~ based on PGV according to Table 7.4
4-23
to the calculation of peak isolator displacements, and
(2)Bilinear (non-velocity dependent) elements can be used to accurately calculate the
displacement response of sliding isolation systems.
4-24
SECTION 5
COMPARISON OF SEAOC STATIC PROCEDURE TO SHAKE TABLE TESTS
Experimental data are essential for the verification of simplified design procedures
like the SEAOC static procedure. In this regard, the experimental results from shake table
testing ofsliding isolation systems are utilized (Mokha et aI, 1990b and 1991). Similar attempts
for elastomeric and combined elastomeric - sliding systems have been reported by Chalhoub
and Kelly, 1990 and Griffith et aI, 1988.
5.1 Experimental Setup
5.1.1 Superstructure
The main purpose of the shake table tests carried by Mokha et al 1990b, was to
investigate the feasibility of the Friction Pendulum System in isolating taller buildings with a
large aspect ratio. Shake table tests were performed on a 1/4-scale artificial mass simulation
model ofa six-story steel moment resisting frame. In this model, the ratio ofheight to maximum
distance between bearings was 2.25. The three bay model (Figure 5-1) had a weight of 51.4
kips. The fundamental frequency of the scaled model was 2.34 Hz or 1.17 Hz in prototype
scale. This value is consistent with the behavior of a typical 6 - story moment resisting frame.
The columns of the model were bolted to two heavy W14X90 sections and four bearings were
placed between these beams and the shake table.
5-1
3@
4'=1
2'I"
,I4'
'"'"..
I
FP
SB
EA
RIN
G
L1Y2
x1V2
.X'4
TYR
SH
AK
ET
AB
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8
... ,7rI
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~/"
...
/"-.
.TY
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l
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I/"-I~'2Kips
• NTY
R
FIG
UR
E5-
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odel
used
for
shak
eta
ble
test
ing.
5.1.2 Isolation System
The isolation system consisted of four FPS bearings which were placed under the base
of the model at 8 feet distance as shown in Figure 5-1. In this configuration, the aspect ratio
of the height of the model to distance between bearings is 2.25. The radius of curvature R,
was equal to 9.75 inches (39 in. in prototype scale). This radius resulted in a period of 1seconds
( 2 seconds in the prototype scale). Two different bearing materials were used:
(1)A form of woven Teflon under bearing pressure of about 20 ksi. The
frictional properties of this material, when in contact with the polished
metal surface, followed the law of equation 4.3 with fmax = 0.075, Df =
0.035 and a = 1.1 sec/inch.
(2)A material which carries the trade name Techmet B (product of Oiles
Industry Co., Japan). Average pressure at the sliding interface was about
7 ksi. Under these conditions, this material exhibited a higher coefficient
of friction than the other bearing material. The frictional properties of this
material werefmax = 0.095, Df = 0.045 and a = 0.9 sec/inch.
5.1.3 Test Program
The isolated model was tested with six different earthquake motions. The character
istics of these earthquake motions are listed in Table 5.1. The records have significantly dif
ferent frequency content, with Hachinohe and Mexico City being long period motions. The
records were time scaled by a factor of two to satisfy similitude requirements of the quarter
scale model. The time scaled Mexico City motion has a frequency content almost entirely at
1 Hz, which coincides with the rigid body mode frequency of the isolated model.
The earthquake tests were performed at varying peak acceleration levels for each of
the signals. Each earthquake signal was run at increasing levels of peak table acceleration
5-3
TABLE 5.1 Earthquake records used in test program.
PREDOMINANTNOTATION RECORD PEAK ACCEL. FREQ.RANGE MAGNITUDE
(g) (Hz)
El Centro Imperial Valley 0.34 1- 4 6.7SOOE May 18, 1940
Component SOOE
Taft KemCounty 0.16 0.5 - 5 7.2N21E July 21, 1952
ComponentN21E
Pacoima San Fernando 1.08 0.25 - 2 6.4S74W February 9,1971
Component S74W
Pacoima San Fernando 1.17 0.25 - 6 6.4SI6E February 9, 1971
Component S16E
Miyagi- Tohoku Univ. 0.16 0.5 - 5 7.4Ken-Oki Sendai, Japan
EW June 12, 1978Component EW
Hachinohe Tokachi-Oki 0.23 0.25 - 1.5 7.9NS Earthq., Japan
May 161968Component NS
Mexico SCT Building 0.17 0.5 8.1City Seppt. 19, 1985
Component N90W
5-4
until the peak interstory drift reached approximately the value of 0.18 inches or 0.005 times
the story height. This value has been analytically determined to be the limit of the elastic
behavior of the structure.
5.2 SEAOC Static Analysis Procedure
As stated in Section 2, the design displacement formula prescribed by SEAOC is:
D = IOZNSTB
(5.1 )
where T is the effective period of the system and B is a damping related term. Both depend
on the isolation system properties and the displacement of the system. Parameters Z, Nand
S are dependent on the earthquake motion. For comparison of the predictions of equation
5.1 to the experimental results, parameters Z, Nand S must be properly selected.
In the studies of Chalhoub and Kelly, 1990 and Griffith et aI, 1988, parameter S was
selected according to the frequency content of the motion. Product ZN was interpreted as the
velocity related coefficient Av in accordance to ATC 3-06 (ATC, 1978).
The interpretation of product ZNS is different in this study. It is based on equation 5.1
and the 5% spectraof the earthquake motions. For 5% damping, parameter B =1. Accordingly,
the term 10ZNS is the ratio between D and T. Thus, in the displacement spectrum of an
earthquake motion, this ratio is expressed as the tangent of a straight line starting from the
origin of the axes and trying to approximate an ideal spectrum, where proportionality between
the period (T) and the displacement (D) exists.
Accordingly, for the evaluation of the displacements of the model used in the shake
table tests according to the SEAOC equivalent static method, an estimation of the factor ZNS
for the respective earthquake excitations was preceded by applying the above mentioned
concept. Figure 5-2 shows the 5% damping elastic displacement spectra of the earthquake
motions (not scaled in time) that were used in the experiments and the proposed linear ones.
5-5
(a)
EL CENTRO SOOE :100% 150~ 200~
5~ ELASTIC SPECTRA30
ZNS=O.603ZNS=O.804Vi'
~ 25o~
~ 20 ZNS=0.402w::2wo:5 15n..~a<i 10e:t:IoW
~ 5
o " I I Ii' I i II I Ii' II r II' i I I I II I I I i I I I I r I j iii I I Iii' I i II I I i I
o 1 2 J 4 5PERIOD (SEeS)
(b)
TAFT NZ1E :100% 300%5~ ELASTIC SPECTRA
25
IZ
~ 15wo:5n..510go~ 5Vl
2 3PERIOD (SEeS)
4 5
ZNS=O.465
ZNS=O.155
FIGURE 5-2 Displacement spectra for 5% Damping of records used in shake table testing(in prototype scale) and corresponding ZNS values.
The spectra were constructed from the recorded table motions. The percentage figure in
Figure 5-2 represents the acceleration scaling of the original earthquake record. For example,
the figure 200% implies an increase of the peak ground acceleration of the actual record by
approximately a factor of 2.
The linear spectra were selected so that they give equivalent or conservative results
when compared to the actual spectra in the period range from 1.0 to 2.0 seconds. This range
contains the effective period ofthe tested sliding isloated structure. One should note, however,
that the selection of the ZNS values is rather arbitrary and that several different values could
fit the jagged shape of the test spectra at long periods. In some cases, the ZNS values in this
study compare well with the ZNS values used by Chalhoub and Kelly, 1990 and Griffith et aI,
1988. Table 5.2 compares ZNS values used in those studies and in this study.
The greatest uncertainty in the selected ZNS values occurs in the cases of long period
motions like the Hachinohe and Mexico City motions. The spectra of these motions have a
predominant peak which resembles the spectra of harmonic motions. An appropriate value
of ZNS in these cases could be the one corresponding to a linear spectrum which matches the
actual spectral displacement at the effective period of the isolation system.
5.3 Comparison of Experimental Results and Design Values According to SEAOC Static
Analysis Procedure
Tables 5.3 and 5.4 provide information on the experimental results (extrapolated to
prototype) of the displacement and the base shear coefficient of the tested model. The
respective values according to SEAOC design formulae are also listed. For the calculation of
the SEAOC design values, the procedure described in Section 2.3 was employed. The base
shear over weight ratio was calculated without the 1.5 reduction factor to be consistent with
the experimental value.
5-10
A direct observation can be made on the fact that SEAOC formulae consistently
overestimate the displacement of the isolation system and the base shear coefficient, as they
were recorded during the experiments. This observation is more intent in the case were the
model was excited with long period motions. The ratio of SEAOC displacement to the
experimental value for various earthquakes appears to be larger than those reported by
Chalhoub and Kelly, 1990 and Griffith et aI, 1988 for elastomeric and combined elastomer
ie/sliding isolation systems.
In the case of long period motions, like the Mexico City earthquake, the calculated
SEAOC displacements are considerably larger than the experimental ones. Concentrating
on the case of Mexico City 70% motion (Figure 5-2g), we repeat the calculations with a
different interpretation of the ZNS value. We interpret this value as the one which results in
a linear spectrum that intersects the actual displacement spectrum at the effective period of
the isolation system. For the case of the system with fmax = 0.075 and R = 39 in., several
iterations were needed before arriving at the modified ZNS value of 0.6, effective period T
= 1.67 sees and displacement D = 6.89 in. The linear spectrum for ZNS = 0.6 is shown with
dashed line in Figure 5-2g. The calculated displacement is considerably less than the one
calculated with ZNS equal to 1.162 (Table 5.4). It is still, however, about 1.86 times the
experimental one.
In the case of the base shear coefficient, SEAOC design values are also consistently
conservative to the ones during the experiments. The ratio between the two values is lower
than the ratio of the displacement values and this is attributed to the fact that the displacement
and the base shear coefficient are not straightproportional, but they are rather related through
equation 2.13, where the constant value of fmax mediates. It should be noted, however, that
equation 2.13 (SEAOC formula for base shear in sliding isolation systems) predicts accurately
the experimental results, provided that the experimental value of displacement is used. For
example, if the experimental displacement of 4.92 in. for the El Centro 200% motion (see
Table 5.3) is used in equation 2.13, the result is Vb = 0.22W which is almost exact (0.218W).
5-11
TABLE 5.2 Comparison of the peak acceleration and ZNS values used by Cbalhoub andKelly, 1990 and Griffith et ai, 1988 with the ones used in this study.
This study Other studies
Motion Peak ZNS Peak ZNSAcceleration Acceleration
(g) (g)
ElCentro 0.68 0.804 0.65 0.971SOOE
Pacoima Dam 0.56 0.613 0.50 0.578S16E
TaftN21E 0.53 0.465 0.74 0.825
5-12
TABLE 5.3 Shake table testing results (extrapolated to prototype) for the higher frictionmaterial (fmax =0.095) and comparison to SEAOC design values.
FIGURE 6-9 Artificial record N0#9 compatible with O.4g S3 Design Spectrum and comparisonof its spectrum with the target spectrum.
6-11
TABLE 6.1 Summary of results of maximum base displacement at geometric center of 1 story isolated structure excited in the transverse (T) direction by artificial records compatibleto design spectra and comparison of these displacememts with the design displacementsaccording to SEAOC static analysis procedure.
Sliding Isolation System Properties.
R=39.132 in R=88.048 in R=88.048 inSoil (Tb= 2 sec.) (Tb= 3 sec.) (Tb= 3 sec.)
Typefmax=O.10 fmax=O.05 fmax=O.10
Analysis SEAOC Ratio * Analysis SEAOC Ratio * Analysis SEAOC Ratio *(inch) (inch) (inch) (inch) (inch) (inch)
SI 1.43 2.81 1.97 3.44 5.28 1.53 1.96 3.11 1.59
S2 3.85 5.72 1.49 8.31 10.19 1.23 4.14 6.32 1.53
S3 6.92 9.06 1.31 9.73 16.31 1.68 6.53 10.55 1.62
* SEAOC/Analysis
6-12
TABLE 6.2 Summary of results of maximum base displacement at geometric center of 8 •story isolated structure excited in the transverse (T) direction by artificial recordscompatible to design spectra and comparison of these displacememts with the designdisplacements according to SEAOC static analysis procedure.
Sliding Isolation System Properties.
R=39.132 in R=88.048 in R=88.048 inSoil (Tb= 2 sec.) (Tb= 3 sec.) (Tb= 3 sec.)
Typefmax=O.10 fmax=O.05 fmax=O.10
Analysis SEAOC Ratio * Analysis SEAOC Ratio * Analysis SEAOC Ratio *(inch) (inch) (inch) (inch) (inch) (inch)
soil site, three identical analyses were performed corresponding to the three artificial records
whose spectra match the design spectrum. The maximum value of the displacement of the
isolation system calculated by those three analyses was the one of interest and is shown in
Tables 6.1 and 6.2. Also listed in these tables are the corresponding design displacements
according to SEAOC static analysis procedure, and the ratio between them and those esti
mated from the time history analyses of this study.
The SEAOC design formulae consistently overestimate the time history analysis results
by an average factor of about 1.5. There is no special trend for a magnification or a reduction
of the ratios of the displacements evaluated from the two approaches as a function of the soil
type or isolation system properties. Rather, a random distribution of the ratio values is
observed with respect to the soil type and the isolation system properties. It is interesting to
note (see Tables 6.3 to 6.8) that the isolation system displacements in the 8 - story structure
are either larger or smaller than the corresponding displacements of the 1 - story structure.
Clearly, the flexibility of the superstructure has important effects on the response of the
isolation system, particularly in the case of sliding isolation systems in which higher mode
response occurs (Constantinou et aI, 1990a and Mokha et aI, 1990b).
Another important observation is that, essentially, the rotation of the base ofthe I-story
structure due to mass eccentricity is negligible. Tables 6.3 through 6.5 provide supplementary
information for the I-story structure where it can be seen that the ratio of the displacement
between the corner bearing and the displacement at the center of mass of the base did not
exceed the value of 1.02. At this point, it is interesting to refer to the results of the work done
by Kircher and Lashkari, 1989, where for bilinear hysteretic behavior in the isolation system
and for a 5% mass eccentricity and a rigid superstructure, corner bearing displacements up
to 1.66 times the displacement at the center ofmasswere calculated. For the FrictionPendulum
System, this behavior (which will also be discussed in other comparison approaches in Sections
7 and 8) indicates that, essentially, the resultant lateral force of the FPS bearings develops at
the center of mass of the structure, thus no rotation occurs during an earthquake excitation.
6-20
This significantproperty is attributed to the fact that for each individual bearing, the developed
lateral force is proportional to the weight carried by the bearing. (See equations 2.9, 4.6).
Zayas et al 1987, has confirmed this behavior in shake table tests. The ratio of the corner
bearing displacement to the displacement at the center of mass of the base is, according to
SEAOC, given by equation 2.6. For the analyzed structure, this ratio is 1.24. When a more
rational analysis is used, SEAOC allows the use of a smaller ratio which is not less than 1.1.
The property of the Friction Pendulum System to resist torsion becomes less apparent
in the case of the 8-story structure (see Tables 6.6 through 6.8). A maximum ratio between
the corner bearing displacement and the displacement at the center of mass of the base of
1.22 is observed. In the 1 - story structure, this ratio was only 1.02. An explanation for this
difference is provided by the statement that in the 8 - story structure, an eccentricity between
the mass center and the rigidity center existed in eight out of nine levels of the structure (at
the isolation level there was no eccentricity since the lateral force developed at the FPS
bearings was proportional to the axial load on the bearing). In the 1 - story structure, this
eccentricity existed for the one out of two levels of the structure. In general, the eccentric
inertia forces in the flexible superstructure result in torsional motion of the superstructure
which "drives" the isolation system in similar motion. The SEAOC static design procedure
does not account for the property of sliding isolation systems, and in particular the Friction
Pendulum System, to reduce torsional effects due to mass eccentricity, especially for rigid or
very stiff superstructures.
Finally, it is evident by observing Tables 6.3 through 6.8 that the excitation of both the
structures in the transverse (T) direction resulted in the development of forces only in that
direction. The occurrence of small values of displacements of the corner bearings in the
longitudinal (L) direction (up to 0.04 inches for the I-story structure and 0.39 inches for the
8-story structure) is due to the rotation of the base of the structure, whereas the displacement
in the L direction at the center of mass of the two models and the respective developed shear
forces were found in all cases to be zero.
6-21
Appendix A provides supplementary information for the results of the maximum
calculated story shear force and interstory drift of all the floors, in the case of the 8 - story
structure excited by the artificial earthquake motions. The interstory drift is divided by the
story height (12ft). These results are particularly useful in studying the distribution of story
shear with height of the structure, which is not attempted in this study. However, one could
not avoid observing that the maximum story shear remains essentially the same in all stories
except for the top two stories. This indicates higher mode response, a characte!istic of sliding
isolation systems which has been confirmed in experiments (Constantinou et aI, 1990a and
Mokha et aI, 1990b). Furthermore, the interstory drift ratio is restricted to values less than
0.006, which satisfies the limits imposed by SEAOC.
6.2 Comparison of Time History Analysis to Bi-directional Excitation to SEAOC Design
Formulae
To study the effect of bi-directional excitation on the response of isolated structures,
the analyses reported in Section 6.1 are repeated with an additional excitation component in
the longitudinal direction. The full simulated motion is applied in the transverse (T) direction
and 83% of the same motion is applied in the longitudinal (L) direction. Detailed results are
presented in Tables 6.9 to 6.11. Analyses were performed only for the 8-story structure.
As expected, the bi-directional excitation results in larger bearing displacements in
both directions except in a single case, in which the opposite occurs. For comparison to the
SEAOC design displacement, Table 6.12 was prepared. In this table, the maximum dis
placement among the three artificial records for each soil type is presented together with the
SEAOC displacement and the ratio of this displacement to the calculated one. Evidently, for
the considered bi-directional excitation, the time history results on the displacement are very
close to the SEAOC values, which are on the conservative side within 25% of overestimation
on the average.
6-22
The above results indicate that the SEAOC design formula can predict displacements
within an acceptable range of overestimation provided that the earthquake excitation is
interpreted as having bi-directional components. The two orthogonal components have the
square root of the sum of the squares (SRSS) of their 5%-damped spectra matching the 1.3
times the 5% damped design spectrum (~ I 2 + 0.83 2 = 1.3). This is consistent with the
dynamic time history analysis approach of SEAOC.
It is interesting to note that under the bi-directional artificial excitation, the ratio of
corner bearing displacement to center point displacement is less than in the case of the
one-directional excitation. In the considered bi-directional excitation, the two components
are in phase, resulting in ground motion in a single direction at a 40 degree angle with respect
to the longitudinal axis. With respect to this axis of excitation, the mass eccentricity is less
than 8ft and equal to 6.13ft. This amounts to 3.8% rather than 5% mass eccentricity. This
explains the reduction in torsion.
Concluding this section we note the following:
(l)The SEAOC displacement values are about 1.5 larger than those calculated in
urn-directional artificial time history analyses.
(2)The SEAOC displacement values are about 1.25 larger than those calcuiated in
bi-directional artificial time history analyses.
(3)The effect of bi-directional excitation appears to be significant. On the average,
bi-directional excitation results in 20% larger response than uni-directional exci
tation. This difference is larger than the one observed in the study of Kircher and
Lashkari, 1989. Responsible for this difference is the modeling of the isolation
elements. In the Kircher and Lashkari, 1989 study, each isolator was modeled by
two bilinear hysteretic elements placed at right angle. The interaction curve in this
model is effectively square. In contrast, the model used in the present study has
6-23
9' ~
TA
BL
E6.
9A
naly
sis
resu
lts
for
8-s
tory
isol
ated
stru
ctur
ew
ith
R=3
9.13
2in
(Tb
=2
sec)
,fm
u:=
0.10
,ex
cite
dby
bi-d
irec
tion
alar
tifi
cial
reco
rdco
mpa
tibl
ew
ith
desi
gnsp
ectr
a.10
0%of
arti
fici
alre
cord
inth
etr
ansv
erse
(T)
and
83%
ofar
tifi
cial
reco
rdin
the
long
itud
inal
(L)
dire
ctio
n.
BA
SE
CE
NT
ER
CO
RN
ER
BE
AR
ING
CO
RN
ER
TO
BA
SESH
EA
R1s
tST
OR
YSH
EA
R1s
tST
OR
YD
RIF
TS
OIL
EX
CIT
AT
ION
DlS
PL
(IN
CH
)D
lSP
L(I
NC
H)
CE
NlE
RD
lSP
LW
EIG
HT
WE
IGH
TH
EIG
HT
(%)
TY
PE
RA
TIO
LT
LT
LT
LT
LT
SI
AR
TIF
ICIA
L#1
1.79
2.16
1.87
2.30
1.06
0.10
50.
128
0.10
40.
125
0.24
770.
3009
SI
AR
TIF
ICIA
L#2
1.49
1.80
1.59
1.98
1.10
0.09
90.
122
0.10
30.
119
0.24
030.
2818
SI
AR
TIF
ICIA
L#3
2.12
2.54
2.26
2.80
1.10
0.11
60.
141
0.09
80.
119
0.22
610.
2781
S2
AR
TIF
ICIA
L#4
2.43
2.94
2.47
3.00
1.02
0.12
10.
146
0.10
80.
129
0.25
180.
3030
S2
AR
TIF
ICIA
L#5
2.18
2.56
2.44
3.03
1.18
0.11
60.
140
0.09
9.0.
120
0.23
040.
2814
S2
AR
TlA
CIA
L#6
2.13
2.57
2.17
2.65
1.03
0.11
20.
139
0.10
90.
130
0.25
570.
3072
S3A
RT
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316.
107.
351.
000.
216
0.26
40.
179
0.21
90.
4115
0.50
67
S3A
RT
lAC
IAL
#85.
416.
505.
516.
681.
030.
198
0.21
40.
172
0.20
80.
3942
0.48
05
S3A
RT
IFIC
IAL
#96.
237.
506.
307.
621.
020.
218
0.26
60.
194
10
. 232
0.45
860.
5510
~
TA
BL
E6.
10A
naly
sis
resu
lts
for
8•
stor
yis
olat
edst
ruct
ure
wit
hR
=88
.048
in(T
b=
3se
c),
f max
=0.
05,e
xcit
edby
bi-d
irec
tion
alar
tifi
cial
reco
rdco
mpa
tibl
ew
ith
desi
gnsp
ectr
a.10
0%of
arti
fici
alre
cord
inth
etr
ansv
erse
(T)
and
83%
ofar
tifi
cial
reco
rdin
the
long
itud
inal
(L)
dire
ctio
n.
BA
SE
CE
NT
ER
CO
RN
ER
BE
AR
ING
CO
RN
ER
TO
BA
SESH
EA
R1s
tsrO
RY
SHE
AR
1sts
rOR
YD
RIF
TS
OIL
EX
CIT
AT
ION
DlS
PL
(IN
CH
)D
lSP
L(I
NC
H)
CE
NT
ER
DlS
PL
WE
IGH
TW
EIG
HT
HE
IGH
T(%
)T
YP
ER
AT
IO
LT
LT
LT
LT
LT
51A
RT
IFIC
IAL
#1
3.46
4.20
3.54
4.34
1.03
0.07
00.
085
0.06
80.
082
0.16
340.
1972
51A
RT
IFIC
IAL
#22.
653.
182.
693.
261.
030.
060
0.07
20.
059
0.07
10.
1392
0.16
91
51A
RT
IFIC
IAL
#33.
694.
443.
724.
501.
010.
074
0.08
90.
065
0.Q
780.
1517
0.18
41
52
AR
TIF
ICIA
L#4
7.10
8.54
7.13
8.58
1.01
0.11
20.
134
0.10
80.
130
0.25
490.
3082
52
AR
TIF
ICIA
L#5
5.93
7.11
6.04
7.30
1.03
0.09
80.
119
0.09
00.
108
0.21
040.
2533
52
AR
TIF
ICIA
L#6
6.52
7.84
6.57
7.93
1.01
0.10
50.
126
0.10
10.
121
0.23
730.
2877
53A
RT
IFIC
IAL
#78.
5710
.32
8.62
10.4
11.
010.
128
0.15
40.
116
0.14
00.
2701
0.32
81
53A
RT
IFIC
IAL
#88.
7310
.49
8.81
10.6
21.
010.
130
0.15
70.
120
0.14
40.
2802
0.33
93
53A
RT
IFIC
IAL
#914
.41
17.3
514
.42
17.3
71.
000.
195
0.23
40.
182
0.21
80.
4246
0.51
29
~
TA
BL
E6.
11A
naly
sis
resu
lts
for8
-sto
ryis
olat
edst
ruct
ure
wit
hR
=88
.048
in(T
b=
3se
c),f
ma
=0.
10,
exci
ted
bybi
-dir
ecti
onal
arti
fici
alre
cord
com
pati
ble
wit
hde
sign
spec
tra.
100%
of
arti
fici
alre
cord
inth
etr
ansv
erse
(T)
and
83%
ofar
tifi
cial
reco
rdin
the
long
itud
inal
(L)
dire
ctio
n.
BA
SE
CE
NT
ER
CO
RN
ER
BE
AR
ING
CO
RN
ER
TO
BA
SESH
EA
R1s
tST
OR
YSH
EA
R1s
tST
OR
YD
RIF
Tso
n.E
XC
ITA
TIO
ND
lSP
L(I
NC
H)
DlS
PL
(IN
CH
)C
EN
lER
DlS
PL
WE
IGH
TW
EIG
IfT
HE
IGIf
T(%
)T
YP
ER
AT
IO
LT
LT
LT
LT
LT
51A
RT
IFIC
IAL
#12.
312.
782.
422.
981.
070.
088
0.10
60.
094
0.11
30.
2246
0.27
23
51A
RT
IFIC
IAL
#21.
551.
861.
682.
091.
120.
079
0.09
80.
092
0.10
60.
2179
0.25
35
51A
RT
IFIC
IAL
#32.
392.
862.
583.
201.
120.
089
0.10
90.
089
0.10
40.
2124
0.25
25
52A
RT
IFIC
IAL
#43.
444.
163.
484.
221.
010.
100
0.12
10.
102
0.12
20.
2387
0.28
61
52A
RT
IFIC
IAL
#52.
663.
142.
883.
551.
130.
087
0·W
70.
099
0.11
70.
2376
0.27
43
52A
RT
IFIC
IAL
#62.
903.
503.
013.
711.
060.
094
0.11
60.
096
0.11
40.
2218
0.26
66
53A
RT
IFIC
IAL
#76.
788.
18.6
.80
8.21
1.00
0.13
80.
171
0.12
00.
145
0.28
420.
3456
53A
RT
IFIC
IAL
#86.
007.
316.
157.
481.
020.
130
0.15
90.
122
0.14
50.
2863
0.34
45
53A
RT
IFIC
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#98.
3010
.00
8.36
10.1
11.
010.
158
0.18
7/0.
164
0.19
50.
3830
0.45
98
TABLE 6.12 Summary of results of maximum base displacement at geometriccenter of 8-story isolated structure excited by bi-directional artificial records compatible to design spectra (100% of artificial records in transverse (T) and 83% ofartificial records in longitudinal (L) direction) and comparison of thesedisplacements with the design displacements according to SEAOC static analysisprocedure.
Sliding Isolation System Properties.
R=39.132 in R=88.048 in R=88.048 inSoil (Tb= 2 sec.) (Tb= 3 sec.) (Tb=3 sec.)Type
fmax=O.lO fmax=O.05 fmax=O.lO
Analysis SEAOC Ratio * Analysis SEAOC Ratio * Analysis SEAOC Ratio *(inch) (inch) (inch) (inch) (inch) (inch)
FIGURE 7-1 5% average spectra of components T,L and square root of sum of square ofcomponents T and L of PGV and PGA scaled motions used in dynamic analyses andcomparison with the Design Spectrum. Earthquake records recorded at Rock Sites.
7-9
5llI DA!.APING SPECTRASTIFF SOIL SITE 0.4GPGA-SCALED ~PGV-SCALED l>-B---€l
'-" STIFF SOIL SITE 0.4GPGA-SCALED ..----..PGV-SCALED ~MEAN OF (~+T2)'/2
FIGURE 7-2 5% average spectra of components T,L and square root of sum of squares ofcomponents T and L of PGV and PGA scaled motions used in dynamic analyses andcomparison with the Design Spectrum. Earthquake records recorded at Stiff Soil Sites.
Ul 0.0 .:h-.n-rrrrrrrrrrrrr.........rrrTTTTTT'TTTTT"TTTT.....,TMnT1,....,..,rrrrrrrrr,.,.;0.5 1.0 1.5 2.0 2.5 3.0 3.5
PERIOD (SECS)
S 1.0 ~------------511-D-AM-P-IN-:G--SP-:E-:CT=RA:------,
........ MEDIUM SOIL SITE 0.4GPGA-SCALED .........--.PGV-SCALED ..........-.,MEAN OF (L~T2)'/2
FIGURE 7-3 5% average spectra of components T,L and square root of sum of squares ofcomponents T and L of PGV and PGA scaled motions used in dynamic analyses andcomparison with the Design Spectrum. Earthquake records recorded at Medium Soil Sites.
7-11
Apparently, the ATC-3 study felt that the time histories used by the Seed study to develop
rock spectra do not contain a level of ground motion appropriate for design of long-period
structures. Regardless of the motive, the ATC-3 study defined rock and stiff soil as a single
site condition (soil type Sl) and based the design criteria for this site condition ofthe average
spectrum of stiff soil time histories.
Note that in Figures 7-1 to 7-3, the mean of the square root of the sum of the squares
of the spectra values of the two horizontal components «L2+ T2)1/2) of the cases of stiff soil
and medium soil sites is substantially larger than the design spectrum. Even when the mean
of (L2+T2)1/2 spectra is compared to 1.3 times the design spectrum (doted line), still the
(L2+ T2)1/2 spectra indicate a stronger motion particularly for stiff soil (Figure 7-2). The
response spectra for each of the components of the PGV scaled motions are presented in
Appendix B. It may be observed that the response spectra of some of these motions exhibit
strong distinct peaks in the range of periods of 1.4 to 1.7 seconds (motions No. 15,18,19,23
and 25). One would expect that such peaks are characteristics of motions recorded on soil
types other than Sl or S2. Actually, these motions resulted in bearing displacements which
are considerably larger than those for other motions within each soil group. When these
motions are removed from the sample, their mean (L2+ T2)1/2 spectra appear to be consistent
with the 1.3 times the design spectrum for stiff and medium soil sites.
7.3 Comparison of Time History Analysis Results to SEAOC Design Formulae
In the previous section, two methods were used in this study to scale time histories:
scaling by peak ground acceleration (PGA) and scaling by peak ground velocity (PGV). The
analysis results have shown that the estimated meanvalues for the displacement ofthe isolation
system according to the two methods were predicted to be almost the same whereas the
standard deviation values differed thoroughly. When scaling by PGA, the standard deviations
7-12
were as much as two times greater than the standard deviations estimated through the PGY
scaling. It was concluded that the results based on PGA scaling were less representative of
the behavior of isolated structures. Accordingly, they are not reported in this study.
Tables 7.5 to 7.22 present the results of analyses of the six structure/isolation systems
(1- story and 8 - story with three different isolation system properties) to the 29 pairs of PGY
scaled motions. The tables include the peak displacement in the longitudinal (L) and trans
verse (T) directions at the base center and at the corner bearing, the peak base shear and first
story shear (normalized by the total weight of the structure) and the peak first story drift ratio
(for story height of 12 ft). Results on the story shear and the interstory drift ratio for the other
stories of the 8 - story structure are presented in Appendix C. Furthermore, the tables present
values of the ratio of peak corner displacement to peak base center displacement, as well as
means and standard deviations (CY) of the calculated response quantities. For the comparison
to the SEAOC design procedure for the displacement of the isolation system, the quantities
of interest are the mean and standard deviation of the maximum displacement between
components Land T for each of the three groups of the soil conditions. These values are listed
in the last two lines of each table. For soil conditions of stiff and medium soils, certain motions
have been excluded in the calculation of the mean and standard deviation (value in parenthesis
and identified by an asterisk). These motions were those having in their spectra distinct peaks
at high values of period. As discussed earlier, these motions may not be representative of
stiff and medium soil conditions, but rather representative of soils with deeper profiles.
The first observation to be made in the results of Tables 7.5 to 7.22 is that the corner
to center displacement ratio is equal to unity for the 1 - story structure, (mean = 1, CY = 0).
This is significantly different than the value of 1.24 (by use of equation 2.6) required by the
SEAOCstaticprocedure or the minimum 1.1 value allowedwhenproper analysis isperformed.
In the case of the 8 - story structure, the corner displacement is larger than in the case of the
7-13
1 - story structure. Evidently, the torsional response is affected more by the flexibility of the
superstructure and the properties of the isolation system than by the plan dimensions of the
building.
An other observation to be made is the fact that the peak displacements of the isolated
structure are significantly influenced by local site conditions. In general, peak response differs
between rock, stiff soil and medium soil sites in a manner consistent with the differences in
the mean spectra of the time histories of the different sites ( see Figures 7-1 through 7-3).
For comparison of the calculated values of the isolation system displacement to the
SEAOC static procedure, Tables 7.23 and 7.24 are presented. They include the mean and
the mean plus one standard deviation values of the maximum displacement which occur in
either the longitudinal (L) or transverse (T) direction. The tables also include the SEAOC
minimum design values. Furthermore, Tables 7.25 and 7.26 present the same information but
with certain records removed from the sample as not being representative of the assumed soil
conditions. The reported values in Tables 7.25 and 7.26 are those in Tables 7.5 to 7.22 which
are included in parenthesis and identified by an asterisk.
From the results of Tables 7.23 and 7.24, it maybe observed that the SEAOC formula
for the design displacement can predict well or accurately well the mean estimated values
when the excitation is referring to stiff or medium soil sites. In general, the design values for
those site conditions are between the mean and the mean plus one standard deviation of the
estimated values or slightly lower than the mean values. However, for rock sites, the design
displacements of SEAOC are consistently higher than the ones predicted through the dynamic
analyses. Of course, this is primarily attributed to the fact that SEAOC specifies the same
design displacement for rock and stiff soil sites since both of them are corresponding to soil
type Sl.
From the results of Tables 7.25 and 7.26 it may be observed that the mean values are
slightly lower than the ones described in Tables 7.23 and 7.24. However, the standard deviation
7-14
values are significantly lower than the originally estimated. Both sets of results are presented
because together they provide a better picture of the variation in response due to the inherent
variability of ground motion.
Based on the results of Tables 7.23 to 7.26 it may concluded that the SEAOC dis
placements are in good agreement with the mean of the peak displacements as calculated in
the nonlinear dynamic analysis. A key point to be made is that the above conclusion is based
on the results of analyses with bi-directional excitation and with circular interaction curve for
the isolation bearing model. As explained in Section 6, the combination of these two factors
results in larger bearing displacements than when a square interaction curve model is used.
To quantify the effect of the isolation bearing model, the analysis of the 1-story isolated
structure with R =39.132 in (Tb = 2 sec), fmax = 0.10 and excited by PGV scaled earthquake
motions recorded on medium soil sites was repeated. Each isolation bearing was modeled
by two bilinear hysteretic elements placed along the T and L directions of the structure. Each
element had force-displacement characteristics described by equations 4.6 and 4.7. Effec
tively, the interaction curve between the forces in the two orthogonal directions was square.
A comparison of this model to the previously used circular interaction model is presented in
Figure 7-4. As seen in this figure the square interaction model results in force-displacement
relation which is dependent on the direction of motion. The force is always larger than that
in the circular interaction model.
The results of the analysis of the 1-story structure are summarized in Table 7.27. This
table should be compared to Table 7.7 which contains results for the same structure but with
circular interaction model for the bearings. The results clearly demonstrate that the square
interaction model predicts bearing displacements which are about 17% less than those pre
dicted by the circular interaction model.
When comparing to the SEAOC static procedure, SEAOC predicts 5.72 in. displace
ment (see Table 7.23) as compared to the meanof4.95 in. ofthe analysis with square interaction
model.
7-15
~ I -Q\
TA
BL
E70
SA
naly
sis
resu
ltsfo
r1
.sto
ryis
olat
edst
ruct
ure
with
R=3
9.13
2in
(Tb=2
sec.
),f m
u=
0.10
.Exc
itatio
nre
pres
ente
dby
ase
tofp
airs
ofsc
aled
eart
hqua
kem
otio
nsre
cord
edon
Roc
kSi
tes
(rep
rese
ntat
ive
ofso
ilty
peSI
).W
eigh
tis
tota
lwei
ghto
fstr
uctu
rein
clud
ing
base
.H
eigh
tis
12ft
. BA
SEC
EN
TE
RC
OR
NE
RB
EA
RIN
GC
OR
NE
RT
OB
ASE
SHE
AR
1stS
TO
RY
SHE
AR
1stS
TO
RY
DR
IFT
EX
CIT
AT
ION
DIS
PL(I
NC
H)
DIS
PL(I
NC
H)
CE
NlE
RD
ISPL
WE
IGH
TW
EIG
HT
HE
IGH
T(%
)R
AT
IO
LT
LT
LT
LT
LT
1H
EL
EN
A(3
23)
2.46
0.86
2.46
0.87
1.00
0152
.0.
099
0.13
60.
086
0.07
420.
0469
2K
ER
NC
OU
NT
Y(0
95)
1.51
2.16
1.51
2.17
1.00
0.13
10.
119
0.10
80.
118
0.05
850.
0648
3L
Y11
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RE
EK
(290
)1.
951.
281.
951.
291.
000.
140
0.11
60.
108
0.10
50.
0583
0.05
79
4PA
RK
FIE
LD
(097
)1.
180.
991.
181.
001.
000.
123
0.11
10.
089
0.12
40.
0481
0.06
84
5SA
NFE
RN
AN
DO
(284
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950.
880.
950.
881.
000.
102
0.11
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187
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20.
1012
0.12
17
6SA
NFE
RN
AN
DO
(126
)2.
191.
612.
201.
611.
000.
140
0.12
80.
145
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0784
0.08
91
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NFE
RN
AN
DO
(279
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361.
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000.
116
0.12
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107
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0583
0.07
91
8SA
NFE
RN
AN
DO
(104
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951.
510.
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521.
010.
115"
0.13
10.
173
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11
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NFE
RN
AN
DO
(128
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381.
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381.
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79
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DO
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126
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28
ME
AN
1.59
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146
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15
MEA
NO
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(L,T
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77
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0827
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OF
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00.
034
0.01
85
-.J • --.J
TA
BL
E7.
6A
naly
sis
resu
lts
for
1.
stor
yis
olat
edst
ruct
ure
wit
hR
=39
.132
in(T
b=
2se
c.),
f mu=0
.10.
Exc
itat
ion
repr
esen
ted
by
ase
tofp
airs
ofs
cale
dea
rthq
uake
mot
ion
sre
cord
edon
Sti
ffSo
ilSi
tes
(rep
rese
ntat
ive
ofs
oil
type
SI)
.W
eigh
tis
tota
lw
eigh
to
fstr
uct
ure
incl
ud
ing
base
.Hei
ght
is12
ft.
BA
SEC
EN
TE
RC
OR
NE
RB
EA
RIN
GC
OR
NE
RTO
BA
SESH
EA
R1s
tST
OR
YSH
EA
R1s
tST
OR
YD
RIF
TE
XC
ITA
TIO
ND
lSPL
(IN
CH
)D
lSPL
(IN
CH
)C
EN
TE
RD
lSPL
WE
IGH
TW
EIG
HT
HE
IGH
T(%
)R
AT
IO
LT
LT
LT
LT
LT
11L
OW
ER
CA
(117
)3.
001.
723.
001.
721.
000.
152
0.12
50.
132
0.12
90.
0715
0.07
06
12E
LC
EN
TR
O(1
17)
2.23
2.36
2.23
2.37
1.00
0.15
20.
143
0.10
10.
113
0.05
480.
0620
13P
AR
KF
IEL
D(0
14)
1.07
1.31
1.08
1.31
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0.11
70.
121
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00.
113
0.05
970.
0618
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AN
FE
RN
AN
DO
(110
)4.
072.
144.
082.
141.
000.
182
0.15
00.
136
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10.
0737
0.08
27
15S
AN
FE
RN
AN
DO
(135
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594.
861.
594.
871.
000.
107
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116
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16S
AN
FE
RN
AN
DO
(208
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112
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109
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0.06
97
17S
AN
FE
RN
AN
DO
(211
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701.
721.
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000.
116
0.13
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096
0.10
80.
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0.05
96
18S
AN
FER
NA
ND
O(4
66)
1.10
1.89
1.10
1.89
1.00
0.11
30.
139
0.12
00.
143
0.06
490.
0783
19S
AN
FER
NA
ND
O(2
53)
1.05
1.99
1.05
2.00
1.00
0.11
70.
141
0.12
10.
145
0.06
580.
0792
20S
AN
FER
NA
ND
O(1
99)
2.07
1.71
2.07
1.71
1.00
0.13
20.
121
0.11
90.
147
0.06
450.
0808
ME
AN
1.92
2.16
1.92
2.17
1.00
0.13
00.
142
0.11
60.
132
0.06
290.
0723
(}0.
930.
940.
930.
940.
000.
023
0.02
50.
012
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150.
0064
0.00
83
IM
EA
NO
FM
AX
(L,T
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52
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52
II
0.15
0
i0.
132
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Q15
0.00
83
-..J
I 00
TA
BL
E7.
7A
naly
sis
resu
ltsfo
r1
-sto
ryis
olat
edst
ruct
ure
with
R=
39.1
32in
(Tb=
2se
c.),
fill..
=0.1
0.E
xcita
tion
repr
esen
ted
bya
seto
fpai
rsof
scal
edea
rthq
uake
mot
ions
reco
rded
onM
ediu
mSo
ilSi
tes(
repr
esen
tativ
eo
fsoi
ltyp
eS2
).W
eigh
tist
otal
wei
ghto
fstr
uct
ure
incl
udin
gba
se.l
Ieig
htis
12ft
.
BA
SEC
EN
TE
RC
OR
NE
RB
EA
RIN
GC
OR
NE
RT
OB
ASE
SHE
AR
1stS
TO
RY
SHE
AR
1stS
TO
RY
DR
IFT
EX
CIT
AT
ION
DIS
PL(I
NC
H)
DIS
PL(I
NC
H)
CE
NT
ER
DIS
PLW
EIG
HT
WE
IGH
TH
EIG
HT
(%)
RA
TIO
LT
LT
\L
TL
TL
T
21W
ES
TE
RN
WA
SH
(325
)3.
313.
013.
313.
011.
000.
168
0.15
60.
152
0.15
30.
0791
0.08
37
22E
UR
EK
A(0
22)
2.98
2.70
2.98
2.70
1.00
0.15
10.
158
0.09
10.
115
0.04
920.
0630
23E
UR
EK
A(0
23)
11.4
26.
6311
.42
6.63
1.00
0.36
10.
262
0.18
30.
139
0.09
960.
0763
24F
ER
ND
AL
E(0
23)
4.30
3.58
4.30
3.58
1.00
0.16
20.
175
0.12
90.
121
0.07
020.
0661
25SA
NF
ER
NA
ND
O(2
41)
4.82
5.83
4.82
5.83
1.00
0.21
50.
227
0.11
10.
145
0.06
000.
0796
26SA
NF
ER
NA
ND
O(4
58)
5.68
3.16
5.68
3.16
1.00
0.23
20.
176
0.12
60.
099
0.06
850.
0543
27S
AN
FE
RN
AN
DO
(264
)6.
803.
846.
803.
841.
000.
237
0.13
40.
145
0.12
50.
0788
0.06
88
28SA
NF
ER
NA
ND
O(2
67)
4.01
4.26
4.01
4.26
1.00
0.19
70.
204
0.13
80.
163
0.07
480.
0892
29P
UG
ET
SOU
ND
(325
)2.
038.
842.
038.
841.
000.
140
0.31
60.
133
0.18
60.
0721
0.10
17
ME
AN
5.Q
44.
655.
044.
651.
000.
207
0.20
10.
134
0.13
80.
0725
0.07
59
a2.
631.
932.
631.
930.
000.
064
0.05
50.
024
0.02
50.
0131
0.01
37M
EA
NO
FM
AX
(L,T
)5.
94(5
.25)
•5.
94(5
.25)
•
I0.
231
i0.
149
i0.
0816
I..
aO
FM
AX
(L,T
)2.
59(1
.82)
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59(1
.82)
•0.
064
0.02
30.
0127
•V
alue
sin
pare
nlhe
ses
are
estim
ated
with
outt
heco
ntrib
utio
nof
earth
quak
eex
cita
tion
No#
23.
~ I '0
TA
BL
E7.
8A
naly
sis
resu
lts
for
1-
stor
yis
olat
edst
ruct
ure
wit
hR
=88
.048
in(T
b=
3se
c.),
f mu=0
.05.
Exc
itat
ion
repr
esen
ted
bya
seto
fpai
rso
fsca
led
eart
hq
uak
em
otio
ns
reco
rded
onR
ock
Site
s(r
epre
sent
ativ
eo
fsoi
ltyp
eS
I).W
eigh
tis
tota
lw
eigh
tofs
tru
ctu
rein
clu
din
gba
se.
Hei
ght
is12
ft.
BA
SE
CE
NT
ER
CO
RN
ER
BE
AR
ING
CO
RN
ER
TO
BA
SE
SHE
AR
1stS
TO
RY
SHE
AR
1st S
TO
RY
DR
FT
EX
CIT
AT
ION
DlS
PL
(IN
CH
)D
lSP
L(I
NC
H)
CE
NT
ER
DlS
PL
WE
IGH
TW
EIG
HT
HE
IGH
T(%
)R
AT
IO
LT
LT
LT
LT
LT
1H
EL
EN
A(3
23)
3.81
0.99
3.81
0.99
1.00
0.08
80.
054
0.05
50.
060
0.03
010.
0330
2K
ER
NC
OU
NfY
(095
)2.
492.
902.
492.
901.
000.
076
0.07
70.
055
0.05
60.
0299
0.03
07
3L
YT
LE
CR
EE
K(2
90)
1.82
1.63
1.82
1.64
1.01
0.06
50.
059
0.06
30.
055
0.03
420.
0299
4PA
RK
FIE
LD
(097
)1.
551.
421.
551.
421.
000.
065
0.06
10.
051
0.06
90.
0276
0.03
78
5S
AN
FER
NA
ND
O(2
84)
1.17
2.44
1.17
2.44
1.00
0.06
10.
071
0.10
40.
111
0.05
620.
0605
6S
AN
FER
NA
ND
O(1
26)
3.33
1.76
3.33
1.76
1.00
0.07
80.
068
0.08
20.
086
0.04
440.
0473
7S
AN
FER
NA
ND
O(2
79)
2.15
3.89
2.15
3.89
1.00
0.07
20.
081
0.05
60.
077
0.03
020.
0420
8S
AN
FER
NA
ND
O(1
04)
1.43
2.52
1.43
2.52
1.00
0.06
40.
077
0.10
10.
094
0.05
500.
0519
9S
AN
FER
NA
ND
O(1
28)
1.62
1.53
1.63
1.53
1.01
0.06
60.
066
0.09
70.
102
0.05
290.
0556
10S
AN
FER
NA
ND
O(2
20)
3.30
1.66
3.31
1.66
.1.0
00.
079
0.06
30.
068
0.07
10.
0371
0.03
93
ME
AN
2.27
2.07
2.27
2.07
1.00
0.07
10.
068
0.07
30.
078
0.03
980.
0428
00.
880.
820.
880.
820.
000.
008
0.00
80.
020
0.01
90.
Ql0
80.
0101
IM
EA
NO
FM
AX
(L,T
)
!2.
72
~2.
72
II
0.07
5
I0.
080
I0.
0435
Io
OF
MA
X(L
,T)
0.82
0.82
0.00
70.
Ql8
0.01
00
~
TA
BL
E7.
9A
naly
sis
resu
lts
for
1•
stor
yis
olat
edst
ruct
ure
wit
hR
=88.
048
in(T
b=3
sec.
),f m
ax=
0.05
.Exc
itat
ion
repr
esen
ted
bya
seto
fpai
rsof
scal
edea
rth
qu
ake
mot
ion
sre
cord
edon
Sti
ffSo
ilSi
tes
(rep
rese
ntat
ive
ofs
oil
type
SI)
.W
eigh
tis
tota
lw
eigh
to
fstr
uct
ure
incl
ud
ing
base
.Hei
ght
is12
ft.
BA
SE
CE
NT
ER
CO
RN
ER
BE
AR
ING
CO
RN
ER
TO
BA
SESH
EA
R1s
t ST
OR
YSH
EA
R1s
t ST
OR
YD
RIF
TE
XC
ITA
TIO
ND
lSP
L(I
NC
H)
DlS
PL
(IN
CH
)C
EN
TE
RD
lSP
LW
EIG
HT
WE
IGH
TH
EIG
HT
(%)
RA
TIO
LT
LT
LT
LT
LT
11W
WE
RC
A(1
17)
4.07
2.06
4.07
2.06
1.00
0.09
10.
066
0.06
60.
063
0.03
570.
0347
12EL
CE
NT
RO
(117
)7.
735,
427.
735,
421.
000.
135
0.10
50.
073
0.06
60.
0394
0.03
64
13PA
RK
AE
LD
(014
)1.
482.
411,
482,
421.
000.
064
0.07
50.
048
0.07
30.
0258
0.03
98
14SA
NFE
RN
AN
DO
(110
)5.
743.
285.
743.
281.
000.
097
0.08
60.
064
0.06
20.
0347
0.03
42
15SA
NFE
RN
AN
DO
(135
)4.
2611
.66
4.26
11.6
61.
000.
091
0.17
80.
071
0.09
50.
0385
0.05
20
16SA
NFE
RN
AN
DO
(208
)4.
335.
674.
335.
671.
000.
091
0.10
60.
061
0.06
50.
0331
0.03
57
17SA
NFE
RN
AN
DO
(211
)5.
035.
005.
035.
001.
000.
096
0.09
10.
059
0.06
10.
0320
0.03
37
18SA
NFE
RN
AN
DO
(466
)7.
0710
.86
7.07
10.8
61.
000.
128
0.16
80.
068
0.08
50.
0371
0.04
66
19SA
NFE
RN
AN
DO
(253
)5.
3411
.57
5.34
11.5
71.
000.
082
0.17
20.
071
0.08
70.
0390
0.04
78
20SA
NFE
RN
AN
DO
(199
)4.
222.
694.
222.
70.1
.00
0.08
20.
072
0.06
70.
083
0.00
365
0.04
53
ME
AN
4.93
6.06
4.93
6.06
1.00
0.09
60.
112
0.06
50.
074
0.03
520.
0406
01.
653.
671.
653.
670.
000.
020
0.04
20.
007
0.01
20.
0039
0.00
64M
EA
NO
FM
AX
(L,T
)6.
90(4
.98)
•6.
90(4
.98)
•0.
120
0.07
50.
0411
oO
FM
AX
(L,T
)3.
20(1
.54)
·3.
20(1
.54)
•0.
038
0.01
10.
061
•V
alue
sin
pare
nthe
ses
are
estim
ated
with
outt
heco
ntri
butio
nof
eart
hqua
keex
cita
tions
No#
15,1
8,19
.
...,J ~ -
TA
BL
E7.
10A
naly
sis
resu
lts
for
1•s
tory
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ated
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ith
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8.04
8in
(Tb=3
sec.
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u=
0.05
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itat
ion
repr
esen
ted
bya
seto
fpai
rso
fsca
led
eart
hq
uak
em
otio
nsre
cord
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ium
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epre
sent
ativ
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fsoi
ltyp
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eigh
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tota
lwei
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uct
ure
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SE
CE
NT
ER
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RN
ER
BE
AR
ING
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RN
ER
TO
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SESH
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OR
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OR
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TIO
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0340
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28S
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91
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18
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alue
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pare
nthe
ses
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estim
ated
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cita
tions
No#
23,2
5,26
.
....:a tJ
TA
BL
E7.
11A
naly
sis
resu
lts
for
1-s
tory
isol
ated
stru
ctu
rew
ith
R=
88.0
48in
(Tb=
3se
c.),
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.10.
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itat
ion
repr
esen
ted
by
ase
tofp
airs
ofs
cale
dea
rth
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ake
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ype
SI)
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ght
isto
tal
wei
ghto
fstr
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ure
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ud
ing
bas
e.H
eigh
tis
12ft
.
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SE
CE
NT
ER
CO
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ER
BE
AR
ING
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RN
ER
TO
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AR
1st S
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RY
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AR
1st S
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RY
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IFT
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CIT
AT
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PL
(IN
CH
)D
ISP
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NC
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HT
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IGH
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)R
AT
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LT
LT
1H
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EN
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2.74
0.88
2.74
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1.00
0.12
50.
099
0.11
40.
084
0.06
200.
0458
2K
ER
NC
OU
NT
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95)
1.58
1.99
1.58
2.00
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0.11
30.
108
0.10
90.
116
0.05
880.
0641
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0627
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(097
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091
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5S
AN
FER
NA
ND
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NFE
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DO
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)2.
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149
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FER
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22
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0177
..... I N W
TA
BL
E7.
12A
naly
sis
resu
lts
for
1-s
tory
isol
ated
stru
ctur
ew
ith
R=
88.0
48in
(Tb
=3
sec.
),f D
lu=0
.10.
Exc
itat
ion
repr
esen
ted
bya
seto
fpai
rso
fsca
led
eart
hq
uak
em
otio
ns
reco
rded
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tiff
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epre
sent
ativ
eo
fsoi
lty
peS1
).W
eigh
tis
tota
lw
eigh
to
fstr
uct
ure
incl
ud
ing
base
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ght
is12
ft.
BA
SEC
EN
TE
RC
OR
NE
RB
EA
RIN
GC
OR
NE
RTO
BA
SESH
EA
R1s
t ST
OR
YSH
EA
R1s
t ST
OR
YD
RIF
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ITA
TIO
ND
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(IN
CH
)D
ISPL
(IN
CH
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EN
TE
RD
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WE
IGH
TW
EIG
HT
HE
IGH
T(%
)R
AT
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LT
LT
LT
LT
LT
1l
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17)
2.99
1.81
3.00
1.82
1.00
0.12
50.
111
0.12
70.
120
0.06
900.
0660
12E
LC
EN
TR
O(1
17)
2.71
2.31
2.71
2.32
1.00
0.12
80.
118
0.10
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DO
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48
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DO
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24
18SA
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0.08
13
19SA
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AN
DO
(253
)1.
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15
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2.20
2.47
2.20
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0.01
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0.01
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019
0.01
04
-..J ~
TA
BL
E7.
13A
naly
sis
resu
lts
for
1•
stor
yis
olat
edst
ruct
ure
wit
hR
=88
.048
in(T
b=
3se
c.),
f ...
.=0.
10.E
xcit
atio
nre
pres
ente
dby
ase
tofp
airs
ofsc
aled
eart
hq
uak
em
otio
nsre
cord
edon
Med
ium
Soil
Sit
es(r
epre
sent
ativ
eo
fsoi
ltyp
eS2
).W
eigh
tis
tota
lwei
ghto
fstr
uct
ure
incl
udin
gba
se.H
eigh
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12
ft
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SEC
EN
TE
RC
OR
NE
RB
EA
RIN
GC
OR
NE
RT
OB
AS
ESH
EA
R1s
t ST
OR
YSH
EA
R1s
t ST
OR
YD
RIF
TE
XC
ITA
TIO
ND
1SPL
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(IN
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EN
TE
RD
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WE
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TW
EIG
HT
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IGH
T(%
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LT
LT
LT
21W
EST
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AS
H(3
25)
4.10
2.91
4.11
2.93
1.01
0.13
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125
0.15
20.
153
0.08
260.
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22E
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A(0
22)
3.69
3.78
3.69
3.78
1.00
0.12
60.
125
0.08
00.
112
0.04
330.
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23E
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A(0
23)
11.7
65.
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5.73
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0.20
00.
161
0.10
30.
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0.05
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0474
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48
25SA
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41)
4.22
5.54
4.22
5.54
1.00
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160
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410.
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AN
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27SA
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AN
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RN
AN
DO
(267
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63
29P
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(325
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80.
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0.16
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17
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AN
5.27
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5.27
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0.06
400.
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70
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5.78
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0732
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(L,T
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20.
025
0.01
40
•V
alue
sin
pare
nthe
ses
are
estim
ated
with
outt
heco
ntrib
utio
nof
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quak
eex
cita
tion
NoH
23.
-I ~
TA
BL
E7.
14A
naly
sis
resu
ltsfo
r8
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ryis
olat
edst
ruct
ure
with
R=3
9.13
2in
(Tb=2
sec.
),f m
u=
0.10
.Exc
itatio
nre
pres
ente
dby
ase
tofp
airs
ofsc
aled
eart
hqua
kem
otio
nsre
cord
edon
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kSi
tes
(rep
rese
ntat
ive
ofso
ilty
peSI
).W
eigh
tis
tota
lwei
ghto
fstr
uctu
rein
clud
ing
base
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eigh
t is
12ft
.
BA
SEC
EN
TE
RC
OR
NE
RB
EA
RIN
GC
OR
NE
RT
OB
AS
ESH
EA
Rls
tST
OR
YSH
EA
Rls
tST
OR
YD
RIF
T(9
'<)
EX
CIT
AT
ION
D1S
PL(I
NC
H)
D1S
PL(I
NC
H)
CE
NT
ER
D1S
PLR
AT
IOW
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HT
WE
IGH
TH
EIG
HT
II
LT
LT
LT
LT
LT
1H
EL
EN
A(3
23)
3.64
0.89
3.72
1.05
1.02
0.18
80.
069
0.17
30.
067
0.40
930.
1613
2K
ER
NC
OU
NT
Y(0
95)
1.78
1.18
1.79
1.25
1.01
0.12
30.
121
0.11
90.
112
0.28
000.
2750
3L
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0.52
1.01
0.11
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102
0.11
30.
118
0.27
300.
2717
4P
AR
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97)
0.81
1.16
0.82
1.27
1.09
0.10
30.
116
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30.
112
0.21
650.
2701
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AN
FE
RN
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DO
(284
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171.
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109
0.11
50.
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13
6S
AN
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DO
(126
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127
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7S
AN
FE
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DO
(279
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0.13
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0.30
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8S
AN
FE
RN
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DO
(104
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0.10
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0.10
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0.25
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9S
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FE
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DO
(128
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70.
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0.30
45
10S
AN
FE
RN
AN
DO
(220
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971.
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0.12
30.
104
0.11
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101
0.26
590.
2381
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AN
1.40
1.11
1.43
1.19
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0.12
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0.~787
0.25
92
(J0.
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650.
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0.03
98
IME
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OF
MA
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0.12
6
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2936
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OF
MA
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0.92
0.93
0.02
30.
Q18
0.04
22
-..J ~
TA
BL
E7.
15A
naly
sis
resu
ltsfo
r8
·sto
ryis
olat
edst
ruct
ure
with
R=3
9.13
2in
(Tb=2
sec.
),f D
lu=
0.10
.Exc
itatio
nre
pres
ente
dby
ase
tofp
airs
ofsc
aled
eart
hqua
kem
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ase.
Hei
ght
is12
ft.
BA
SE
CE
NT
ER
CO
RN
ER
BE
AR
ING
CO
RN
ER
TO
BA
SESH
EA
RIs
tST
OR
YSH
EA
RIs
tST
OR
YD
RIF
T(~)
EX
CIT
AT
ION
DIS
PL
(IN
CH
)D
ISP
L(I
NC
H)
CE
NT
ER
DIS
PL
RA
TIO
WE
IGH
TW
EIG
lIT
HE
IGH
TlJ
LT
LT
LT
LT
LT
1H
EL
EN
A(3
23)
4.30
1.05
4.39
1.21
1.02
0.14
30.
061
0.13
50.
060
0.31
920.
1409
2K
ER
NC
OU
NT
Y(0
95)
1.94
U8
1.96
1.23
1.01
0.10
40.
104
0.10
20.
100
0.24
070.
2482
3L
YT
LE
CR
EE
K(2
90)
0.98
0.62
0.98
0.63
1.00
0.10
40.
099
0.11
30.
117
0.27
330.
2690
4P
AR
KF
IEL
D(0
97)
0.95
l.08
0.98
1.19
UO
0.09
80.
105
0.09
20.
123
0.21
280.
2886
5S
AN
FE
RN
AN
DO
(284
)1.
361.
271.
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70.
104
0.10
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105
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50.
2481
0.27
37
6S
AN
FE
RN
AN
DO
(126
)1.
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811.
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62
7S
AN
FE
RN
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DO
(279
)1.
572.
481.
592.
531.
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106
0.10
40.
102
0.09
90.
2396
0.23
64
8S
AN
FE
RN
AN
DO
(104
)0.
570.
650.
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76U
70.
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0.10
00.
088
0.10
20.
2114
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46
9S
AN
FE
RN
AN
DO
(128
)0.
530.
910.
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931.
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0.10
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0.12
30.
3127
0.29
38
10S
AN
FE
RN
AN
DO
(220
)1.
62U
31.
691.
261.
040.
107
0.09
80.
109
0.09
90.
2591
0.23
27
ME
AN
1.54
U2
1.58
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60.
097
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10.
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0.26
220.
2464
(J1.
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501.
040.
510.
060.
013
0.01
30.
016
0.01
70.
0374
0.04
10
IM
EA
NO
FM
AX
(L,T
)
!1.
69
I1.
75
II
0.10
8
!0.
117
I0.
2760
I(J
OF
MA
X(L
,T)
1.01
1.01
0.01
20.
012
0.02
77
~ w N
TA
BL
E7.
21A
naly
sis
resu
lts
for8
·sto
ryis
olat
edst
ruct
ure
wit
hR
=88
.048
in(T
b=
3se
c.),
f llla
=0.
10.E
xcit
atio
nre
pres
ente
dby
ase
tofp
airs
ofsc
aled
eart
hqua
kem
otio
nsre
cord
edon
Sti
ffSo
ilS
ites
(rep
rese
ntat
ive
ofso
ilty
peS
l).
Wei
ght
isto
tal
wei
ghto
fstr
uctu
rein
clud
ing
base
.Hei
ghti
s12
ft.
BA
SEC
EN
TE
RC
OR
NE
RB
EA
RIN
GC
OR
NE
RTO
BA
SE
SHE
AR
IstS
TO
RY
SHE
AR
IstS
TO
RY
DR
IFT
(%)
EX
CIT
AT
ION
DIS
PL(I
NC
H)
DIS
PL(I
NC
H)
CE
NT
ER
DIS
PLW
EIG
HT
WE
IGH
TR
AT
IOH
EIG
HT
LT
LT
LT
LT
LT
11L
OW
ER
CA
(117
)3.
111.
063.
151.
121.
010.
118
0.10
70.
118
0.12
50.
2782
0.30
20
12E
LC
EN
TR
O(1
17)
3.95
3.48
4.07
3.54
1.03
0.13
80.
131
0.12
20.
122
0.28
280.
2941
13PA
RK
FIE
LD
(014
)0.
661.
630.
691.
831.
120.
105
0.11
00.
099
0.13
70.
2352
0.32
08
14SA
NFE
RN
AN
DO
(110
)3.
821.
903.
851.
961.
030.
122
0.09
90.
121
0.11
00.
2890
0.26
37
15SA
NFE
RN
AN
DO
(135
)2.
365.
622.
375.
731.
020.
095
0.15
40.
105
0.14
30.
2477
0.33
59
16SA
NFE
RN
AN
DO
(208
)1.
992.
332.
142.
431.
040.
118
0.11
30.
108
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80.
2552
0.28
28
17SA
NFE
RN
AN
DO
(211
)2.
352.
252.
452.
351.
040.
114
0.11
70.
117
0.11
80.
2754
0.28
21
18SA
NFE
RN
AN
DO
(466
)5.
054.
705.
074.
861.
000.
153
.0.
148
0.12
50.
129
0.28
720.
3082
19S
AN
FER
NA
ND
O(2
53)
1.81
2.88
1.88
3.10
1.08
0.11
00.
119
0.10
50.
126
0.24
970.
3023
20SA
NFE
RN
AN
DO
(199
)2.
152.
502.
212.
561.
020.
107
0.11
10.
121
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00.
2887
0.26
17
ME
AN
2.73
2.84
2.79
2.71
1.04
0.11
80.
121
0.11
40.
124
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890.
2954
(J1.
201.
341.
201.
410.
030.
016
0.01
70.
009
0.01
00.
0190
0.02
24
IM
EA
NO
FM
AX
(L,T
)
~3.
32
i3.
42
II
0.12
6
I0.
126
i0.
3006
I(J
OF
MA
X(L
,T)
1.21
1.18
0.01
60.
008
0.00
164
'-l
I ~ ~
TA
BL
E7.
22A
naly
sis
resu
ltsfo
r8
.sto
ryis
olat
edst
ruct
ure
with
R=
88.0
48in
(Tb
=3
sec.
),f m
u=
0.10
.Exc
itatio
nre
pres
ente
dby
ase
tofp
airs
ofsc
aled
eart
hqua
kem
otio
nsre
cord
edon
Med
ium
Soil
Site
s(re
pres
enta
tive
ofso
ilty
peS2
).W
eigh
tist
otal
wei
ghto
fstr
uctu
rein
clud
ing
base
.Hei
ght
is12
ft.
IIB
AS
EC
EN
TE
RC
OR
NE
RB
EA
RIN
GC
OR
NE
RT
OB
AS
ESH
EA
RIs
/ST
OR
YSH
EA
Rls
tST
OR
YD
RIF
T(~)
EX
CIT
AT
ION
DIS
PL
(IN
CH
)D
ISP
L(I
NC
H)
CE
NT
ER
DIS
PL
RA
TIO
WE
IGH
TW
EIG
HT
HE
IGH
T()
LT
LT
LT
LT
LT
21W
EST
ER
NW
ASH
(325
)3.
644.
403.
684.
691.
070.
123
0.14
50.
137
0.14
20.
3358
0.34
49
22E
UR
EK
A(0
22)
4.53
4.03
4.56
4.06
1.01
0.12
70.
129
0.12
40.
148
0.28
350.
3620
23E
UR
EK
A(0
23)
12.3
45.
0112
.39
5.12
1.00
0.19
30.
150
0.17
10.
128
0.39
300.
2963
24FE
RN
DA
LE
(023
)2.
481.
322.
571.
391.
040.
105
0.11
40.
116
0.11
60.
2730
0.28
71
25SA
NFE
RN
AN
DO
(241
)8.
177.
518.
277.
581.
010.
153
0.17
10.
141
0.15
10.
3335
0.35
19
26SA
NFE
RN
AN
DO
(458
)5.
786.
735.
976.
931.
030.
155
0.16
70.
130
0.16
30.
2963
0.38
22
27SA
NFE
RN
AN
DO
(264
)6.
373.
586.
383.
691.
000.
156
0.11
70.
161
0.12
70.
3848
0.31
00
28SA
NFE
RN
AN
DO
(267
)5.
134.
205.
184.
281.
010.
145
0.13
50.
130
0.15
80.
3080
0.38
43
29P
UG
ET
SOU
ND
(325
)3.
606.
463.
686.
511.
010.
102
0.16
80.
117
0.16
50.
2742
0.40
07
ME
AN
5.78
4.80
5.85
4.92
1.02
0.14
00.
144
0.13
60.
144
0.32
020.
3466
(J2.
811.
782.
811.
790.
020.
027
0.02
00.
018
0.01
60.
0426
0.03
84
ME
AN
OF
MA
X(L
,T)
6.29
(5.5
4)•
6.39
(5.6
4)•
I0.
154
i0.
153
i0.
3657
I(J
OF
MA
X(L
,n2.
64(1
.65)
•2.
63(1
.64)
•0.
023
0.01
60.
0032
9
TABLE 7.23 Summaryofresults ofthe mean and the mean plus onestandard deviation valuesof the base displacement for 1 • story isolated structure excited by PGV scaled earthquaketime histories and comparison of these results with design values according to SEAOC staticanalysis procedure. Units are inches.
Sliding Isolation System Properties
R=39.132 in R=88.048 in R=88.048 inSoil (Tb =2 sec.) (Tb=3 sec.) (Tb =3 sec.)Type
fmax=O.lO fmax=O.05 fmax=O.10
Mean of Mean Mean of Mean Mean of Meanmax plus 10 SEAOC max plus 10 SEAOC max plus 10 SEAOC(L,T) of max (L,T) of max (L,T) of max
Medium 5.94 8.53 5.72 11.14 16.10 10.19 5.78 8.08 6.32Soil
Sites
TABLE 7.24 Summary ofresults of the mean and the mean plus onestandard deviation valuesof base displacement for 8· story isolated structure excited by PGV scaled earthquake timehistories and comparison of these results with the design values according to SEAOC staticanalysis procedure. Units are inches.
Sliding Isolation System Properties
R=39.132 in R=88.048 in R=88.048 inSoil (Tb = 2 sec.) (Tb = 3 sec.) (Tb = 3 sec.)
Typefmax=O.lO fmax=O.05 fmax=O.10
Mean of Mean Mean of Mean Mean of Meanmax plus 10 SEAOC max plus 10 SEAOC max plus 10 SEAOC(L,T) of max (L,T) of max (L,T) of max
Medium 5.81 8.28 5.72 10.50 15.33 10.19 6.29 8.93 6.32Soil
Sites
7-35
TABLE 7.25 Summary ofresults ofthe mean and the mean plus onestandard deviation valuesof the base displacement for 1 • story isolated structure excited by PGV scaled earthquaketime histories considered in this study representative of the soil sites they were recorded andcompa~sonof these results with the design values according to SEAOC static analysis procedure. Units are inches. Certain records were removed as indicated in Tables (7.5) to (7.22).
Sliding Isolation System Properties
R=39.132 in R=88.048 in R=88.048 inSoil (Tb= 2 sec.) (Tb = 3 sec.) (Tb= 3 sec.)Type
fmax=O.10 fmax=O.05 fmax=O.lO
Mean of Mean Mean of Mean Mean of Meanmax plus lCf SEAOC max plus 1Cf SEAOC max plus 1Cf SEAOC(L,T) of max (L,T) of max (L,T) of max
Medium 5.25 7.07 5.72 8.11 10.31 10.19 5.04 6.01 6.32Soil
Sites
7-36
TABLE 7.26 Summary ofresults ofthe mean and the mean plus one standard deviation valuesof the base displacement for 8 • story isolated structure excited by PGV scaled earthquaketime histories considered in this study representative of the soil sites they were recorded andcomparison of these results with the design values according to SEAOC static analysis procedure. Units are inches. Certain records were removed as indicated in Tables (7.5) to (7.22).
Sliding Isolation System Properties
R=39.132 in R=88.048 in R=88.048 inSoil (Tb = 2 sec.) (Tb = 3 sec.) (Tb = 3 sec.)
Typefmax=O.1O fmax=O.05 fmax=O.10
Mean of Mean Mean of Mean Mean of Meanmax plus 10 SEAOC max plus 10 SEAOC max plus 10 SEAOC(L,T) of max (L,T) of max (L,T) of max
FIGURE 8-1 5% damping spectra of components T,L and square root of sum of squares ofcomponents T and L of scaled earthquake motions selected for dynamic analyses accordingto SEAOC time history analysis procedure and comparison with 1.3 times O.4g SI DesignSpectrum.
FIGURE 8-2 5% damping spectra of components T,L and square root of sum ofsquares ofcomponents T and L of scaled earthquake motions selected for dynamic analyses accordingto SEAOC time history analysis procedure and comparison with 1.3 times O.4g S2 DesignSpectrum.
8-4
00 c:,.
·TA
BL
E8.
1S
elec
ted
time
hist
orie
san
dth
eirs
cali
ngfa
ctor
s.
EX
CIT
AS
OIL
OR
IGIN
AL
CO
MP
ON
EN
TS
IS
C.F
AC
TO
RII
PG
A(g
)I
PG
V(i
n/se
c).
nO
NT
YP
ER
EC
OR
DT
LT
LT
LT
L
MO
TIO
N#1
SI
SA
NF
ER
NA
ND
OS
82W
S08
E6.
503.
701.
313
0.80
315
.990
14.3
93(2
84)
Mo
nO
N#
2S
IS
AN
FE
RN
AN
DO
NO
OE
S90
W2.
401.
800.
326
0.25
921
.096
13.1
40(2
08)
MO
TIO
N#3
SI
EL
CE
NT
RO
SOO
ES
90W
1.30
1.00
0.45
20.
214
17.1
2114
.530
(117
)
MO
TIO
N#4
S2
WE
ST
ER
NW
AS
HN
04W
N86
E2.
982.
100.
492
0.58
825
.121
14.1
12(3
25)
MO
TIO
N#5
S2
SA
NF
ER
NA
ND
ON
90E
NO
OE
3.85
3.85
0.71
20.
774
24.9
1014
.900
(264
).
MO
TIO
N#6
S2
EU
RE
KA
N79
EN
11W
2.35
2.20
0.60
60.
370
27.1
6627
.368
(022
)
8.1 Comparison of Time History Analysis Results to SEAOC Design Formulae.
The analysis results are presented in Tables 8.2 to 8.7. Additional results for the story
shear and the interstory drift ratios are presented in Appendix D. These results show that the
corner to center ratio of the isolation system displacement is equal to unity in the case of the
1 - story structure. Furthermore, this ratio is larger than unity in the 8 - story structure. These
results are consistent with those obtained in the dynamic analyses of Section 7.
Tables 8.8 and 8.9 compare the SEAOC design procedure to the results of the time
history analysis. The tables include the maximum displacement at the geometric center of
the base (maximum among T and L components of all three records) and the value of the
displacement according to the SEAOC static procedure. It may be observed that for soil type
S2, the analysis results are in good agreement with the SEAOC displacement. The SEAOC
formula predicts displacements with error of less than 10% of the calculated value. In the
case of soil type S1, the SEAOC formula underestimates the calculated displacement (by as
much as 25%) for the system with Tb = 3 seconds. For this system, the effective period T
(equation 2.4) is about 2.5 seconds. From the spectra of Figure 8-1, it can be observed that at
this period, the spectra for motions of soil type S1 overestimate the target spectrum by as
much as 30%. This should explain the difference.
It may be concluded that the procedure employed in this section produces results that
are in agreement with those obtained in Section7. Bothprocedures (the one based on statistical
evaluation of the response and the one based on scaled records according to the dynamic
analysis procedure of SEAOC) are consistent with the results of SEAOC static analysis
procedure.
8-6
00~
TA
BL
E8.
2A
naly
sis
resu
lts
for
1•
stor
yis
olat
edst
ruct
ure
wit
hR
=39
.132
in(T
b=
2se
c),f
mllS
=0.
10,e
xcit
edby
scal
edpa
irs
ofre
alre
cord
sac
cord
ing
toth
eD
ynam
icA
naly
sis
Pro
cedu
reo
fSE
AO
C.W
eigh
tis
tota
lw
eigh
to
fstr
uctu
rein
clud
ing
base
.H
eigh
tis
12ft
.
BA
SEC
EN
TE
RC
OR
NE
RB
EA
RIN
GC
OR
NE
RTO
BA
SESH
EA
R1s
tST
OR
YSH
EA
R1s
tST
OR
YD
RIF
TE
XC
ITA
TIO
ND
1SPL
(IN
CH
)D
1SPL
(IN
CH
)C
EN
lER
D1S
PLW
EIG
HT
WE
IGH
TH
EIG
HT
(%)
RA
TIO
LT
LT
LT
LT
LT
MO
TIO
N#1
1.01
1.78
1.02
1.78
1.00
0.10
60.
143
0.19
10.
223
0.10
380.
1225
MO
TIO
N#2
0.99
2.11
0.99
2.11
1.00
0.09
80.
139
0.10
20.
129
0.05
510.
0707
MO
TIO
N#3
1.50
2.16
1.51
2.16
1.00
0.13
50.
143
0.08
40.
119
0.04
530.
0652
MO
TIO
N#4
1.97
3.31
1.97
3.31
1.00
0.13
30.
171
0.11
80.
155
0.06
430.
0851
MO
TIO
N#5
2.17
5.69
2.17
5.69
1.00
0.11
60.
210
0.11
50.
142
0.06
270.
0782
MO
TIO
N#6
3.75
4.52
3.75
4.52
1.00
0.16
50.
202
0.12
30.
136
0.06
700.
0745
co I co
TA
BL
E8.
3A
naly
sis
resu
lts
for
1•
stor
yis
olat
edst
ruct
ure
wit
hR
=88
.048
in(T
b=
3se
c),f
mas
=0.
05,e
xcit
edby
scal
edpa
irs
ofre
alre
cord
sac
cord
ing
toth
eD
ynam
icA
naly
sis
Pro
cedu
reof
SE
AO
C.W
eigh
tis
tota
lw
eigh
tofs
truc
ture
incl
udin
gba
se.
Hei
ghti
s12
ft.
BA
SEC
EN
TE
RC
OR
NE
RB
EA
RIN
GC
OR
NE
RlU
BA
SESH
EA
R1s
tST
OR
YSH
EA
R1s
tST
OR
YD
RIF
TE
XC
ITA
TIO
ND
ISPL
(IN
CH
)D
ISPL
(IN
CH
)C
EN
TE
RD
ISPL
WE
IGH
TW
EIG
HT
HE
IGH
T(%
)R
AT
IO
LT
LT
LT
LT
LT
MO
TIO
N#1
2.27
3.60
2.27
3.60
1.00
0.06
80.
089
0.09
50.
101
0.05
130.
0557
MO
TIO
N#2
2.86
5.88
2.86
5.88
1.00
0.07
70.
112
0.05
40.
065
0.02
920.
0357
MO
TIO
N#3
5.18
4.81
5.18
4.81
1.00
0.10
40.
103
0.05
90.
077
0.03
180.
0421
MO
TIO
N#4
4.12
6.92
4.12
6.92
1.00
0.08
90.
113
0.08
80.
111
0.04
790.
0606
MO
TIO
N#5
3.85
8.06
3.8
5·
8.07
1.00
0.08
70.
127
0.06
40.
079
0.03
790.
0430
MO
TIO
N1t
69.
4911
.17
.9.4
911
.17
1.00
0.14
90.
152
0.07
70.
086
0.04
190.
0470
00 .0
TA
BL
E8.
4A
naly
sis
resu
lts
for
1•s
tory
isol
ated
stru
ctur
ew
ith
R=
88.0
48in
(Tb
=3
sec)
,fm
a
=0.
10,e
xcit
edby
scal
edpa
irs
ofr
eal
reco
rds
acco
rdin
gto
the
Dyn
amic
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lysi
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roce
dure
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EA
OC
.Wei
ghti
sto
tal
wei
ghto
fstr
uctu
rein
clud
ing
base
.Hei
ghti
s12
ft.
BA
SEC
EN
TE
RC
OR
NE
RB
EA
RIN
GC
OR
NE
RT
OB
ASE
SHE
AR
1stS
TO
RY
SHE
AR
1st S
TO
RY
DR
IFT
EX
CIT
AT
ION
DlS
PL(I
NC
H)
DlS
PL(I
NC
H)
CE
NT
ER
DlS
PLW
EIG
HT
WE
IGH
TH
EIG
HT
(%)
RA
TIO
LT
LT
LT
LT
LT
MO
TIO
N#1
1.14
1.97
1.14
1.97
1.00
0.10
30.
120
0.19
10.
232
0.10
350.
1277
MO
TIO
N#
21.
432.
681.
432.
691.
000.
107
0.11
90.
101
0.11
50.
0546
0.06
33
MO
TIO
N#3
1.92
2.35
1.92
2.36
1.00
0.12
00.
119
0.09
00.
114
0.04
890.
0628
MO
TIO
N#4
1.84
4.01
1.84
4.02
LOO
0.11
40.
134
0.11
80.
155
0.06
420.
0853
MO
TIO
N#5
2.12
5.39
2.73
5.40
LOO
0.11
60.
152
0.12
10.
136
0.06
540.
0745
MO
TIO
N#
65.
056.
235.
076.
251.
000.
134
0.15
20.
081
0.14
40.
0438
0.07
85
00 I -o
TA
BL
E8.
5A
naly
sis
resu
lts
for
8-s
tory
isol
ated
stru
ctur
ew
ith
R=
39.1
32in
(Tb
=2
sec)
,fm
u
=0.1
0,ex
cite
dby
scal
edpa
irs
ofr
eal
reco
rds
acco
rdin
gto
the
Dyn
amic
Ana
lysi
sP
roce
dure
'o
fSE
AO
C.W
eigh
tis
tota
lw
eigh
tofs
truc
ture
incl
udin
gba
se.
Hei
ghti
s12
ft.
BA
SEC
EN
TE
RC
OR
NE
RB
EA
RIN
GC
OR
NE
RTO
BA
SESH
EA
R1s
tST
OR
YSH
EA
R1s
tST
OR
YD
RIF
TE
XC
ITA
TIO
ND
1SPL
(IN
CH
)D
1SPL
(IN
CH
)C
EN
TE
RD
1SPL
WE
IGH
TW
EIG
HT
HE
IGH
T(%
)R
AT
IO
LT
LT
LT
LT
LT
MO
TIO
NHI
1.22
2.51
1.44
2.64
1.05
0.11
60.
158
0.11
10.
152
0.26
300.
3606
MO
TIO
NH
21.
412.
131.
482.
311.
080.
121
0.13
40.
113
0.12
50.
2652
0.29
33
MO
TIO
NH
32.
062.
612.
212.
761.
060.
133
0.13
90.
125
0.13
20.
2896
0.31
80
MO
TIO
N#4
2.12
2.85
2.23
2.86
1.00
0.14
20.
160
0.12
90.
174
0.30
480.
4256
MO
TI0
NH
52.
535.
522.
605.
581.
010.
126
0.22
90.
126
0.22
30.
3015
0.52
92
MO
TI0
NH
64.
144.
714.
174.
741.
010.
170
0.20
00.
152
0.19
50.
3537
0.47
01
~ - -
TA
BL
E8.
6A
naly
sis
resu
lts
for
8•s
tory
isol
ated
stru
ctu
rew
ith
R=
88.0
48in
(Tb
=3
sec)
,fm
u:=
0.05
,exc
ited
bysc
aled
pair
so
frea
lre
cord
sac
cord
ing
toth
eD
ynam
icA
naly
sis
Pro
cedu
reof
SE
AO
C.W
eigh
tis
tota
lw
eigh
tofs
truc
ture
incl
udin
gba
se.H
eigh
tis
12ft
.
BA
SE
CE
NT
ER
CO
RN
ER
BE
AR
ING
CO
RN
ER
TO
BA
SESH
EA
R1s
tST
OR
YSH
EA
R1s
tST
OR
YD
RIF
TE
XC
ITA
TIO
ND
ISP
L(I
NC
H)
DlS
PL
(IN
CH
)C
EN
lER
DlS
PL
WE
IGH
TW
EIG
HT
HE
IGH
T(%
)R
AT
IO
LT
LT
LT
LT
LT
MO
TIO
N#1
2.75
3.66
2.76
3.70
1.01
0.07
90.
089
0.06
90.
085
0.16
150.
2020
MO
TIO
N#2
3.25
6.84
3.27
6.92
1.01
0.07
30.
118
0.06
40.
111
0.14
940.
2583
MO
TIO
N#3
5.39
4.75
5.50
4.84
1.02
0.10
90.
094
0.09
40.
088
0.22
310.
2121
MO
TIO
N#4
4.87
6.88
4.89
6.89
1.00
0.10
10.
110
0.09
80.
124
0.23
070.
2986
MO
TIO
N#5
4.16
6.56
4.17
6.68
1.02
0.09
20.
109
0.08
20.
108
0.18
810.
2567
MO
TIO
N#6
9.75
11.1
79.
8511
.22
1.00
0.14
50.
152
0.13
40.
142
0.31
000.
3385
00 • -t-.J
TA
BL
E8.
7A
naly
sis
resu
lts
for
8•s
tory
isol
ated
stru
ctur
ew
ith
R=
88.0
48in
(Tb=3
sec)
,fm
u=
0.10
,exc
ited
bysc
aled
pair
so
frea
lre
cord
sac
cord
ing
toth
eD
ynam
icA
naly
sis
Pro
cedu
reo
fSE
AO
C.W
eigh
tis
tota
lw
eigh
tofs
truc
ture
incl
udin
gba
se.H
eigh
tis
12ft
.
BA
SEC
EN
TE
RC
OR
NE
RB
EA
RIN
GC
OR
NE
RTO
BA
SESH
EA
R1s
tSTO
RY
SHE
AR
1stS
TOR
YD
RIF
TE
XC
ITA
TIO
ND
ISPL
(IN
CH
)D
lSPL
(IN
CH
)C
EN
lER
DIS
PLW
EIG
HT
WE
IGH
TH
EIG
HT
(%)
RA
TIO
LT
LT
LT
LT
LT
MO
TIO
NH
I1.
433.
681.
504.
011.
090.
106
0.13
90.
112
0.12
80.
2618
0.30
45
MO
TIO
NH
21.
532.
621.
662.
761.
050.
112
0.11
90.
102
0.12
30.
2389
0.29
35
MO
TIO
NH
32.
533.
112.
613.
131.
010.
112
0.12
60.
109
0.12
50.
2540
0.30
15
MO
TIO
N#4
2.63
3.21
2.77
3.41
1.06
0.11
70.
128
0.12
00.
143
0.28
740.
3538
MO
TIO
NH
52.
695.
642.
895.
661.
000.
104
0.15
10.
129
0.15
20.
3046
0.36
51
MO
TIO
NH
65.
866.
325.
906.
.34
1.00
0.13
80.
156
0.13
30.
153
0.30
750.
3762
TABLE 8.8 Summary of analysis results of maximum base displacement at geometriccenter of 1 • story isolated structure excited by scaled pairs of real records according to theDynamic Analysis Procedure of SEAOC and comparison of these displacements with thedesign displacements according to SEAOC static analysis procedure.
Sliding Isolation System Pyroperties.
R=39.l32 in R=88.048 in R=88.048 inSoil (Tb= 2 sec.) (Tb= 3 sec.) (Tb= 3 sec.)
Typefmax=O.1O fmax=O.05 fmax=O.1O
Analysis SEAOC Ratio * Analysis SEAOC Ratio * IAnalysis SEAOC Ratio *(inch) (inch) (inch) (inch) (inch) (inch)
SI 2.16 2.81 1.30 5.88 5.28 0.90 2.68 3.11 1.16
S2 5.69 5.72 1.01 11.17 10.19 0.91 6.23 6.32 1.01
* SEAOClAnalysis
8-13
TABLE 8.9 Summary of analysis results of maximum base displacement at geometriccenter of 8 • story isolated structure excited by scaled pairs of real records according to theDynamic Analysis Procedure of SEAOC and comparison of these displacements with thedesign displacements according to SEAOC static analysis procedure.
Sliding Isolation System Properties.
R=39.132 in R=88.048 in R=88.048 inSoil (Tb= 2 sec.) (Tb= 3 sec.) (Tb= 3 sec.)
Typefmax=O.lO fmax=O.05 fmax=O.10
Analysis SEAOC Ratio * Analysis SEAOC Ratio * Analysis SEAOC Ratio *(inch) (inch) (inch) (inch) (inch) (inch)
Sl 2.61 2.81 1.08 6.84 5.28 0.77 3.68 3.11 0.85
S2 5.52 5.72 1.04 11.17 10.19 0.91 6.32 6.32 1.00
* SEAOC/Analysis
8-14
SECTION 9
CONCLUSIONS AND DISCUSSION
In this study, a comparison has been made between SEAOC design requirements and
sliding isolated structure results obtained either by tests or by dynamic nonlinear time history
analysis. In the dynamic analysis, six different combinations of structural systems and prop
erties of isolation system were considered. The structural systems consisted of either a 1
story stiff structure or an 8 - story flexible structure. The isolation system consisted of 45
Friction Pendulum System (FPS) isolators with stiffness and frictional properties covering a
wide range of values. The isolators were modeled as elements having linear stiffness and
friction with circular interaction. In this way, the force-displacement relation of each isolator
was identical in all directions.
Each isolated structure was analyzed by three different procedures. In the first, a small
set of artificial motions was used. These motions were comparable with design spectra for
Seismic Zone 4. In the second, another small set of actual but scaled records was used. These
records were also compatible with design spectra for Seismic Zone 4. The scaling of these
records followed the procedure required by the SEAOC for time history analysis. In the third,
a large set of actual earthquake records was used. The records were scaled so that the peak
ground velocity (PGV) of each record had a value compatible with spectra for Seismic Zone
4. In this case, the variation in the response due to the variability of ground motion was
evaluated by calculating mean and standard deviation values.
This study concentrated on the evaluation of the SEAOC static analysis formula that
prescribes peak displacements of the isolation system. However, additional results like base
9-1
shear force, story shear forces and interstory drifts are presented for all analyzed structures.
This collection of nonlinear response data could be further used to evaluate design require
ments for sliding isolated structures.
The conclusions of this study are:
(l)Friction pendulum bearings can be accurately modeled with bilinear (non-velocity
dependent) hysteretic elements. In this respect, standard computer programs like
DRAIN-2D may be used provided that care is exercised in selecting the proper "yield
displacement" and time step for integration.
(2)The SEAOC formula for the design displacement (equation 2.1) overpredicts uni
directional test displacements. However, the amount of overprediction is difficult
to quantify because of the difficulty in establishing ZNS values which are
representative of a single earthquake motion history.
(3)The SEAOC formula (equation 2.1) overpredicts uni-directional artificial time his
tory displacements by an average of about 50%. For the calculation of the time
history displacements, three artificial (spectrum compatible) earthquake motions
were used for each set of analyses. Furthermore, the SEAOC formula overpredicts
bi-directional artificial time history displacements by an average of 25%. The bi
directional excitation consisted of one artificial, spectrum compatible earthquake
motion applied in one building direction and 83% of the same motion applied in the
other direction. In this way, the square root of the sum of squares of the spectra of
the two artificial components was compatible with 1.3 times the Design-Basis spectra.
(4)The SEAOC formula (equation 2.1) predicts accurately the mean peak displacement
response of several bi-directional real earthquakes scaled to have a common PGV
and whose average spectrum equals the SEAOC design spectrum. Furthermore, the
scaled earthquakes have the average of their SRSS combined spectra (square root
of sum of squares of the Land T spectra) above the 1.3 times the SEAOC design
spectrum (Design-Basis spectrum).
9-2
(5)The SEAOC formula (equation 2.1) predicts accurately the peak displacement
response as calculated by the time history analysis method specified by SEAOC for
dynamic analysis.
(6)The additional displacement due to torsion is significantly lower in sliding isolation
systems than in other isolation systems. In particular, a 5% mass eccentricity in a
stiff 1 - story structure was found to generate, in all analyzed cases, an insignificant
additional displacement in sliding isolation systems. The maximum calculated ratio
of corner bearing displacement to geometric center displacement was only 1.02,
whereas the SEAOC static procedure prescribes a value of 1.24 for the analyzed plan
configuration. In the case of a flexible 8 - story structure, the additional displacement
due to torsion is considerably larger than that in the stiff 1- story structure. In general,
torsion in sliding isolation systems is primarily affected by the combination of mass
eccentricity and superstructure flexibility and not by the mass eccentricity alone. In
this respect, the minimum factor of 1.1 specified in SEAOC for the amplification of
the design displacement (D) to account for torsion should be modified so that it
reflects the effect of the superstructure flexibility.
The main conclusion of this study is that the SEAOC static analysis procedure predicts
displacements of the isolation system which compare well with displacements calculated in
time history dynamic analysis. In this analysis, the earthquake motions consisted of two ort
hogonal components whose spectra, when combined by the SRSS rule, matched or were above
the 1.3 times the SEAOC design spectra (Design-Basis spectra).
In the cases in which the earthquake motions matched the 1.3 times the Design-Basis
spectra (artificial records), the SEAOC formula overpredicted the time history displacements
by about 25%.
In the cases in which the earthquake motions had combined spectra above the 1.3 times
the Design-Basis spectra (PGV scaled, Figures 7-2 and 7-3), the SEAOC formula predicted
well the mean peak displacement of these earthquake motions. When a square interaction
9-3
model was used for the isolation bearings (as done in the study ofKircher and Lashkari, 1989),
the SEAOC formula overpredicted the mean peak displacement by less than 20%. In this
respect, the degree of conservatism in the SEAOC static analysis procedure appears to be
about the same for the studied sliding isolation systems and the bilinear isolation systems
studied by Kircher and Lashkari, 1989.
9-4
SECTION 10
REFERENCES
[1] Applied Technology Council, (1978). Tentative Provisions for theDevelopmentofSeismic
Regulations for Buildings, ATC 3-06, NBS 510, NSF 78-8, Washington, D. C., June.
[2] California Institute of Technology (1975). Analyses of Strong Motion Earthquake
Accelerograms. Report No. EERL 75-80, Vol III, Part T, Earthquake Engineering
Laboratory, Pasadena, CA.
[3] Chalhoub, M.S. and Kelly, J.M. (1990). Comparison of SEAONC Base Isolation Ten
tative Code to Shake Table Results. Journal of Structural Engineering, ASCE, Vol. 116,
No.4, pp.925-938.
[4] Constantinou, M.C., Mokha, A. and Reinhorn, A.M. (1990a). Experimental and Ana
lytical Study ofa Combined SlidingDisc Bearing and Helical Steel Spring Isolation System.
Report No. NCEER-90-0019, National Center for Earthquake Engineering Research,
Buffalo, N.Y.
[5] Constantinou, M.C., Mokha, A. and Reinhorn, A.M. (1990b). Teflon Bearings in Base
Isolation. Part 2: Modeling. Journal of Structural Engineering, ASCE, Vol. 116, No.2,
RESULTS OF MAXIMUM STORY SHEAR AND INTERSTORY DRIFT FOR 8 • STORY
ISOLATED STRUCTURE. EXCITATION REPRESENTED BY A SET OF PAIRS OF
SCALED EARTHQUAKE MOTIONS (SCALING BASED ON PGV).
Q -
TA
BL
EC
.lA
naly
sis
resu
lts
ofm
axim
umst
ory
shea
rfo
r8
-sto
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olat
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ure
wit
hR
=39.
132
in(T
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),f m
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.10.
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bya
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fpai
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otio
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ites
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ntat
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SI)
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II:1MST
OR
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OR
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AR
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HT
WE
IGH
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HT
WE
IGH
TW
EIG
HT
WE
IGH
T
LT
LT
LT
LT
LT
LT
LT
1H
EL
EN
A(3
23)
0.15
40.
057
0.13
50.
054
0.12
40.
043
0.12
20.
042
0.11
50.
055
0.10
20.
054
0.06
40.
040
2K
ER
NC
OU
NT
Y(0
95)
0.11
00.
100
0.10
80
.10
10
.09
30
.10
70
.09
70
.11
60
.09
50
.10
90.
077
0.09
10
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20
.06
23
LY
TL
EC
RE
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(290
)0.
102
0.09
60.
081
0.08
00.
112
0.10
20.
135
0.10
30.
121
0.08
80.
126
0.11
50.
082
0.09
34
PA
RK
FIE
LD
(097
)0.
083
0.11
00.
082
0.10
10.
079
0.09
40.
079
0.09
10.
067
0.09
20.
080
0.09
80.
059
0.06
85
SA
NF
ER
NA
ND
O(2
84)
0.10
70.
118
0.10
20.
116
0.09
40.
114
0.08
20.
102
0.06
90.
095
0.06
30.
081
0.04
30.
050
6S
AN
FE
RN
AN
DO
(126
)0.
149
0.09
40.
141
0.09
30.
118
0.08
00.
113
0.08
30.
081
0.07
10.
083
0.08
00.
063
0.07
77
SA
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ER
NA
ND
O(2
79)
0.09
60.
114
0.Q
920.
100
0.08
30.
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0.08
30.
087
0.07
90.
078
0.07
30.
079
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60.
056
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(104
)0.
076
0.10
90.
080
0.11
80.
080
0.10
80.
073
0.08
90.
061
0.09
20.
055
0.06
50.
063
0.06
69
SA
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ER
NA
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O(1
28)
0.09
40.
119
0.08
90.
111
0.08
40.
105
0.10
60.
101
0.09
00.
097
0.08
30.
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0.09
20.
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10S
AN
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111
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0.09
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0.08
60.
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30.
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0.06
40.
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30.
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1
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0.10
80.
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0.10
10.
097
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60.
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0.09
80.
089
0.08
60.
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20.
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0.06
30.
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(J0.
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0.01
70.
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0.01
80.
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90.
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60.
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0.Q
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7M
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FM
AX
(L,n
0.12
00.
111
0.10
70.
105
0.09
60.
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0.06
8(J
OF
MA
X(L
,n0.
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0.01
70.
010
0.Q
l50.
014
0.01
60.
Ql5
Q N
TA
BL
EC
.2A
naly
sis
resu
lts
of
max
imum
inte
rsto
rydr
ift
for
8-
stor
yis
olat
edst
ruct
ure
wit
hR
=39.
132
in(T
b=2
sec.
),f m
u=0
.10.
Exc
itat
ion
repr
esen
ted
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060.
2450
0.34
900.
2090
0.28
770.
1853
0.22
010.
2667
0.27
200.
1763
0.22
2016
SA
NF
ER
NA
ND
O(2
08)
0.18
190.
2227
0.16
890.
2045
0.20
870.
2501
0.19
210.
2255
0.17
210.
1943
0.20
780.
2300
0.14
450.
1592
17S
AN
FE
RN
AN
DO
(21
l)0.
2100
0.21
280.
1872
0.19
670.
2288
0.23
870.
2120
0.20
810.
1803
0.16
990.
2037
0.21
440.
1360
0.16
4518
SA
NF
ER
NA
ND
O(4
66)
0.27
260.
3450
0.26
670.
3050
0.33
950.
3519
0.30
550.
3013
0.25
050.
2414
0.27
280.
3080
0.17
610.
2289
19S
AN
FE
RN
AN
DO
(253
)0.
1553
0.37
680.
1406
0.33
670.
1838
0.39
720.
1693
0.33
920.
1496
0.26
310.
2087
0.34
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2049
0.25
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SA
NF
ER
NA
ND
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99)
0.20
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43
0.2
16
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1708
0.26
070.
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0.22
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2498
0.21
970.
2123
0.30
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60.
2166
0.19
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ME
AN
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0.19
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0.24
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0.21
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2529
0.19
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0.26
040.
2890
0.18
600.
2235
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0.08
100.
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0.06
460.
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0.06
290.
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500.
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040.
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0.05
390.
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91
ME
AN
OF
MA
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,T)
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310.
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0.28
560.
2556
0.21
960.
2973
0.22
54
(JO
FM
AX
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0.07
420.
0596
0.05
760.
0427
0.02
770.
0504
0.03
82
Q - -
TA
BL
EC
.ll
Ana
lysi
sre
sult
sof
max
imum
stor
ysh
ear
for
8.s
tory
isol
ated
stru
ctu
rew
ith
R=
88.0
48in
(Tb=
3se
c.),
f m..
=0.
05.
Exc
itat
ion
repr
esen
ted
by
ase
to
fpa
irs
of
scal
edea
rthq
uake
mot
ions
reco
rded
onM
ediu
mSo
ilSi
tes
(rep
rese
ntat
ive
ofs
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type
S2).
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ght
isto
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eigh
to
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uctu
rein
clud
ing
base
.
2nd
STO
RY
SHE
AR
3rd
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RY
SHE
AR
4th
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RY
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OR
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EA
R6t
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OR
YSH
EA
R7t
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OR
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EA
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OR
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EA
RE
XC
ITA
TIO
NW
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IGH
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IGH
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IGH
TW
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LT
LT
LT
LT
LT
LT
LT
21W
ES
TE
RN
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SH
(325
)0.
101
0.13
30.
093
0.12
60.
082
0.11
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069
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40.
060
0.08
30.
057
0.06
70.
043
0.04
0
22E
UR
EK
A(0
22)
0.10
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109
0.08
80.
099
0.07
20.
089
0.06
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D75
0.06
00.
065
0.04
50.
062
0.02
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046
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UR
EK
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ER
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065
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055
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40.
051
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AN
FE
RN
AN
DO
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)0.
204
0.15
10.
180
0.14
30.
154
0.12
70.
125
0.10
50.
103
0.08
80.
077
0.06
80.
042
0.04
5
26S
AN
FE
RN
AN
DO
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)0.
161
0.16
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137
0.14
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0.12
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093
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073
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40.
030
0.03
427
SA
NF
ER
NA
ND
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64)
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085
0.10
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30.
074
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40.
068
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00.
066
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10.
066
0.05
10.
061
28S
AN
FE
RN
AN
DO
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)0.
080
0.10
70.
072
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90.
082
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60.
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750.
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GE
TS
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086
0.11
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084
0.08
80.
078
0.08
10.
065
0.06
70.
050
0.05
6
ME
AN
0.11
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116
0.10
90.
107
0.09
90.
097
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083
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074
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064
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046
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046
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029
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60.
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009
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1
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AN
OF
MA
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110
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019
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010
0.00
9
Q -N
TA
BL
EC
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Ana
lysi
sres
ults
ofm
axim
umin
ters
tory
drift
for
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tory
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ated
stru
ctur
ew
ithR
=88
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in(T
b=
3se
c.),
f mu=0
.05.
Exc
itatio
nre
pres
ente
db
ya
set
ofpa
irs
orsc
aled
eart
hqua
kem
otio
nsre
cord
edon
Med
ium
Soil
Site
s(r
epre
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ativ
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type
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ghti
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ft.
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CIT
AT
ION
2nd
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RY
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IFI(
",)
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RY
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IFT
%)
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RY
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RY
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OR
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HE
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T
LT
LT
LT
LT
LT
LT
LT
21W
ES
TE
RN
WA
SH
(325
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2361
0.31
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2174
0.29
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0.36
370.
2157
0.30
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1926
0.26
190.
2660
0.31
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2013
0.18
54
22E
UR
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A(0
22)
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190.
2502
0.20
630.
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570.
2771
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150.
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0.18
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2063
0.20
850.
2896
0.11
860.
2202
23E
UR
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A(0
23)
0.40
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1966
0.37
570.
1893
0.44
400.
2414
0.37
310.
2098
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1730
0.30
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2124
0.16
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ER
ND
AL
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0.15
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1681
0.15
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1821
0.20
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2365
0.19
390.
2039
0.18
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1735
0.25
520.
2313
0.17
520.
2216
25S
AN
FE
RN
AN
DO
(241
)0.
4851
0.35
220.
4238
0.34
280.
4804
0.41
270.
3949
0.33
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3206
0.27
920.
3599
0.32
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2004
0.21
7626
SA
NF
ER
NA
DO
(458
)0.
3864
0.39
200.
3222
0.33
440.
3488
0.41
260.
2939
0.35
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2294
0.28
180.
2549
0.30
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1433
0.16
2227
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ER
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ND
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64)
0.25
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2007
0.24
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0.29
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0.26
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2091
0.22
230.
2023
0.38
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3163
0.24
160.
2856
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AN
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RN
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DO
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)0.
1909
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(>40
3
Q ~
TA
BL
EC
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Ana
lysi
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sult
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ysh
ear
for
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stor
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edst
ruct
ure
wit
hR
=88.
048
in(T
b=3
sec.
),fm
u:=
0.10
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xcit
atio
nre
pres
ente
db
ya
set
of
pair
so
fsc
aled
eart
hqua
kem
otio
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cord
edon
Roc
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tes
(rep
rese
ntat
ive
ofs
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type
SI)
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to
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clud
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.
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RY
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AR
3rd
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RY
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AR
4th
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RY
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AR
5th
STO
RY
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AR
6th
STO
RY
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AR
7th
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RY
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AR
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STO
RY
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AR
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CIT
AT
ION
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LT
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23)
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ER
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NT
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101
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AN
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DO
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TA
BL
EC
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Ana
lysi
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ults
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ters
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for
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ated
stru
ctur
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ithR
=88
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in(T
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c.),
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=0.
10.
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itatio
nre
pres
ente
dby
ase
tof
pair
sof
scal
edea
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uake
mot
ions
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rded
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ock
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epre
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ativ
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ght
is12
ft.
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CIT
AT
ION
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RY
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OR
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RY
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IFT
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HE
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LT
LT
LT
LT
LT
LT
LT
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EN
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1947
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ER
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NT
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DO
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7S
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8S
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560.
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0.29
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ER
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160.
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0.20
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0.26
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0.38
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DO
(220
)0.
2457
0.23
270.
2293
0.22
210.
2948
0.25
740.
2912
0.22
800.
2490
0.19
950.
3510
0.30
560.
2399
0.24
51
ME
AN
0.23
940.
2279
0.22
970.
2260
0.29
660.
2922
0.30
590.
2796
0.26
490.
2650
0.38
290.
3852
0.29
120.
3126
cr0.
0459
0.03
980.
0517
0.04
360.
0518
0.05
930.
0621
0.05
950.
0587
0.04
820.
0908
0.08
280.
0654
0.08
07
ME
AN
OF
MA
X(L
,T)
0.26
320.
2590
0.33
390.
3297
0.30
010.
4184
0.32
24
crO
FM
AX
(L,T
)0.
0333
0.04
220.
0324
0.04
440.
0389
0.08
080.
0712
() .... VI
TA
BL
EC
.IS
Ana
lysi
sre
sult
sof
max
imum
stor
ysh
ear
for
8·
stor
yis
olat
edst
ruct
ure
wit
hR
=88
.048
in(T
b=
3se
c.),
f mu
=0.
10.
Exc
itat
ion
repr
esen
ted
by
ase
to
fpa
irs
of
scal
edea
rthq
uake
mot
ions
reco
rded
onS
tiff
Soil
Site
s(re
pres
enta
tive
ofs
oilt
ype
SI)
.Wei
ghti
stot
alw
eigh
to
fstr
uctu
rein
clud
ing
base
.
II2ndST
OR
YS
IIIW
/"d
STO
RY
SllE
AR
.,
STO
RY
SllE
AR
,,'S
TOR
YSl
lEA
R~,
STO
RY
SHE
AR
7"ST
OR
YS
IIIW
/&,
STO
RY
SllE
AR
EX
CIT
An
ON
WE
IGH
TW
EIG
HT
WE
IGH
TW
EIG
HT
WE
IGH
TW
EIG
HT
WE
IGH
T
LT
LT
LT
LT
LT
LT
LT
11L
OW
ER
CA
(117
)0
.11
40
.11
50
.10
30
.10
00.
092
0.13
90.
095
0.14
10
.09
30
.11
70
.08
40
.10
70
.06
20
.07
912
EL
CE
NT
RO
(117
)0.
116
0.12
60.
127
0.11
40.
126
0.11
90.
113
0.13
50.
111
0.12
80.
097
0.12
40.
058
0.07
413
PAR
KFI
EL
D(0
14)
0.08
10
.14
00
.07
80
.12
60
.10
50
.11
30
.10
10
.09
90
.10
20
.10
30
.10
90
.12
70
.08
00
.07
914
SAN
fER
NA
ND
O(1
10)
0.12
10.
094
0.11
60.
094
0.10
50.
098
0.09
70.
097
0.09
70.
100
0.09
00.
088
0.06
00.
064
15SA
NfE
RN
AN
DO
(135
)0.
110
0.13
10.
101
0.13
30.
080
0.12
20.
086
0.11
30.
093
0.10
70.
081
0.10
40.
059
0.07
716
SAN
fER
NA
ND
O(2
08)
0.11
10.
122
0.10
80.
117
0.10
30.
110
0.09
40.
109
0.08
20.
090
0.07
50.
074
0.05
20.
050
17SA
NfE
RN
AN
DO
(211
)0.
120
0.12
30.
116
0.11
60.
108
0.10
60.
097
0.09
10.
084
0.08
00.
073
0.07
20.
051
0.05
118
SAN
fER
NA
ND
O(4
66)
0.11
00.
118
0.10
80.
111
0.10
20.
102
0.08
90.
090
0.07
90.
084
0.08
70.
097
0.05
80.
069
19SA
NfE
RN
AN
DO
(253
)0.
098
0.11
40.
096
0.09
80.
083
0.10
30.
096
0.10
10.
080
0.09
40.
064
0.10
40.
057
0.08
0
20SA
NfE
RN
AN
DO
(199
)0.
133
0.11
60.
135
0.11
40.
117
0.10
50.
102
0.10
50.
103
0.09
00.
095
0.07
50.
057
0.05
8
ME
AN
0.11
10.
120
0.10
90.
112
0.10
20.
112
0.09
70.
108
0.09
20.
099
0.08
60.
097
0.05
90.
068
0'
0.01
30.
012
0.01
50.
012
0.01
30.
012
0.00
70.
016
0.01
00.
014
0.01
20.
019
0.00
80.
011
ME
AN
OF
MA
X(L
,T)
0.12
40.
118
0.11
50.
109
0.10
10.
100
0.06
80
'O
FM
AX
(L,T
)0.
008
0.01
20.
Q11
0.01
60.
013
0.01
70.
011
() I -0'1
TA
BL
EC
.16
Ana
lysi
sres
ults
ofm
axim
umin
ters
tory
drift
for
8.s
tory
isol
ated
stru
ctur
ew
ithR
=88
.048
in(T
b=
3se
c.),
f mu
=0.1
0.E
xcita
tion
repr
esen
ted
bya
set
ofpa
irs
ofsc
aled
eart
hqua
kem
otio
nsre
cord
edon
Stif
fSoi
lSite
s(r
epre
sent
ativ
eof
soil
type
SI).
Hei
ghti
s12
ft.
2nd
STO
RY
DR/
F1(.%
)3r
dST
OR
YD
R/F
1(%
)4t
hST
OR
YD
R/FT
('1<
)5t
hST
OR
YD
R/FT
('1<
)6t
hST
OR
YD
R/FT
('1<
)7t
hST
OR
YD
R/FT
('1<
8th
STO
RY
DR
/FT(
%)
EX
CIT
AT
ION
HE
IG/I
TH
E/G
lff
HE
/Gff
[0
HE
/Glf
f0
HE
/GH
T0
HE
/Gff
[0
HE
/Gff
[
LT
LT
LT
LT
LT
LT
LT
11L
OW
ER
CA
(117
)0.
2673
0.26
610.
2421
0.23
130.
2843
0.44
570.
2969
0.44
620.
2907
0.37
150.
3959
0.51
480.
2875
0.37
95
12E
LC
EN
TR
O(1
17)
0.27
140.
2865
0.29
930.
2788
0.39
960.
3866
0.35
560.
4135
0.34
120.
3977
0.45
420.
5923
0.27
250.
3529
13P
AR
KF
IEL
D(0
14)
0.18
400.
3136
0.18
150.
2973
0.32
740.
3570
0.31
430.
3108
0.32
200.
3272
0.51
680.
6036
0.37
240.
3831
14S
AN
FE
RN
AN
DO
(110
)0.
2779
0.21
850.
2712
0.22
300.
3311
0.30
870.
2994
0.30
730.
2982
0.31
410.
4227
0.42
560.
2835
0.30
53
15S
AN
FE
RN
AN
DO
(135
)0.
2536
0.30
760.
2362
0.30
870.
2529
0.38
390.
2729
0.35
780.
2879
0.34
210.
3802
0.49
280.
2810
0.36
77
16S
AN
FE
RN
AN
DO
(208
)0.
2591
0.27
620.
2541
0.27
210.
3290
0.34
550.
2912
0.34
400.
2561
0.28
670.
3504
0.35
080.
2467
0.23
57
17S
AN
FE
RN
AN
DO
(211
)0.
2751
0.27
810.
2724
0.27
070.
3437
0.33
350.
3004
0.28
960.
2637
0.25
720.
3405
0.34
650.
2370
0.24
20
18S
AN
FE
RN
AN
DO
(466
)0.
2564
0.28
460.
2530
0.26
300.
3202
0.32
300.
2804
0.28
590.
2533
0.26
770.
4084
0.46
360.
2752
0.33
07
19S
AN
FE
RN
AN
DO
(253
)0.
2338
0.25
950.
2258
0.22
670.
2668
0.32
040.
3020
0.31
720.
2526
0.28
930.
2970
0.49
380.
2710
0.38
69
20S
AN
FE
RN
AN
DO
(199
)0.
2999
0.26
060.
3114
0.25
980.
3656
0.33
460.
3184
0.33
060.
3279
0.28
490.
4476
0.34
890.
2674
0.27
45
ME
AN
0.25
790.
2751
0.25
470.
2631
0.32
210.
3539
0.30
320.
3403
0.28
940.
3138
0.40
140.
4633
0.27
940.
3258
(J0.
0297
0.02
550.
0353
0.02
750.
0422
0.03
920.
0218
0.05
000.
0312
0.04
340.
0604
0.09
030.
0345
0.05
53
ME
AN
OF
MA
X(L
,T)
0.28
510.
2764
0.36
160.
3405
0.31
880.
4731
0.32
69
(JO
FM
AX
(L,T
)0.
0164
0.02
670.
0371
0.04
920.
0416
0.08
230.
0536
<;J .... -..J
TA
BL
EC
.17
Ana
lysi
sre
sult
so
fmax
imum
stor
ysh
ear
for
8·
stor
yis
olat
edst
ruct
ure
wit
hR
=88
.048
in(T
b=
3se
c.),
f mu
=0.
10.
Exc
itat
ion
repr
esen
ted
bya
set
of
pair
so
fsc
aled
eart
hqua
kem
otio
nsre
cord
edon
Med
ium
Soil
Site
s(r
epre
sent
ativ
eof
soil
type
S2).
2nd
STO
RY
SHE
AR
3rd
STO
RY
SHE
AR
4th
STO
RY
SHE
AR
5th
STO
RY
SHE
AR
6th
STO
RY
SHE
AR
7th
STO
RY
SHE
AR
8th
STO
RY
SHE
AR
EX
CIT
AT
ION
WE
/GIf
TW
E/G
IfT
WE
/GIf
TW
E/G
IfT
WE
/GIf
TW
E/G
IfT
WE
/GH
T
LT
LT
LT
LT
LT
LT
LT
21W
Esr
nR
NW
AS
H(3
25)
0.14
80.
134
0.15
60.
123
0.15
00.
115
0.12
40.
123
0.11
90.
118
0.11
80.
104
0.08
200
75
22E
UR
EK
A(0
22)
0.13
20.
146
0.14
00.
121
0.13
70.
113
0.11
60.
108
0.09
90.
103
0.08
90.
103
0.05
00.
074
23E
UR
EK
A(0
23)
0.15
40.
108
0.14
10.
097
0.13
00.
100
0.11
40.
097
0.09
10.
091
0.07
40.
073
0.05
10.
045
24F
ER
ND
AL
E(0
23)
0.12
50.
126
0.13
10.
122
0.12
90.
121
0.13
30.
109
0.12
50.
093
0.10
60.
081
0.06
80.
076
25S
AN
FE
RN
AN
DO
(241
)0.
140
0.14
60.
135
0.13
90.
124
0.12
70.
107
0.12
30.
088
0.11
10.
073
0.10
80.
050
0.08
126
SA
NF
ER
NA
ND
O(4
58)
0.12
50.
156
0.12
10.
146
0.12
00.
136
0.11
60.
120
0.09
60.
099
0.07
40.
081
0.04
80.
056
27S
AN
FE
RN
AN
DO
(264
)0.
162
0.13
20.
163
0.1
l60.
157
0.10
90.
150
0.12
20.
139
0.11
00.
122
0.10
60.
079
0.08
728
SA
NF
ER
NA
ND
O(2
67)
0.12
00.
174
0.12
00.
140
0.12
40
.1l4
0.12
50.
107
0.09
70.
105
0.08
60.
125
0.07
40.
094
29P
UG
ET
SO
UN
D(3
25)
0.12
60.
164
0.13
20.
160
0.13
40.
152
0.13
50.
134
0.12
20.
131
0.1
l00.
131
0.07
40.
113
ME
AN
0.13
70.
143
0.13
80.
129
0.13
40.
121
0.12
40
.1l6
0.10
80.
101
0.09
50.
101
0.06
40.
078
<10.
014
0.01
90.
014
0.01
80.
012
0.01
50.
012
0.01
l0.
017
·-e.0
120.
019
0.01
90.
013
0.01
9
ME
AN
OF
MA
X(L
.n0.
153
0.14
60.
138
0.12
70.
114
0.10
80.
079
<1O
FM
AX
(L.n
0.01
30.
010
0.01
l0.
01l
O.o
I50.
Ql8
0.01
8
(')
I ... 00
TA
BL
EC
.18
Ana
lysi
sre
sults
ofm
axim
umin
ters
tory
drift
for
8·s
tory
isol
ated
stru
ctur
ew
ithR
=88
.048
in(T
b=
3se
c.),
f mu
=0.
10.
Exc
itatio
nre
pres
ente
dby
ase
tof
pair
sof
scal
edea
rthq
uake
mot
ions
reco
rded
onM
ediu
mSo
ilSi
tes
(rep
rese
ntat
ive
ofso
ilty
peS2
).H
eigh
tis
12ft
.
EX
CIT
AT
ION
2nd
STO
RY
DR/
FT(iT
<)3r
dST
OR
YD
R/F
l(",
)4t
hST
OR
YD
R/F
T(",
5th
STO
RY
DR
/FT
(",)
6th
STO
RY
DR
/FTC
"')
7th
STO
RY
DR
/FT(
%8t
hST
OR
YD
R/F
T("
,)H
E/G
HT
0H
E/G
HT
0H
E/G
HT
0)
HE
/GH
T0
HE
/GH
T0
HE
/GH
TH
E/G
HT
0
LT
LT
LT
LT
LT
LT
LT
21W
ES
TE
RN
WA
SH
(325
)0.
3429
0.31
760.
3663
0.28
840.
4703
0.37
090.
3885
0.39
150.
3721
0.37
490.
5415
0.49
190.
3833
0.35
57
22E
UR
EK
A(0
22)
0.30
250.
3381
0.32
530.
2859
0.42
890.
3620
0.36
130.
3388
0.31
560.
3210
0.42
250.
4801
0.23
650.
3569
23E
UR
EK
A(0
23)
0.36
210.
2516
0.33
270.
2290
0.41
940.
3145
0.35
970.
3046
0.28
560.
2805
0.34
840.
3567
0.23
650.
2125
24F
ER
ND
AL
E(0
23)
0.27
940.
2751
0.29
630.
2893
0.39
600.
3844
0.41
080.
3432
0.38
900.
2949
0.50
160.
3708
0.32
160.
3589
25S
AN
FE
RN
AN
DO
(241
)0.
3241
0.33
510.
3133
0.32
580.
3854
0.40
310.
3363
0.38
960.
2788
0.35
260.
3457
0.50
950.
2353
0.38
5626
SA
NF
ER
NA
DO
(458
)0.
2832
0.36
750.
2826
0.34
510.
3778
0.42
670.
3604
0.37
890.
3024
0.31
580.
3545
0.38
200.
2245
0.26
4027
SA
NF
ER
NA
ND
O(2
64)
0.37
520.
2936
0.37
600.
2655
0.48
680.
3412
0.47
390.
3693
0.43
530.
3352
0.57
390.
5024
0.37
030.
4113
28S
AN
FE
RN
AN
DO
(267
)0.
2844
·0.3
952
0.28
170.
3320
0.37
750.
3644
0.38
470.
3351
0.29
710.
3369
0.41
270.
5978
0.34
990.
4591
29P
UG
ET
SO
UN
D(3
25)
0.28
200.
3859
0.31
250.
3779
0.42
020.
4806
0.42
000.
4201
0.37
730.
4071
0.50
550.
6099
0.34
430.
5373
ME
AN
0.31
510.
3289
0.32
070.
3043
0.41
800.
3831
0.38
840.
3635
0.33
920.
3354
0.44
510.
4779
0.30
020.
3713
(J0.
0352
0.04
350.
0316
0.04
260.
0371
0.04
620.
0392
0.03
370.
0521
0.03
690.
0828
0.08
750.
0621
0.09
09
ME
AN
OF
MA
X(L
,n0.
3535
0.34
190.
4321
0.39
670.
3576
0.50
590.
3770
(JO
FM
AX
(L,n
0.03
280.
0255
0.03
670.
0331
0.04
530.
0840
0.08
63
APPENDIXD
RESULTS OF MAXIMUM STORY SHEAR AND INTERSTORY DRIFT FOR 8· STORY
ISOLATED STRUCTURE. EXCITATION REPRESENTED BY SCALED PAffiS OF
REAL RECORDS ACCORDING TO THE DYNAMIC ANALYSIS PROCEDURE OF
SEAOC.
9 ....
TA
BL
ED
.lA
naly
sis
resu
lts
ofm
axim
umst
ory
shea
rfo
r8
•st
ory
isol
ated
stru
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APPENDIXE
CONVERSION TO SI UNITS
To convert To Multiply by
in. nun 25.4
ft nun 304.8
kip kN 4.459
psf Pa 47.88
ksi MPa 6.895
E-l
NATIONAL CENTER FOR EARTHQUAKE ENGINEERING RESEARCHLIST OF TECHNICAL REPORTS
The National Center for Earthquake Engineering Research (NCEER) publishes technical reports on a variety of subjects relatedto earthquake engineering written by authors funded through NCEER. These reports are available from both NCEER'sPublications Department and the National Technical Information Service (NTIS). Requests for reports should be directed to thePublications Department, National Center for Earthquake Engineering Research, State University of New York at Buffalo, RedJacket Quadrangle, Buffalo, New York 14261. Reports can also be requested through NTIS, 5285 Port Royal Road, Springfield,Virginia 22161. NTIS accession numbers are shown in parenthesis, if available.
NCEER-87-0001
NCEER-87-0002
NCEER-87-0003
NCEER-87-0004
NCEER-87-0005
NCEER-87-0006
NCEER-87-0007
NCEER-87-0008
NCEER-87-0009
NCEER-87-0010
NCEER-87-0011
NCEERc87-0012
NCEER-87-0013
NCEER-87-0014
NCEER-87-0015
NCEER-87-0016
"First-Year Program in Research, Education and Technology Transfer," 3/5/87, (PB88-134275/AS).
"Experimental Evaluation of Instantaneous Optimal Algorithms for Structural Control," by R.C. Lin,T.T. Soong and AM. Reinhom, 4/20/87, (PB88-134341/AS).
"Experimentation Using the Earthquake Simulation Facilities at University at Buffalo," by AM.Reinhom and R.L. Ketter, to be published.
"The System Characteristics and Performance of a Shaking Table," by lS. Hwang, K.C. Chang andG.C. Lee, 6/1/87, (PB88-134259/AS). This report is available only through NTIS (see address givenabove).
"A Finite Element Formulation for Nonlinear Viscoplastic Material Using a Q Model," by O. Gyebi andG. Dasgupta, 11/2/87, (PB88-213764/AS).
"Symbolic Manipulation Program (SMP) - Algebraic Codes for Two and Three Dimensional FiniteElement Formulations," by X. Lee and G. Dasgupta, 11/9/87, (PB88-219522/AS).
"Instantaneous Optimal Control Laws for Tall Buildings Under Seismic Excitations," by IN. Yang, A.Akbarpour and P. Ghaemmaghami, 6/10/87, (PB88-134333/AS).
"IDARC: Inelastic Damage Analysis of Reinforced Concrete Frame - Shear-Wall Structures," by Y.J.Park, AM. Reinhom and S.K. Kunnath, 7/20/87, (PB88-134325/AS).
"Liquefaction Potential for New York State: A Preliminary Report on Sites in Manhattan and Buffalo,"by M. Budhu, V. Vijayakumar, R.F. Giese and L. Baumgras, 8/31/87, (PB88-163704/AS). This reportis available only through NTIS (see address given above).
"Vertical and Torsional Vibration of Foundations in Inhomogeneous Media," by AS. Ve1etsos andKW. Dotson, 6/1/87, (PB88-134291/AS).
"Seismic Probabilistic Risk Assessment and Seismic Margins Studies for Nuclear Power Plants," byHoward H.M. Hwang, 6/15/87, (PB88-134267/AS).
"Parametric Studies of Frequency Response of Secondary Systems Under Ground-AccelerationExcitations," by Y. Yong and Y.K. Lin, 6/10/87, (PB88-134309/AS).
"Frequency Response of Secondary Systems Under Seismic Excitation," by J.A. HoLung, 1. Cai andY.K. Lin, 7/31/87, (PB88-134317/AS).
"Modelling Earthquake Ground Motions in Seismically Active Regions Using Parametric Time SeriesMethods," by G.W. Ellis and A.S. Cakmak, 8/25/87, (PB88-134283/AS).
"Detection and Assessment of Seismic Structural Damage," by E. DiPasquale and A.S. Cakmak,8/25/87, (PB88-163712/AS).
"Pipeline Experiment at Parkfield, Califomia," by J. Isenberg and E. Richardson, 9/15/87, (PB88163720/AS). This report is available only through NTIS (see address given above).
F-l
NCEER-87-0017
NCEER-87-0018
NCEER-87-0019
NCEER-87-0020
NCEER-87-0021
NCEER-87-0022
NCEER-87-0023
NCEER-87-0024
NCEER·87-0025
NCEER-87-0026
NCEER·87-0027
NCEER-87-0028
NCEER-88-0001
NCEER-88-0002
NCEER-88-0003
NCEER-88-0004
NCEER-88-0005
NCEER-88-0006
NCEER-88-0007
"Digital Simulation of Seismic Ground Motion," by M. Shinozuka, G. Doodatis and T. Harada, 8f31/87,(PB88-155197/AS). This report is available only through NTIS (see address given above).
"Practical Considerations for Structural Control: System Uncertainty, System Time Delay and Truncation of Small Control Forces," J.N. Yang and A. Akbarpour, 8/10/87, (PB88-163738/AS).
"Modal Analysis of Nonclassically Damped Structural Systems Using Canonical Transformation," byIN. Yang, S. Sarkani and F.x. Long, 9/27/87, (PB88-l87851/AS).
"A Nonstationary Solution in Random Vibration Theory," by lR. Red-Horse and P.D. Spanos, 11f3/87,(PB88-163746/AS).
"Horizontal Impedances for Radially Inhomogeneous Viscoelastic Soil Layers," by AS. Veletsos andKW. Dotson, 10/15/87, (PB88-150859/AS).
"Seismic Damage Assessment of Reinforced Concrete Members," by Y.S. Chung, C. Meyer and M.Shinozuka, 1019/87, (PB88-150867/AS). This report is available only through NTIS (see address givenabove).
"Active Structural Control in Civil Engineering," by T.T. Soong, 11/11187, (PB88-187778/AS).
Vertical and Torsional Impedances for Radially Inhomogeneous Viscoelastic Soil Layers," by K.W.Dotson and AS. Veletsos, 12/87, (PB88-187786IAS).
"Proceedings from the Symposium on Seismic Hazards, Ground Motions, Soil-Liquefaction andEngineering Practice in Eastern North America," October 20-22, 1987, edited by K.H. Jacob, 12/87,(PB88-188115/AS).
"Report on the Whittier-Narrows, California, Earthquake of October I, 1987," by J. Pante1ic and A.Reinhorn, 11/87, (PB88-187752/AS). This report is available only through NTIS (see address givenabove).
"Design of a Modular Program for Transient Nonlinear Analysis of Large 3-D Building Structures," byS. Srivastav and J.F. Abel, 12f30/87, (PB88-187950IAS).
"Second-Year Program in Research, Education and Technology Transfer," 3/8/88, (PB88-219480IAS).
"Workshop on Seismic Computer Analysis and Design of Buildings With Interactive Graphics," by W.McGuire, J.P. Abel and C.H. Conley, 1/18/8&, (PB88-187760IAS).
"Optimal Control of Nonlinear Flexible Structures," by J.N. Yang, F.x. Long and D. Wong, 1/22/88,(PB88-213772/AS).
"Substructuring Teclmiques in the Time Domain for Primary-Secondary Structural Systems," by G.D.Manolis and G. Juhn, 2/10/88, (PB88-213780IAS).
"Iterative Seismic Analysis of Primary-Secondary Systems," by A Singhal, L.D. Lutes and P.D.Spanos, 2/23/88, (PB88-213798/AS).
"Stochastic Finite Element Expansion for Random Media," by P.D. Spanos and R. Ghanem, 3/14/88,(PB88-213806/AS).
"Combining Structural Optimization and Structural Control," by F.Y. Cheng and C.P. Pantelides,1/10/88, (PB88-213814/AS).
"Seismic Performance Assessment of Code-Designed Structures," by H.H-M. Hwang, J-W. Jaw andH-l Shau, 3/20/88, (PB88-219423/AS).
F-2
NCEER-88_0008
NCEER-88-0009
NCEER-88-001O
NCEER-88-0011
NCEER-88-0012
NCEER-88-0013
NCEER-88-0014
NCEER-88-0015
NCEER-88-0016
NCEER-88-0017
NCEER-88-0018
NCEER-88-0019
NCEER-88-0020
NCEER-88-0021
NCEER-88-0022
NCEER-88-0023
NCEER-88-0024
NCEER-88-0025
NCEER-88-0026
NCEER-88-0027
"Reliability Analysis of Code-Designed Structures Under Natural Hazards," by H.H-M. Hwang, H.Ushiba and M. Shinozuka, 2/29/88, (PB88-229471/AS).
"Seismic Fragility Analysis of Shear Wall Structures," by J-W Jaw and H.H-M. Hwang, 4/30/88,(PB89-102867/AS).
"Base Isolation of a Multi-Story Building Under a Harmonic Ground Motion - A Comparison ofPerformances of Various Systems," by F-G Fan, G. Ahmadi and I.G. Tadjbakhsh, 5/18/88,(PB89-122238/AS).
"Seismic Floor Response Spectra for a Combined System by Green's Functions," by F.M. Lavelle, L.A.Bergman and P.D. Spanos, 5/1/88, (PB89-10287S/AS).
"A New Solution Technique for Randomly Excited Hysteretic Structures," by G.Q. Cai and Y.K. Lin,5/16/88, (PB89-102883/AS).
"A Study of Radiation Damping and Soil-Structure Interaction Effects in the Centrifuge," by K.Weissman, supervised by J.H. Prevost, 5/24/88, (PB89-144703/AS).
"Parameter Identification and Implementation of a Kinematic Plasticity Model for Frictional Soils," byJ.H. Prevost and D.V. Griffiths, to be published.
"Two- and Three- Dimensional Dynamic Finite Element Analyses of the Long Valley Dam," by D.V.Griffiths and J.R. Prevost, 6/17/88, (PB89-l44711/AS).
"Damage Assessment of Reinforced Concrete Structures in Eastern United States," by A.M. Reinhom,M.J. Seidel, S.K. Kunnath and Y.J. Park, 6/15/88, (PB89-l22220/AS).
"Dynamic Compliance of Vertically Loaded Strip Foundations in Multilayered Viscoelastic Soils," byS. Ahmad and A.S.M. Israil, 6/17/88, (PB89-102891/AS).
"An Experimental Study of Seismic Structural Response With Added Viscoelastic Dampers," by R.C.Lin, Z. Liang, T.T. Soong and R.H. Zhang, 6/30/88, (PB89-122212/AS).
"Experimental Investigation of Primary - Secondary System Interaction," by G.D. Manolis, G. Juhn andA.M. Reinhom, 5/27/88, (PB89-122204/AS).
"A Response Spectrum Approach For Analysis of Nonclassically Damped Structures," by J.N. Yang, S.Sarkani and F,X, Long, 4/22/88, (PB89-102909/AS).
"Seismic Interaction of Structures and Soils: Stochastic Approach," by A.S. Veletsos and A.M. Prasad,7/21/88, (PB89-l22l96/AS).
"Identification of the Serviceability Limit State and Detection of Seismic Structural Damage," by E.DiPasquale and A.S. Cakmak, 6/15/88, (PB89-122188/AS).
"Multi-Hazard Risk Analysis: Case of a Simple Offshore Structure," by B.K. Bhartia and E.H.Vanmarcke, 7/21/88, (PB89-145213/AS).
"Automated Seismic Design of Reinforced Concrete Buildings," by Y.S. Chung, C. Meyer and M.Shinozuka, 7/5/88, (PB89-l22170/AS).
"Experimental Study of Active Control of MOOF Structures Under Seismic Excitations," by L.L.Chung, R.C. Lin, T.T. Soong and A.M. Reinhorn, 7/10/88, (PB89-122600/AS).
"Earthquake Simulation Tests of a Low-Rise Metal Structure," by J.S. Hwang, K.C. Chang, G.C. Leeand R.L. Ketter, 8/1/88, (PB89-102917/AS).
"Systems Study of Urban Response and Reconstruction Due to Catastrophic Earthquakes," by F. Kozinand H.K. Zhou, 9/22/88, (PB90-162348/AS).
F-3
NCEER-88-0028
NCEER-88-0029
NCEER-88-0030
NCEER-88-0031
NCEER-88-0032
NCEER-88-0033
NCEER-88-0034
NCEER-88-0035
NCEER-88-0036
NCEER-88-0037
NCEER-88-0038
NCEER-88-0039
NCEER-88-0040
NCEER-88-0041
NCEER-88-0042
NCEER-88-0043
NCEER-88-0044
NCEER-88-0045
NCEER-88-0046
"Seismic Fragility Analysis of Plane Frame Structures," by H.H-M. Hwang and Y.K. Low, 7/31/88,(PB89-131445/AS).
"Response Analysis of Stochastic Structures," by A. Kardara, C. Bucher and M. Shinozuka, 9/22/88,(PB89-174429/AS).
"Nonnormal Accelerations Due to Yielding in a Primary Structure," by D.C.K. Chen and L.D. Lutes,9/19/88, (PB89-131437/AS).
"Design Approaches for Soil-Structure Interaction," by AS. Veletsos, AM. Prasad and Y. Tang,12/30/88, (PB89-174437/AS).
"A Re-evaluation of Design Spectra for Seismic Damage Control," by C.J. Turkstra and AG. Tallin,11/7/88, (PB89-145221/AS).
"The Behavior and Design of Noncontact Lap Splices Subjected to Repeated Inelastic Tensile Loading,"by V.E. Sagan, P. Gergely and R.N. White, 12/8/88, (PB89-163737/AS).
"Seismic Response of Pile Foundations," by S.M. Mamoon, P.K. Banerjee and S. Ahmad, 11/1/88,(PB89-145239/AS).
"Modeling of R/C Building Structures With Flexible Floor Diaphragms (IDARC2)," by AM. Reinhom,S.K. Kunnath andN. Panahshahi, 9/7/88, (PB89-207153/AS).
"Solution of the Dam-Reservoir Interaction Problem Using a Combination of FEM, BEM withParticular Integrals, Modal Analysis, and Substructuring," by C-S. Tsai, G.C. Lee and R.L. Ketter,12/31/88, (PB89-207146/AS).
"Optimal Placement of Actuators for Structural Control," by F.Y. Cheng and C.P. Pantelides, 8/15/88,(PB89-162846/AS).
"Teflon Bearings in Aseismic Base Isolation: Experimental Studies and Mathematical Modeling," by A.Mokha, M.C. Constantinou and AM. Reinhom, 12/5/88, (PB89-218457/AS).
"Seismic Behavior of Flat Slab High-Rise Buildings in the New York City Area," by P. Weidlinger andM. Ettouney, 10/15/88, (PB90-145681/AS).
"Evaluation of the Earthquake Resistance of Existing Buildings in New York City," by P. Weidlingerand M. Ettouney, 10/15/88, to be published.
"Small-Scale Modeling Techniques for Reinforced Concrete Structures Subjected to Seismic Loads," byW. Kim, A. EI-Attar and R.N. White, 11/22/88, (PB89-189625/AS).
"Modeling Strong Ground Motion from MUltiple Event Earthquakes," by G.W. Ellis and A.S. Cakmak,10/15/88, (PB89-174445/AS).
"Nonstationary Models of Seismic Ground Acceleration," by M. Grigoriu, S.E. Ruiz and E.Rosenblueth, 7/15/88, (PB89-189617/AS).
"SARCF User's Guide: Seismic Analysis of Reinforced Concrete Frames," by Y.S. Chung, C. Meyerand M. Shinozuka, 11/9/88, (PB89-174452/AS).
"First Expert Panel Meeting on Disaster Research and Planning," edited by J. Pantelic and J. Stoyle,9/15/88, (PB89-174460/AS).
"Preliminary Studies of the Effect of Degrading Infill Walls on the Nonlinear Seismic Response of SteelFrames," by C.Z. Chrysostomou, P. Gergely and J.F. Abel, 12/19/88, (PB89-208383/AS).
F-4
NCEER-88-0047
NCEER-89-0001
NCEER-89-0002
NCEER-89-0003
NCEER-89-0004
NCEER-89-0005
NCEER-89-0006
NCEER-89-0007
NCEER-89-0008
NCEER-89-0009
NCEER-89-R010
NCEER-89-0011
NCEER-89-0012
NCEER-89-0013
NCEER-89-0014
NCEER-89-0015
NCEER-89-0016
NCEER-89-P017
NCEER-89-0017
"Reinforced Concrete Frame Component Testing Facility - Design, Construction, Instrumentation andOperation," by S.P. Pessiki, C. Conley, T. Bond, P. Gergely and R.N. White, 12/16/88,(PB89-174478/AS).
"Effects of Protective Cushion and Soil Compliancy on the Response of Equipment Within a Seismically Excited Building," by J.A. HoLung, 2/16/89, (PB89-207179/AS).
"Statistical Evaluation of Response Modification Factors for Reinforced Concrete Structures," byH.H-M. Hwang and J-W. Jaw, 2/17/89, (PB89-207187/AS).
"Hysteretic Columns Under Random Excitation," by G-Q. Cai and Y.K. Lin, 1/9/89, (PB89-196513/AS):
"Experimental Study of 'Elephant Foot Bulge' Instability of Thin-Walled Metal Tanks," by Z-H. Jia andR.L. Ketter, 2/22/89, (PB89-207195/AS).
"Experiment on Performance of Buried Pipelines Across San Andreas Fault," by J. Isenberg, E.Richardson and T.D. O'Rourke, 3/10/89, (PB89-218440/AS).
"A Knowledge-Based Approach to Structural Design of Earthquake-Resistant Buildings," by M.Subramani, P. Gergely, C.H. Conley, J.F. Abel and A.H. Zaghw, 1/15/89, (PB89-218465/AS).
"Liquefaction Hazards and Their Effects on Buried Pipelines," by T.D. O'Rourke and P.A. Lane,2/1/89, (PB89-218481).
"Fundamentals of System Identification in Structural Dynamics," by H. Imai, C-B. Yun, O. Maruyamaand M. Shinozuka, 1/26/89, (PB89-207211/AS).
"Effects of the 1985 Michoacan Earthquake on Water Systems and Other Buried Lifelines in Mexico,"by A.G. Ayala and M.I. O'Rourke, 3/8/89, (PB89-207229/AS).
"NCEER Bibliography of Earthquake Education Materials," by K.E.K. Ross, Second Revision, 9/1/89,(PB90-125352/AS).
"Inelastic Three-Dimensional Response Analysis of Reinforced Concrete Building Structures (IDARC3D), Part I - Modeling," by S.K. Kunnath and A.M. Reinhorn, 4/17/89, (PB90-114612/AS).
."Recommended Modifications to ATC-14," by C.D. Poland and J.O. Malley, 4/12/89,(PB90-108648/AS).
"Repair and Strengthening of Beam-to-Column Connections Subjected to Earthquake Loading," by M.Corazao and AJ. Durrani, 2/28/89, (PB90-109885/AS).
"Program EXKAL2 for Identification of Structural Dynamic Systems," by O. Maruyama, C-B. Yun, M.Hoshiya and M. Shinozuka, 5/19/89, (PB90-109877/AS).
"Response of Frames With Bolted Semi-Rigid Connections, Part I - Experimental Study and AnalyticalPredictions," by P.J. DiCorso, A.M. Reinhorn, I.R. Dickerson, I.B. Radziminski and W.L. Harper,6/1/89, to be published.
"ARMA Monte Carlo Simulation in Probabilistic Structural Analysis," by P.D. Spanos and M.P.Mignolet, 7/10/89, (PB90-109893/AS).
"Preliminary Proceedings from the Conference on Disaster Preparedness - The Place of EarthquakeEducation in Our Schools," Edited by K.E.K. Ross, 6/23/89.
"Proceedings from the Conference on Disaster Preparedness - The Place of Earthquake Education inOur Schools," Edited by K.E.K. Ross, 12/31/89, (PB90-207895).
F-5
NCEER-89-0018
NCEER-89-0019
NCEER-89-0020
NCEER-89-0021
NCEER-89-0022
NCEER-89-0023
NCEER-89-0024
NCEER-89-0025
NCEER-89-0026
NCEER-89-0027
NCEER-89-0028
NCEER-89-0029
NCEER-89-0030
NCEER-89-0031
NCEER-89-0032
NCEER-89-0033
NCEER-89-0034
NCEER-89-0035
NCEER-89-0036
"M.ultidimensional Models of Hysteretic Material Behavior for Vibration Analysis of Shape MemoryEnergy Absorbing Devices, by EJ. Graesser and FA Cozzarelli, 6{l/89, (PB90-164l46/AS).
"Nonlinear Dynamic Analysis of Three-Dimensional Base Isolated Structures (3D-BASIS)," by S.Nagarajaiah, A.M. Reinhom and M.C. Constantinou, 8/3/89, (PB90-161936/AS).
"Structural Control Considering Time-Rate of Control Forces and Control Rate Constraints," by F.Y.Cheng and C.P. Pantelides, 8/3/89, (PB90-l20445/AS).
"Subsurface Conditions of Memphis and Shelby County," by K.W. Ng, T-S. Chang and H-H.M.Hwang, 7/26/89, (PB90-120437/AS).
"Seismic Wave Propagation Effects on Straight Jointed Buried Pipelines," by K. Elhmadi and MJ.O'Rourke, 8/24/89, (PB90-162322/AS).
"Workshop on Serviceability Analysis of Water Delivery Systems," edited by M. Grigoriu, 3/6/89,(PB90-127424/AS). '
"Shaking Table Study of a 1/5 Scale Steel Frame Composed of Tapered Members," by K.C. Chang, lS.Hwang and G.C. Lee, 9/18/89, (PB90-160169/AS).
"DYNAlD: A Computer Program for Nonlinear Seismic Site Response Analysis - Technical Documentation," by Jean H. Prevost, 9/14/89, (PB90-161944/AS).
"1:4 Scale Model Studies of Active Tendon Systems and Active Mass Dampers for Aseismic Protection," by A.M. Reinhorn, T.T. Soong, R.C. Lin, Y.P. Yang, Y. Fukao, H. Abe and M. Nakai, 9/15/89,(PB90-173246/AS).
"Scattering of Waves by Inclusions in a Nonhomogeneous Elastic Half Space Solved by BoundaryElement Methods," by P.K. Hadley, A. Askar and A.S. Cakmak, 6/15/89, (PB90-1456991AS).
"Statistical Evaluation of Deflection Amplification Factors for Reinforced Concrete Structures," byH.H.M. Hwang, J-W. Jaw and A.L. Ch'ng, 8/31/89, (PB90-l64633/AS).
"Bedrock Accelerations in Memphis Area Due to Large New Madrid Earthquakes," by H.H.M. Hwang,C.H.S. Chen and G. Yu, 11{l/89, (PB90-162330/AS).
"Seismic Behavior and Response Sensitivity of Secondary Structural Systems," by Y.Q. Chen and T.T.Soong, 10/23/89, (PB90-164658/AS).
"Random Vibration and Reliability Analysis of Primary-Secondary Structural Systems," by Y. Ibrahim,M. Grigoriu and T.T. Soong, 11/10/89, (PB90-161951/AS).
"Proceedings from the Second U.S. - Japan Workshop on Liquefaction, Large Ground Deformation andTheir Effects on Lifelines, September 26-29, 1989," Edited by T.D. O'Rourke and M. Hamada, 12/1/89,(PB90-209388/AS).
"Deterministic Model for Seismic Damage Evaluation of Reinforced Concrete Structures," by lM.Bracci, A.M. Reinhorn, J.B. Mander and S.K. Kunnath, 9/27/89.
"On the Relation Between Local and Global Damage Indices," by E. DiPasquale and A.S. Cakmak,8/15/89, (PB90-173865).
"Cyclic Undrained Behavior of Nonplastic and Low Plasticity Silts," by A.I. Walker and H.E. Stewart,7/26/89, (PB90-183518/AS).
"Liquefaction Potential of Surficial Deposits in the City of Buffalo, New York," by M. Budhu, R. Gieseand L. Baumgrass, 1/17/89, (PB90-208455/AS).
F-6
NCEER-89-0037
NCEER-89-0038
NCEER-89-0039
NCEER-89-0040
NCEER-89-0041
NCEER-90-0001
NCEER-90-0002
NCEER-90-0003
NCEER-90-0004
NCEER-90-0005
NCEER-90-0006
NCEER-90-0007
NCEER-90-0008
NCEER-90-0009
NCEER-90-001O
NCEER-90-0011
NCEER-90-0012
NCEER-90-0013
NCEER-90-0014
NCEER-90-0015
"A Detenninstic Assessment of Effects of Ground Motion Incoherence," by A.S. Veletsos and Y. Tang,7/15/89, (PB90-164294/AS).
"Workshop on Ground Motion Parameters for Seismic Hazard Mapping," July 17-18, 1989, edited byR.V. Whitman, 12/1/89, (PB90-173923/AS).
"Seismic Effects on Elevated Transit Lines of the New York City Transit Authority," by C.L Costantino, CA Miller and E. Heymsfield, 12/26/89, (PB90-207887/AS).
"Centrifugal Modeling of Dynamic Soil-Structure Interaction," by K. Weissman, Supervised by lH.Prevost, 5/10/89, (PB90-207879/AS).
"Linearized Identification of Buildings With Cores for Seismic Vulnerability Assessment," by I-K. Hoand AE. Aktan, 11/1/89, (PB90-251943/AS).
"Geotechnical and Lifeline Aspects of the October 17, 1989 Lorna Prieta Earthquake in San Francisco,"by T.D. O'Rourke, H.E. Stewart, F.T. Blackburn and T.S. Dickerman, 1/90, (PB90-208596/AS).
"Nonnormal Secondary Response Due to Yielding in a Primary Structure," by D.C.K. Chen and L.D.Lutes, 2/28/90, (PB90-251976/AS).
"Earthquake Education Materials for Grades K-12," by K.E.K. Ross, 4/16/90, (PB91-113415/AS).
"Catalog of Strong Motion Stations in Eastern North America," by R.W. Busby, 4/3/90,(PB90-251984)/AS.
"NCEER Strong-Motion Data Base: A User Manuel for the GeoBase Release (Version 1.0 for theSun3)," by P. Friberg and K. Jacob, 3/31/90 (PB90-258062/AS).
"Seismic Hazard Along a Crude Oil Pipeline in the Event of an 1811-1812 Type New MadridEarthquake," by H.H.M. Hwang and C-H.S. Chen, 4/16/90(PB90-258054).
"Site-Specific Response Spectra for Memphis Sheahan Pumping Station," by H.H.M. Hwang and C.S.Lee, 5/15/90, (PB91-108811/AS).
"Pilot Study on Seismic Vulnerability of Crude Oil Transmission Systems," by T. Ariman, R. Dobry, M.Grigoriu, F. Kozin, M. O'Rourke, T. O'Rourke andM. Shinozuka, 5/25/90, (PB91-108837/AS).
"A Program to Generate Site Dependent Time Histories: EQGEN," by G.W. Ellis, M. Srinivasan andAS. Cakmak, 1/30/90, (PB91-1108829/AS).
"Active Isolation for Seismic Protection of Operating Rooms," by M.E. Talbott, Supervised by M.Shinozuka, 6/8/9, (PB91-110205/AS).
"Program UNEARID for Identification of Linear Structural Dynamic Systems," by C-B. Yun and M.Shinozuka, 6/25/90, (PB91-110312/AS).
"Two-Dimensional Two-Phase Elasto-P1astic Seismic Response of Earth Darns," by AN. Yiagos,Supervised by J.H. Prevost, 6/20/90, (PB91-110197/AS).
"Secondary Systems in Base-Isolated Structures: Experimental Investigation, Stochastic Response andStochastic Sensitivity," by G.D. Manolis, G. Juhn, M.C. Constantinou and A.M. Reinhorn, 7/1/90,(PB91-110320/AS).
"Seismic Behavior of Lightly-Reinforced Concrete Column and Beam-Column Joint Details," by S.P.Pessiki, C.H. Conley, P. Gergely and R.N. White, 8/22/90, (PB91-108795/AS).
"Two Hybrid Control Systems for Building Structures Under Strong Earthquakes," by IN. Yang and A.Danielians, 6/29/90, (PB91-125393/AS).
F-7
NCEER-90-0016
NCEER-90-0017
NCEER-90-0018
NCEER-90-0019
NCEER-90-0020
NCEER-90-0021
NCEER-90-0022
NCEER-90-0023
NCEER-90-0024
NCEER-90-0025
NCEER-90-0026
NCEER-90-0027
NCEER-90-0028
NCEER-90-0029
NCEER-91-0001
NCEER-91-0002
NCEER-91-0003
NCEER-91-0004
NCEER-91-0005
"Instantaneous Optimal Control with Acceleration and Velocity Feedback," by J.N. Yang and Z. Li,6/29/90, (PB91-12540l/AS).
"Reconnaissance Report on the Northern Iran Earthquake of June 21, 1990," by M. Mehrain, 10/4/90,(PB91-125377/AS).
"Evaluation of Liquefaction Potential in Memphis and Shelby County," by T.S. Chang, P.S. Tang, C.S.Lee and H. Hwang, 8/10/90, (PB91-125427/AS).
"Experimental and Analytical Study of a Combined Sliding Disc Bearing and Helical Steel SpringIsolation System," by M.C. Constantinou, AS. Mokha and AM. Reinhorn, 10/4/90,(PB91-125385/AS).
"Experimental Study and Analytical Prediction of Earthquake Response of a Sliding Isolation Systemwith a Spherical Surface," by AS. Mokha, M.C. Consta,ntinou and AM. Reinhorn, 10/11/90,(PB91-125419/AS).
"Dynamic Interaction Factors for Floating Pile Groups," by G. Gazetas, K. Fan, A. Kaynia and E.Kausel, 9/10/90, (PB91-170381/AS).
"Evaluation of Seismic Damage Indices for Reinforced Concrete Structures," by S. Rodriguez-Gtinezand AS. Cakmak, 9/30/90, PB91-171322/AS).
"Study of Site Response at a Selected Memphis Site," by H. Desai, S. Ahmad, E.S. Gazetas and M.R.Oh,10/11/90.
"A User's Guide to Strongmo: Version 1.0 of NCEER's Strong-Motion Data Access Tool for PCs andTerminals," by PA Friberg and CAT. Susch, 11/15/90, (PB91-171272/AS).
"A Three-Dimensional Analytical Study of Spatial Variability of Seismic Ground Motions," by L-L.Hong and AH.-S. Ang, 10/30/90, (PB91-170399/AS).
"MUMOID User's Guide - A Program for the Identification of Modal Parameters," by S.Rodrlguez-Gtinez and E. DiPasquale, 9/30/90, (PB91-l71298/AS).
"SARCF-II User's Guide - Seismic Analysis of Reinforced Concrete Frames," by S. Rodrlguez-Gtinez,Y.S. Chung and C. Meyer, 9/30/90.
"Viscous Dampers: Testing, Modeling and Application in Vibration and Seismic Isolation," by N.Makris and M.C. Constantinou, 12/20/90 (PB91-190561/AS).
"Soil Effects on Earthquake Ground Motions in the Memphis Area," by H. Hwang, C.S. Lee, K.W. Ngand T.S. Chang, 8/2/90, (PB91-190751/AS).
"Proceedings from the Third Japan-U.S. Workshop on Earthquake Resistant Design of LifelineFacilities and Countermeasures for Soil Liquefaction, December 17-19, 1990," edited by T.D. O'RourkeandM. Hamada, 2/1m, (PB91-1792591AS).
"Physical Space Solutions of Non-Proportionally Damped Systems," by M. Tong, Z. Liang and G.C.Lee, 1/15/91, (PB91-179242/AS).
"Kinematic Seismic Response of Single Piles and Pile Groups," by K. Fan, G. Gazetas, A Kaynia, E.Kausel and S. Ahmad, 1/10/91, to be published.
"Theory of Complex Damping," by Z. Liang and G. Lee, to be published.
"3D-BASIS - Nonlinear Dynamic Analysis of Three Dimensional Base Isolated Structures: Part II," byS. Nagarajaiah, AM. Reinhorn and M.C. Constantinou, 2/28/91, (PB91-190553/AS).
F·g
NCEER-91-0006
NCEER-91-0007
NCEER-91-0008
NCEER-91-0009
NCEER-91-0010
NCEER-91-0011
NCEER-91-0012
NCEER-91-0013
NCEER-91-0014
NCEER-91-0015
"A Multidimensional Hysteretic Model for Plasticity Deforming Metals in Energy Absorbing Devices,"by E.J. Graesser and F.A. Cozzarelli, 4/9/91.
"A Framework for Customizab1e Knowledge-Based Expert Systems with an Application to a KBES forEvaluating the Seismic Resistance of Existing Buildings," by E.G. Ibarra-Anaya and SJ. Fenves,4/9/91.
"Nonlinear Analysis of Steel Frames with Semi-Rigid Connections Using the Capacity SpectrumMethod," by G.G. Deierlein, S-H. Hsieh, Y-J. Shen and J.F. Abel, 7/2/91.
"Earthquake Education Materials for Grades K-12," by K.E.K. Ross, 4/30/91.
"Phase Wave Velocities and Displacement Phase Differences in a Harmonically Oscillating Pile," by N.Makris and G. Gazetas, 7/8/91.
"Dynamic Characteristics of a Full-Sized Five-Story Steel Structure and a 2/5 Model," by K.C. Chang,G.C. Yao, G.C. Lee, D.S. Hoo and Y.C. Yeh," to be published.
"Seismic Response of a 2/5 Scale Steel Structure with Added Viscoelastic Dampers," by K.C. Chang,T.T. Soong, S-T. Oh and M.L. Lai, 5/17/91.
"Earthquake Response of Retaining Walls; Full-Scale Testing and Computational Modeling," by S.Alampa11i and A-W.M. Elgamal, 6/20/91, to be published.
"3D-BASIS-M: Nonlinear Dynamic Analysis of Multiple Building Base Isolated Structures," by P.C.Tsopelas, S. Nagarajaiah, M.C. Constantinou and A.M. Reinhom, 5/28/91.
"Evaluation of SEAOC Design Requirements for Sliding Isolated Structures," by D. Theodossiou andM.C. Constantinou, 6/10/91.