REPORT NO.UCB/EERC-iot/ IIAUGUST 1984

~ B65-19J~ 1.:J

EARTHQUAKE ENGINEERING RESEARCH CENTER

EAGD·84ACOMPUTER PROGRAM FOREARTHQUAKE ANALYSIS OFCONCRETE GRAVITY DAMS

by

GREGORY FENVES

ANll K. CHOPRA

A Report on Research Conducted UnderGron" CEE-Il20308 and CEE-8~1.a39

from the Notional Science Foundation

,"

COLLEGE OF ENGINEERING

UNIVERSITY OF' CALIFORNIA • Berkeley, California• '_Oft

NATIONAl TfCHNICALINFO.MATION SERVICE

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Fornle by the Nationa' Technicallnforma­tion Service. U.S. Department of Commerce,Springfield, Virginia 22161.

See ~.ck of report for up ;0 date listing ofEERC reports.

DISCLAIMERAny opinions. findings, and conclusions orrecommendations expressed in this pUbli­cation are those of the authors and do notnec.saari Iy reflect the views of the NationalScience Foundation

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MIl NSF/CEE- 84022 ... Ii t q3 b 13 7.5........ ..-.. .. -----EAGD-84 - A Computer Program for Earthquake Analysis of AUGust 1984ConCI~ete Grayi ty Dams ..

7•.,...... ...... 1.-, I .......Gregory Fenves and Ani1 K. Chopra UCB/EERC- 84/11

............ 0 ..7' " -......... .~ ........Earthquake Engineering Research CenterUniversity of California, Berkeley IL CI

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1301 S". 46th Street aRichmond, Calif. 94804 CEE-8120308

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National Science Foundation1800 G Street, N.W.Washington. D.C. 20550 Me

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................---This report documents the use of the comput~r program EAGD-84 which implements a

general analytical procedure for the evaluation of the earthquake response of concretegravity dams. including the effects of da~water-foundation rock interact1o~ and ofmaterials such as alluvium and sediments. at th~ bottom of reservoirs. The development of-!n appropriate idealization of the system ;s diccussed, the required input data to the.computer program are described. the output is explained, and the response results from~ sample analysis are presented. The present \'ersion of the computer program incorporatesmajor extensions and improvements of the earl it'r version ..

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EAGD"": A COMPUTER PROGRAM FOR EARTHQUAKE ANALYSIS

OF CONCRETE GRAVITY DAMS

by

Gregory Fenvec;

Anil K. Chopra

A Report on Research Conducted UnderGrants CEE·8120308 and CEE·8401439from the National Science Foundation

Report No. UCB/EERC-84/ IIEarthquake Engineerinr Research Center

University of CaliforniaBerkeley, California

August 1984

ACKNOWLEDGEMENTS

This research investigation was supported Ily the National Sciem:c Foundation under Grants

CEf·8120308 and CEE-8401439. The authors are grateful for this support.

TABLE OF CONTENTS

ACKNOWLEOOEMENTS .

TABLE OF CONTENT.,; ,.. ,................... ii

I. INTRODUCTION .

2. SYSTEM AND GROUND MOTION 3

3. SYSTEM IDEALIZATION AND PROPERTIES 6

4. OUTLINE OF ANALYTICAL PROCEDURE 9

S. SELECTION OF RESPONSE PARAMETERS 10

5.1 Maximum Excitation Frequency 10

5.2 Number of Generalized Coordinates 10

S.3 Number of Excitation Frequencies and Time Interval II

S.4 Excitation Frequency Limit of Dynamic Stiffness Matrix .. 13

6. INPUT DATA DESCRIPTION 14

7. DESCRIPTION OF OUTPUT 28

7.1 Printed Output 28

7.2 Description of lAPU Format 29

7.3 Tape Disposition 30

8. MEMORY STORAGE REQUIREMENTS 31

9. EXAMPLE EARTHQUAKE ANALYSIS OF PINE FLAT DAM 34

9.1 Pine Flat Dam and Ground Motion 34

9.2 Response Parameters 36

9.3 Response Results 38

ii

REFERENCES . SI

APPENDIX A: SOl/RCE CODE LISTING 53

APPENDIX B: COMPLIANCE DATA FOR VISCOELASTIC HALF·PLANE 77

iii

I. INTROI)UCTION

A gennal analYll\:lll prOl.:cdurc has becn dc~d\llll:d IsllO cV<lluate the ..:arlh4U4"'C responSl.: of wn­

~'rcte gra~it)' dams. illduding the dlects of wm-~aler-f()undati..n rod. inh:r,tctlon and of mdtcrials.

surh as alluvium .mll sediments. <It the bollum of reservoirs This report is LOncerned with the ~'om­

puter program I ".,J)·1l4 that impll:mcnts the anal)'ti~'dl jllllCcdurc

At small ~ ,matinn 4mpilludcs J I.'Om:retc gra\ ity dam will behave as a solid cv.:n thou~h the Joints

between the monoliths ma)' slip 19). UI.w'~\Cr. during large-amplitude motion. the bcha\I·11 of a dam

JCIJCnds on thl: extent to whi\:h the inertia forces ran he transmit!~J a,'ross the joints For dams with

straight corurauion joints, either grouted or ungrouted, the inertia for~c~' that develop during brge­

amplitude moti(':l arc mu~h greater than the shear fon.:es that thc joints can transmit. Cons.:qucntly,

the joints would s l il' ;JYld the monoliths vibrate independentl)'. as evidenced by ahe spalkd ~onclete and

water ka"'age at the joints of the Koyna Dam during the Koyna earthquake of II December 1967 121.

Fo.. such dams. a two-dimensional, plane slrcss model of the individual monoliths appears to be

appropriile for predicting Ihe earthquake response, 0.1 the othcr hand. for dams with keyed l,;onl'a.:­

tion joints, it may be inapprlll'riate to al>Sllme that the monoliths "ibrate independently. A twoo

dimensional, plane strain model would be better for such dams. 1 ne analytical prcx:edurc and computer

program are restricted to systems assumed to be in generalized plane stress or plane strain. The same

assumption should be chosen for the dam and the foundatIOn rock.

Because the ~imensions and dynamic pruperties of the monoliths differ. the effcl:ls thaI a dam has

on Ihe dclormations and stresses in the foundation rock vary along the length of Ihe dam. A three­

dimensional model for the foundalion-rock region would seem ne~cssary for this reason and because

the rock is fractured and fissured, unlike a contilluum.

Th~ hydrodynamic effects of the water impounded in the reservoir arc assumed to be adequately

modelled by the two-dimensional wave equation. Water corri/lressibility is included in the analysis.

because it can silnificantly affect the earthquake response of concrete gravity wlms [) I. The system is

analyzed under th(; assumption of linear behavior for the concrete dam. impounded water and founda­

tion rock. Thus. the possibilities of concrete cracking (81 or water cavitation (11) are not considered.

This report documents the use of the computer proaram EAC.iL.-84. The development of an

appropriate idealization of the system is discussed. the required input data to the computer prosram are

described. the output is explained, and the response results from a sample analysis are presented. The

present version of lhe computer proaram incorporales major eKtensions and im.,rovements of the oriai·

nal version (3).

2

2. SYSTEM AND GROUND MOTION

The system ~onsidered ~onsists of a concrete gravity dl1m supported on Ihe horizontal surface of

underlying flexible foundation rock and impounding a rescr\Olr of WJter (Figure II. The selected

monolith or dam cross-section is idealized as a two-dimensional finile clement system in ':)rder to model

arbitrary geometry and elastic material prol'erties of the dam. Hence, no.1-overflow sections. overflow

sections and apDurtenant structures can be modelled. lIowever, certain restrictions are imposed on the

geometry of the dam to permit a continuum solution for hydrodynamic pressure in the impounded

water. For the purpose of determining hydrodynamic effects. and only for this purpose, the upstream

face of the dam is assumed to be vertical. This assumption is reasonable for actual concrete gravity

dams because their upstream face is vertical or almost vertical for most of the height, lind the hydro­

dynamic pressure acting the dam face is insensitive to small departures of the faee slope from vertical,

especially if these departures are near the base of the dam. which is usually the case. The water

impounded in the reservoir is idealized as a fluid domain of constant depth and infinite length in the

upstream direction. The foundation rock underlying the dam and reservoir bottom materials is ideal­

ized as a homogeneous. isotropic, viscoelastic half-plane.

The viscoelastic half-plane idealization of the foundation-rock region is not appropriate for

representing the effects of interaction between the impounded water and the foundation rock. These

interaction effects are dominated by the overlying reservoir bottom materials that may consist of vari­

able layers of alluvium. silt and other sediments. possibly deposited to a significant depth. which are

highly saturated and have a small shear modulus. A hydrodynamic pressure wave impinging on such

materials will partially reneet back into the water and partially refract. primarily as a dilatational wave,

into the layers of reservoir bottom materiHls. Because of the ~onsiderable energy dissipation that results

from hysteretic behavior and particle turbulence in the layer of saturated materials. the refracted wave

is essentially dissipated before reaching the underlying foundation ruck. The dissipation of hydro­

dynamic pressure wnes in the reservoir bottom materials is modelled apli:oximately by a boundary

condition at the reservoir bottom that partially absorbs incident hydrodynamic pressure waves (5).

3

FOU

ND

ATI

ON

ROCK

WAT

ER

OX

(t)

....

.

-<~

ER

ES

ER

VO

IR,

..D

AB

SO

RP

TIV

•F

RE

EF

IEL

Y

BO

TTO

M.•

.1\

S\~

-AC

CE

LE

RA

TIO

N"9

(t)t

\:

•.:···

;;'~;;

"'}.·;

!h';;:

)';·~·

··'"

.,

7...

FIG

UR

E1

Dam

-wlte

r·fo

unda

tion

rock

syst

em.

Over a long time. sediments may deposit to a significanl depth at the bottom of some reservoirs.

The thickness of the sediment layer can be recognized by defining the rcscnoir bottom al the surfaL:e

of the sedine:1ts. which correspondingly reduces the depth of the l1uid domain. However, the com·

puter analysis does not consider the influence of the reservoir bouom materials on the static stresses

and vibration properties of the dam because these effects should be small. as the materials are vcry

soft. highly saturated and exert forces only on the lower part of the dam.

The earthquake excitation for the dam-water-foundation rock system is defined by the two com­

ponents of free-field ground acceleration in a cross-sectional plane of the dam: the horizontal ,om·

ponent transverse to the dam axis. and the vertical component. The free-field ground acceleration is

assumed to be identical at all points on the base of the dam.

5

3. SYSTEM IDEALIZATION AND PROPERTIES

The dam monolith is idealized as an assemblage of planar, four-node .non-conforming finite ele­

ments (to). The finite element system is obtained by dividing the dam cross-section into quadnlateral

or triangular elements connected at nodal points. Elements in the shape of parallelogram' with an

aspect ratio near unity give the most accurate results. The elastic properties of the materials in the dam

can be defined independently for each finite eiement. Therefore, variations in the properties of the

dam concrete and appurtenant structures can be represented conveniently.

The nodal points in the finite element system are located with reference to an x.y-coordinate sy~­

tern. The y-axis must be vertical with the positive direction upwards; the x-axis must be horizl>ntal

with the positive direction either downstream or upstream. Each nodal point is identified by a nodal

point number and x.y-coordinates. If the effects of dam-foundation rock interaction a~e included. the

nodal points at the base of the dam must be equally spaced on a horizonlalline. Mesh generation facil­

ities are available in E~OD-84 to reduce the amount of input data required to describe the finite element

system.

Each finite element is numbered and defined by the nodal points at its vertices listed b)' number

in a counter-elockwise direction around the element. Tho::: numberilll of the elements is arbitrary

because it does not influence the computational cost. The numbering of the nodal points, however.

determines the bandwidth of the structural stiffness matriK, and hence it affects the computational cost.

The smallest bandwidth results when the maximum difference in nodal point numbers for each elemei}!

is min 'llized over all the elements. Judicious numbering of the nodal points can achieve this loal.

Numbering the nodal points in the direction of the monolith cross-section with the smallest numlrwr of

elements usually results in the m::.• IDum bandwidth.

EneflY dissipation in the dam C(Jncrete is represented by constant hysteretic damping with a

damping factor",. A viscous dampilll ratio f, the same for all the natural vibration modes of the dam

on rigid foundation rock with an empty relervoir. corresponds to a constant hysteretic dampil1l factor

or .".- 2E. Forced vibration field tests on dams indicate that the viscous damping ratio is in the ranae

or 1 to 3 percent, fairly independent of the vibration mode number [9J. A constant hysteretic damping

6

faclor of ",-0.1. which corresponds to a 5 percent viscous damping rluio :n all vihralion modes of the

dam. is a reasonable value for the much lal'ler motion and higher stresses expected in a dam during

strong earthquake around motion.

The water impounded in the reservoir is idealized as a Ruid domain of constant depth and infinite

length in the upStream direction. The elevation of the free-surface is the only parameter specified for

the impounded water. The computer program uses the following properties for the impounded water:

velocity of pressure waves C-4720 fl/see, and unit weight -62.4 Ib/ft J. The reservoir bottom is

assumed to be horizontal. but it may be specified at any elevation.

The absorptiveness of the reservoir bottom materials is characterized by the wave reOection

coefficient a. which is defined as the ratio of the amplitude of the reOected hydrodynamic pressure

wave to the amplitude of a vertically propaaating pressure wave incident on the reservoir bottom. A

wave reOection coefficient of unity indicates that pressure waves are reflected from the reservoir bottom

Without attenuation; a wave reOection coefticient of zero indicates that vertically propagating pressure

waves are fully absorbed into tlK reservoir bottom materials without reRection. The materials at the

bottom of the reservoir delermine the value of the wave reOeetion coefficient II according to the follow-

ing equation (5):

1- ka---l+k

where k-pClp,C,. Cis lhe velocit)' of pressure waves and p is the density of water. c,-..[£;Ti),.

and Er is the Youna's modulus of elasticity and p, is the density of the reservoir bottom materi.1Is.

A basis need$ 10 be devdoped for the selection of the wave reOection coeft1cient II befQre r~lCr-

voir bottom absorption effects can be reliably included in practical analyses. Because reservoir bottom

materials may consist of hiahly variable layers of exposed bedrock. alluvium. silt and other sediments.

it is difficult to estimate the value of II based on analysis alone. Field tests on existing dams and rescr·,voin may provide useful data that could aid the selection of an appropriate wave reOection coefficient

for response analysis.

7

If the effects of dam-foundation rock interaction are induded, the dynamic stiffness matrix for the

foundation-rock region appears in the equations of motion for the dam (51. This frequency-dependent

matrix is defined with respect to the degrees-of-freedom of the nodal points at the dam base. A file of

numerical data is !>upplied with EAGl>· 84 for the frequency-dependent compliance functions. determined

by the procedures described in reference 4. for a homogeneous viscoelastic half-plane with Poisson's

ratio of 1/3 and the following values of the constant hysteretic damping factor: '1,-0.01, 0.10, 0.25 or

0.50. The value of the constant hysteretic damping flctor TIl for the foundation rock should preferably

be determined from experimental tests of appropriate rock samples subject to harmonically varying

stress and strain. For such tests. 'I, can be obtained from:

1 .1 W'1,- 217' W

where .1 W is the energy loss per cycle, given by the area of the stress-strain loop. and W is the strain

energy "tored in an dastic material under the same :mess-strain cycle as the viscoelastic material. One

of the available values of TI, mentioned above can then b2 ~hosen to approximate the experimentally

determined value. Alternatively, the compliance functions for the experimental TIl value can be com-

puted by the procedures described in reference 4.

The dam-foundation rock system may be assumed to behave in either a state of generalized plane

stress or plane strain. Although the difference between the dam responses computed under the two

assumptions is small 131. the generalized plane stn:ss assumption i~ recommended for practical analysis.

8

.c. OUTLINE OF ANALYTICAL PROCEDURE

The analytical procedure. which is described in referpnces 5 and 6. IS outlined here. The fre­

quency domain equations for the three substructures in the system, dam. impounded water and founda­

tion rock. are formulated from their respective governing equations. The frcqLien~'y domain equations

for the substructures are then combined to obtain tt!e frequency domain equations for t he complete

system. The structural displacements of the dam are expressed in terms of generalized coordinates.

which results in a large reduction in the number of degrees-of-freedom and corresponding computa­

tional elrort.

Ii the effects of dam-foundation rock interaction are included in the analysis by recognizing the

flexibility of the foundation rock. the frequency domain equations for the system contain the dynamic

stilfness matrix for the foundation-rock region (SI. Reference 4 presents a procedure for evaluating the

compliance functions at uniformly spaced nodal points on the surface of a homogeneous, isotropic,

viscoelastic half-plane. The compliance function data. which is stored on a file sUPl'lied with EAGD-84,

is assembled and inverted in the computer program to give the dynamic :;tiffness matrix for the viscoe­

lastic half-plane idealizatiO!1 of the foundation-rock region. For found<ltiop·rock regions with compli­

cated geometry or material properties. the dynamic stiffness matrix can be computed by the finite ele­

ment method and the results used as input to EAG()-84.

To evaluate the dynamic response of dams to earthquake ground ,l1otion. the complex-valued fre­

quency response functions for the generalized coordinates are first computed by solving the frequency

domain equations. Fourier synthesis techniques are then employed to compute the response history of

the generalized coordinates due to a specified earthquake ground motion. The Fast Fourier Transform

(FIT) algorithm used in El\liO-84 recognizes that ground acceleration records and response histories are

real-valued functions to reduce the computation time ad storage requirements (7). Nodal point dis­

placement histories are subsequently obtained from the generalized coordinates. and the stresses at the

centroid of each finite element are computed using the elements' stress-displacement matrix. The

structural displacements due to static forces (weight of the dam and hydrostatic pressure of the

impounded water) are computed relative to the rigid-body displacements of the dam 131.

9

5. SELECTION OF RESPONSE PARAMETERS

To ensure that the computer program gives accurate dynamic response of a dam, the parameters

that govern the response computation must be carefully selected. This section gives guidelines to aid in

the selection of the response parameters.

5.1 Maximum ExdtatloD FrequeDI:Y

Two considerations govern the selection of the excitation frequency range 0 to F for which the

response of the dam is computed:

I. The maximum excitation frequency F should be greater than the frequencies of all the

significant harmonics contained in the ftee-field ground acceleration records. Earthquake

data processed by modern techniques accurately reproduces frequencies up to <thout 25

Hertz. Thus, it is recommended that:

F ~ 25 Hz.

2. The maximum excitation frequency F should be larae enough to include tne range of fre­

quencies over which the dam has signilkant dynamic response. This criterion is met in con­

junction with the sel~tion of the number NEV of generalized coordinates included in the

analysis. as described below. It is r~ommended that F > I NEV, where I NEV ili the vibra­

tion frequency, in Hertz, of the highest vibration mode included in the analysis. EAGD-1l4

prints the vibration frequencies of the associated dam-foundation rock system to help in

satisfying this criterion.

5.2 N...1Ier of Genenll_ C........

The number NEV of generalized coordinates required to represent the earthquake response of a

u.m is mueh less than the number of degrees-of-freedom in the finite clement system. Each general­

ized coordinate corresponds to I vibration mode (Ritz vector) of an auociated dam-foundation rock

system. A aeneral rule is to include all the vibration modes thai sianilicantly contribute to the

10

earthquake response of the dam. One or two additional modes should be induded for accurate

response results 'It the high-frequency end of the frequency range. Typically, fivc gcnefi.tlizcd coordi-

nates are necessary if the foundation rock is assumed to be rigid; and ten generalized coordinates are

necessary if foundation-rock nexibility is included. A final check that enough generalized coordinates

are used, is to ascertain that the maximum stresses in the dam do not change if the numb.:r of general-

izcd coordinates is increased.

5.3 NumMr of Excitation Frequencies aad Time latena.

For a specified maximum excitation frequency F, the computation of the fr.~quenq· response

functions and earthquake response. via the FFT algorithm, depends on two parameters: NEXP, which is

related to the number of excitation frequencies and time intervals; and the time interval 01, in seconds.

These two parameters determine other response parameters as follows (see Figure 2):

Number of excitation frequencies(and number of time intervals):

Duration of response history:

Frequency increment:

MKllimum frequency represented:

N- 2 NEXP

14/--­2T

F-Nbof

A -quiet zone- with N points of zero acceleration is automatically appended at the end of the ground

acceleration records to reduce the aliasing error inherent in the discrete Fourier ·'r.lOsform.

II is important to choose the values of NExr hhus N) and [>1 that are appropriate for the system

and ground motion. The following considerations govern the selection of NEXP and t>1:

I. The frequency increment bof must be small enough to represent the frequency response

functions for the generalized coordinates, especially near the fundamental resonant peak. It

is recommended that:

11

FREE-FIELD GROUND ACCELERATION

At: DT -QUIET ZONE"

~--T----+lI4---T---+I

N INTERVALS~ Of N iNTER\lALS@Of

COMPLEX-VALUED FREQUENCYRESPONSE FUNCTION

t4--- F ~4 F --~N INTERVALS (.80' N INTERVALS @6'

STRUCTURAL RESPONSE

FREE VIBRATION

It4--- T ---.+0.....--T--.....

N INTERVALS _Of N INTERVALS 'Ot

FIGURE 2 Phases of dynamic: response computation and relationships between response parameters.

12

where /' is the fundamental resonant frequency. in Hertz. of the associal('d dam-foundation

rock system.

2. To reduce further the aliasina error. it IS recommended that:

where 7J. is the constant hysteretic damping factor for the dam concrete.

For II given value of the maximum excitation frequency F. as determinec in Section 5.1, the

above guidelines are met if NEXP lind DT SlItisfy the following two conditions:

IDT ~ 2F

DT • 2NEX

I' ~ )1 max {25' ~~ I

5.4 Excitation Freq_acy Limit ., Dy....ic 811ft••• Matrix

The computer prosram includes a file of numerical data for the frequency-dependent compliance

functions for a viscoelastic half-pla:lc idealization of the foundation-rock region. From these compli·

ance functions, EAGIl·... computes the dynamic stiffness matrix S,(w) for the foundation-rock region.

The compliance function., and hence S /(-.>, are defined for a limited excitation frequency ranse. The

maximum excitalion frequency for which they are defined is w.....-(S Cr)/ b, where C,-.JG}Pr. G,

is the elastic shear modulus and P f is the density of the foundation rock, and b is the distance between

the equally spaced nodal points al the dam base. If the effects of dam-foundation rock interaction are

included. the maximum ellcita:ion frequency F must be less than (SC/)I (2.. b), or:

5 r JF" ----­2 1f"

in addition ot the aforementioned criterid in Section S.3.

13

6. INPUT DATA DESCRIPTION

The input data for the computer program I:"GO-84 are entcred by cards divided into fields accord­

ing to the formats described in this section. Each field is idcntified by inclusive card column numbers

and one of three field-types: (I). integer; CF), floating point; or (E), exponential. An integer field (J) is

a nlimbe .. without a decimal point that is right·justified in the field. A "oating point field (F) type is a

number with a decimal point located anywhere in the field. An exponential field (E) is a numbel

located anywhere in the field with a decimal point and optional exponential specification that follows

H)RrRAN rules.

Cant Set A • Title

I . 80 Title of problem or informational message printed with results of the

analysis.

Card Set 8 - PrGlram Control Data

Specify the parameters for the finite element idealization of the dam monolith and the control of pro­

gram execution.

I-~(J)

6 - 10 m

II-15m

16·20 m

21- 25 m

NUMNP Number of nodal points in the finite element idealization.

NUMEl Number of elements in the finite element idealization.

NUMM ....T Number of different materials in the finite element idealization.

NBASE Number of nodal points at the base of the dam. in contact with the

foundation rock.

NEV Number of generalized coordinates IOcluded in the response computa­

tion. See Section S.2 for guidelines.

14

26 - 35 (F)

36 - 40 (I)

41 - 4S (I)

46 - 50 (F)

S1 - 55 (I)

S6 • 60 (J)

61 • 65 (J)

66 . 10 (l)

71 - 15 (J)

WL

NPP

IGR"V

PSP

IRES

IOPR

IOI'P

IllO

IGEN

Elevation, in feet, of the free-surface of the impounded water.

Number of nodal points at the upstream face of the d.lm affected by the:

impounded water. NPP-O indicates an empty reservoir. See Card Set

C f()r Ilefinillon of the wilter nodal points.

-0, do not perform static analysis.

-I. oerforrt static analysis due to weight of the dam and hydrostatic

pressure of the impounded water.

-0.0, dam and foundation rock are in generalized plane stress.

-1.0, dam and foundation rock are in plane strain.

-0. compute the dynamic response due to earthquake ground motion.

-I, only perform static analysis a:ld compute vibration properties.

-0, compute vibration frequencies and mode shapes.

-1, read vibration frequencies and mode shapes from cards.

-0. do not punch vibration frequencies and mode shapes.

-I. punch vibration frequencies and mode shapes un cards.

-0. foundation rock is tlexible, include dam-foundation rock interac­

tion effects.

-I. foundation rock is rigid, exclude dam-foundation rock interaction

effects.

-0, read the dynamic stiffness matrix from TAPE90.

-I, generate the dynamic stiffness matrix from the data in TAPE80.

IOEN is ignored if IRIG-1.

15

Card Set C • Foundation RKk Properties

Specify the I,roperties of the foundation rock. Include this card set if the foundation rock is nexible

((RIG -0, Card Sct Bl.

1- 10 (F)

II . 20 (F)

21 - 30 (F)

31-40(f)

Young's modulus of clastidty, in ksf, of the foundation rock.

Mass density, in k-s 21ft ., of the foundation rock.

Constanl hysterelic dal'T'pmg factor" I for the foundation rock. See NOle C.I

for possible damping coefficients.

Spacing, in feet, between Ihe nodal points at the base "f th'~ dam. The nodal

poinls at the base must be equally spaced.

If IGEN= I (Card Set B), the dynamic stilfnt"ss matrix for the foundalion-rock region is generated from

the compliance data on TAPESO and stored on TAPE90. if IGEN-O, EAG[)·114 assumes that the dynamic

stiffness matrix was generated in a previous program execution and is available on TAPE90. The

Young's modulus Clnd density ~f the foundation rock may differ from the values used in the previous

execution that generated TAPE90.

Note C. I: Possible Damping Factors

Foundation rock compliance data arc available on TAPEIlO for the following constant hysteretic damping

factors: 0.01,0.10, 0.25,0.50. Section 3 gi,·cs guidelines for selecting the dampins faclor.

16

CaN Set D • Material P......les

S.,ecify material properties used in the finite element idealization of the dam monolith. One card for

each NUMMAT (Card Set B) materials.

1 - 5 m Material number (less than or equal to NUMMAT).

6 • IS (F) Young's modulus of elasticity. in ksf, of the material.

16 - 25 IF) Poisson's ratio of the material.

26 -3S (F) Mass density. in k-s 2m 4. of the material.

CaN s.t E • Noal PolDt Ceerdl••tn

Define the x.y-coordinates of the nodal points in the finite element idealization of the dam monolith.

1 - 5 (I) Nodal point number.

6 - 10 (F) Displacement bour,dary condition code. See Note E.I.

II • 20 (F) x-coordinate. in feet. of nodal point.

21 ·30 (F) y-coordinate. in fcct. of nodal point.

Leave remainder of card blank if layer generation of nodal points is not desired (See Note E.3).

31 - JS (I) "'. module for nodal point increment (areater than zero).

36 - 40 (I) NLiM. nodal point limit of layer leneration.

41 - SO (F) fit> amplification factor for x-eoordinate. If blank. assumed to be unity.

51 - 60 (F) fy. amplification factor for y-eoordinate. If blank, assumed to be unity.

Repeat cards until all NUMN' (Card Set Ii oodal points are ~ificd either explicitly or by nodal point

17

generation. Nodal Iloir.ts must be listed in numerically ascending order If L'ards are omitted and

Columns 31-60 arc blank, the I:oordinates of the omitted nodal points are generated along the straight

linc connecting the defined nod.d points (see Note E.2)' If Columns 31-60 are used. as described

above. the nodal point coordinates are generated in layers hee Note E. 3).

!'fote £. J: Boundary Condition Code

The displacement boundary condition code for a nodal pc:..nt i:; spedfied in Columns 6-10 as follows:

0.0 Both x,y-direction disphlcemems unknown.

1.0 Zcro dislllacement in the x-direction.

Unknown displacement in the y-direction.

2.0 Unknown displacement in the x-direction.

Zcro displacement in the y-direction.

3.1) Zcro displacement in the x-direction.

Zcro displacement in the ,,-direction.

Typically. a 0.0 boundary condition code is used for nodal points above the dam base. If the founda­

tion rock is rigid hRtG-l. Card Set B). a boundary condition code of 3.0 is used for the nodal points

on the base. If t~ foundation rock is flexible hRKi-O. Card Set B). a boundary condition code of 0.0

is used for the nodal points on the base. HGowever. various combinations of the boundary condition

code for the nooal points can represent other displacement boundary conditions appropriate for the sys­

tem.

Note E.1: Stra;ght LiM GeMration

If the (t·J) cards for nodal points N+l. N+2•... N+L·I a-e omitted and Columns 31 - 60 of the

card for nodal point N are blank. the omitted nodal points are aeneratf'tj at equal intervals on the

straight line joining nodal points N and N+L. The boundary condition code for the generated nodal

points is set to 0.0.

Not~ E. J: Layn G~MrQ'ion

Layer generation may be used with two rows of completely defined nodal points. If the parameters in

Columns 31 - 60 are specified on the card for nodal point N, the x.y-coordinates of nodai points N+I.

N+ 2, ... NLiM are aenerated by the following rule:

IS

Yk - YIc-m + I. (Yk-,.-YA-2,.)

for k - N + I, '" NUM. If, NUM - Nl!MNP, no more nodal point c<lrds <lrc required If ~lIM< NUMNP,

the card for nodal point NliM +1 mUlit follow. Tne boundary condition code for gcnerated nodal points

is set to 0.0.

Card Set F - Element Deftaltloa

List the nodal points at the vertices of each element, in addition to the material number for the ele·

ment.

1· 5m

6 . 10 (J)

11·15(1)

16· 20 (J)

21 - 25 (I)

26 - .30 (I)

Element number.

N<><htl point number at element vertex I.

Nodal point number at element vertex J.

Nodal point number at element vertex K.

Nodal point number at element vertex L.

Material number for element (from Card Set D).

The nodal point numbers at the element vertices I, J, K and L must be ordered in a counter-elockwise

direction around the element (See Figure 3). Triangular elements are permitted; they are identified by

the same first and last nodal point number (j.e. I, J, K and I).

All NUMEL (Card Sel B) elements must be specified in numerically ascending order, either explicitly or

by element generation. If element cards are omitted, EAOL>·84 generates the information for the omit­

ted element numbers by incrementing by one the preceding I. J, K and l nodal point numbers. The

material number for the generated elements is set to the corresponding value on the last card. The ele­

ment card for element numbP.r NUMEL must always be supplied.

The maximum dift'erencc between nodal point numbers for each element over all the elements deter­

mines the bandwidth of the structural stiffness matrix. The bandwidth is minimized by judicious

numberina of the nodal points as described in Section 3.

19

I

J

K

QUADRI LATERALELEMENT

L I

K

J

TRIANGULARELEMENT

FIGURE 3 Order of nodal point numbers for finite elements.

20

Can Set G - Water Nodal Points

Specify the nodal points at the upstream race or the dam affected by the waler impounded in the reser·

voir. Omit this card set ifNPP-O (Card Set B).

1·5(1)

6-10(1)

11·15())

•

•

;6 . 80 (I)

-0, the positive x-direction is downstream.

-\, the positive x-direction is upstream.

List of nodal point numbers at the upstream face of the dam that are affected

by the impounded water. The NPP (Card Set B) nodal points must be listed

from the free-surface to the reservoir bottom (See Figure 41. If the free·

surface is between two upstream nodal points, both nodal points must hP. in­

clUded.

If more than IS upstream nodal points are affected by the impounded water. repeat this card until all

the nodal points are listed. After the first card, however, the list begins in Columns 1-5.

Cud Set H - Base N...I Points

Specify the nodal points at the base of the dam in contact with the fi<. xible foundation rock. Include

this card set il'IRIG-O (Card Set B).

\-5(1)

6- 20 (I)

76 - 80 (J)

List of nodal point numbers at the base of the dam that are in contact with the

flexible foundation rock. The NHASE (Card Set B) nodal points must be listed

in order of increasing x-coordinate (See Figure 5).

If there are more than 16 base nodal points, repeat this card until all the nodal points are listed.

21

• •••••• : ;. : : io ~ : _.: .... ::~ ....: •

. : .~-------~

FIGURE 4 Nodal points at upstream face of the dam affected by the impounded water.

y

NOOAL POINTS ONBASE MUST BESPACED EQUALLY

~------l""""-"-""""-""---'7"'iI"X

fIGUR.E 5 Nodal points at the base of the dilm in contact with flexible foundation rock.

22

Car. Set 1 - Vibration Frequencies

Input the natural vibration frequencies of an associated dam-foundation rock system. Include this card

set if IOPR -1 (Card Set 8). Input one vibration frequency per card in order of increasing mode

number. Nf.V cards are required (Card Set 8).

I-12m

13 - 27 (F)

Vibration mode number.

Natural vibration frequency, in radians/sec, of the vibration mode.

Card Set J - Vibration Mode Shapes

Input the natural vibration mode shapes of the associated dam-foundation rock system. Inclurie this

card set if IOPR -1 (Card Set 81. The mode shapes must be normalized such that. rm. -I, where.

is the matrix of mode shapes. m is the mass matrix of the dam, and 1 is the identity matrix. If the data

for this card set are the punched card output from a previous EAGD·84 program execution, the mode

shapes are already normalized.

One card for each nodal point.

NUMNP (Card Set B) cards required.

i·12m

13 - 27 (E)

28·42 (E)

Nodal point number.

x-ordinate of mode shape.

y-ordinate of mode shape.

One set for each vibration mode shape.

NEV (Card Set B) sets required.

23

Card Set K • Dynamle Respollse Parameters

Specify the parameters for the computation of dynamil' response.

I - 5 (J)

6· 10 (J)

11 . 20 (F)

21 • 30 (F)

31 . 40 (F)

IHV

NF.XP

OT

ALPIfA

OFAC

-0, Compute response due to the horizontal wmpon:nl. only, of the

ground motion.

-I, Compute response due to the ',ertical component, only. of the

ground motion.

-2, Compute response due to the horizontal and vertical components,

simultaneously, of the ground motion.

Compute the complex frequency response function for the generalized

coordinates at N - 2NHP harmonic excitation frequencies. The

response history of the dam is computed at N time intervals (See Sec­

tion 5.31.

Time interval. in seconds, for which response history is computed.

Also determines the maximum excitation frequency represented in the

response (See Section 5.3).

Wave renection coefficient u for the reservoir bottom materials, such as

alluvium and sediments. Section 3 gives guidelines for the selection of

cr. O~ ALPHA t;; I.

Constant hysteretic dampins factor.", for the dam concrete (See Sec­

tion ).

24

Cad Set L • G..... Motion n...

Specify the horizontal and vertical components of the free-field ground acceleration at the base of the

dam.

I. Ground motion patameters

1-5m

6 • 10 m

11 • 20 (F)

NXUGH Number of ordinates in the record for the horizontal component of the

free-field ground acceleration. Set NXUGH-O ifIHV-! (Can! Set K).

NXUGV Number of ordinates in the record for the vertical component of the

free-field ground acceleration. Set NXUGV -0 if tHV -0 (Card Set K).

TD Duration of response history computation; TD E; Dr ·2 Nl:x,. where DT

and NEXP are spe<:ified in Card Set K.

2. Record for the horizontal component of free-field ground acceleration

Omit these cards if IHV - I (Card Set K).

I - S (F) Time

6 - 12 (F) Aa:clcration

13 - 18 (F) Time

19 - 24 (F) Aa:clcration

•

•

61 - 66 (F) Time

67 - 72 (F) Aa:cleration

List six lime-acceleration pairs per card in order of increasing time. Repeat cards until NXUGH pairs are

specified. The ordinates need not be specified at equal time intervals. Time is in seconus and accelera­

tion is in ,os. aa:eleration due to gravity.

25

3. Record for the vertical component of free-field ground acceleration

Omit these cards ifll'V-O (Card Set K).

I - 5 (Fl

6 - 12 IF)

13 - 18 (F)

19 - 24 IF)

61 - 66 (F)

67 - 72 (Fl

Time

Acceleration

Time

Acceleration

Time

Acceleration

List six lime-acceleration pilirs per card in order of increasing time. Repeat cards until NXU(jV pairs are

specified. The ordinates need not be specified at equal time intervals. Time is in seconds and accelera­

tion is in g's. accelera,ion due 10 gravilY.

Card Set M - Output Control ?arameters

Specify parameters that control the printing of response results.

I. Parameters for printed output

1 - 5 m

6 - 10 (l)

11 - 15 (J)

NPRINT

ICOMB

ISEL

Print nodal point displacements and element stresses every NPRINT time

intervals.

-0, Compute only dynamic response.

-1, Compute dynamic response and combine with response due to the

static loads.

-0, Print displacements of each nodal point and stresses in each ele­

ment.

- I, Print displacement.: and stresses for selected nodal points and ele­

ments.

26

If ISEL-O. leave the remainder of this card blank.

16 - 20 (J)

21 - 25 (I)

NNODE

"lNELM

NUr:1ber of nodal points for which displacements are printed.

Number of elements for which stresses are printed.

2. Nodal point selection

Omit these cards if tSEL - 0 or NNODE - O.

1- sm6 - 10 (I)

Nodal point numbers. sixteen per card, for whkh displacements are printed.

Repeat cards until NNODE nodal points arc specified.

75·80 (()

3. Element selection

Omit these cards if ISEL-0 or NNELM -0.

1- S(I}

6·10(1}

Element numbers. sixteen per card. for which stresses are printed. Repeat

cards until NNELM elements are specified.

75·80 (J)

27

7. DESCRIP1'ION OF OUTPUT

7.1 Prlnte4 Output

EAG()·114 prints the following information. Some output is suppressed according to the options

spet:ified in Card Set B.

I. Program control data

2. Foundation rock properties. including the computed shear wave velocity C,

3. Malerial properties, nodal point coordinates and finite element specilkations

4 Hydrostatic loads. Le. the forces on the nodal points at the upstream face of the dam due to

hydrostatic pressure of thl: impounded water. These forces ;>rovide a convenient check that

the nodal points affected by the impounded water are specified correctly in Card Set G.

5. Nodal point displacements and element stresses due to static loads (weight of the dam and

hydrostatic loads)

6. Natural vibration frequencies and mode shapes of the dam if the foundation rock is assumed

to be rigid, or of an associated dam-foundation rock system if dam·foundation rock interac­

tion effects are included. A check of the orthogonality relation en .ures that the structural

stiffness matrix. is not numerically ill-conditioned.

7. Absolute value of the complex-valued frequency response functions for acceleration of the

.eneralized coordinates at each excitation frequency

8. The free-field ground acceleration records

9. Nodal point displacements and element stresses at the specified time intervals

10. The laraest mlijor principal stress and smallest minor principal stress in each finite element

and the times at which they occur

11. A summary of common storaae available and used. and an itemization of CPU time for the

various computational phases

28

7,2 De~rjplion of HPEJ Format

The tile associated with TAPE] contains the history of horizontal and vertil'<ll displacements at ~ach

nodal point and the three plan-Ir stress components at the centroid of each finite clement. This data

may be used for plotting and other post-analysis processing if the file is saved after program execution.

T ... PEJ is an unformatted FORTRAN file that contains a header rccord and two rcwrds of r.'~ponsc results

for each of ND time intervals, Dl in length, starting at time equals zero. Thc records arc as follows:

Record I

Record 2:

Record 3:

Record (2-ND):

Record (rND+ I):

NUMNP, MJMEL. NEV. NO, DT

XI2'NU\1NP)

Sl)'NUMLLl

XI2'NUMNP)

SO'NUMH)

where NlJMNP. ~UMI:L and !'IIEV are defined in Card Set 8; UT is defined in Card Set K; and NO is the

number of time intervals for which the response is computed (determined from UT and Til, Card Set

L>,

x is a one-dimensional array where X(2"1·11 and XO'1l arc the x- and y-components of displace­

ment, respectively, at nodal point I, for I - 1.2. ,." NUMNP.

s is a one-dimcnsioral array where S(JON·21. SO"N-II and SO'N) are the fT.~\, fT,:.- and fT.". com­

ponents of the stress tensor, respectively, at the centroid of clemen' N, for N - 1.2•• ,., NUMEL.

29

7.3 Tape Disposition

EAUl)·84 uses files associated with the following logical units:

TAPlol· ~rat\:h tape

TAPl:2 ~ratch tape

TAPE3 - response history; the format is described in Section 7.2

TAPE5 - input data

TA1>£6· printed output

TAPESO· Compliance data supplied with EA(jU·K4 for viscoelastic half·planes. This file is read 'r

IRI(j·O and IGEN-) (Card Set B).

T"PE90· Dynamic stiffness matrix for the foundation·rock region. This file is read if IRIU =0

and IGEN=O (Card Set B). If this file is generated from the l:ompliance data (IRI(j-O

and IGEN -I, Card Set B), save it for subsequent program execution.

PUNCU· Vibration frequendes and mode shapes of the dam·foundation rock system; only pro­

duced ir loPP-1 (Card Set B).

)C)

•• MEMORY STORAGE REQUIREMENTS

The memory 'toraae requirements for EAGO-a.. are divided into fixed and variable sectors of core.

The fixed sector consists of executable instructions, non-subscripted variables and arrays whose length

lIfC independent of Ihe problem size. The variable sector of core is assigned to blank COMMON under

the array name A in the main program. The length of the variable sector can be changed as required by

the size of the problem. This is done by changing two statements in the main program. as follows:

COMMON A(tI)

MSTOR - N

where N is the number of words available in blank common.

The number of words of blank common required for each computational phase of HGD-"

depends on input parameters thai define the size of the problem. The value of N must be greater than

the requirements for all the phases, as specified in the criteria listed below:

I. S46"NBASE + J2"NBASE'NBASE

2. No + 12'NBASE

3. No + 41"NUMEL

4. No + 6"NUMNP + NEV"NEI(

S. 4"NUMNP + 6"NBASE + '"NBASE"NBASE + NBC + NPP + 7' NEV ... 9'NEV"NEV

... 2"NEV'NUMNP + 203°NEV'NCO~- r 100Nll:...M ....."(NEV"NTfRM ... II

6. 202"NEV + ""NDATA + 2"NEVONDATA ... 2°INIlINXOOH.NXOOVI

7. S'NUMNP'" 43'NUMEL ... 2"NEV'NUMNP + 201°NEV

where

No - 2"NUNNP'(N8AND+J1 + NBC + NPP ... NEV ... 2"NBASE .. I"NBASE'NBASE

31

and

MBANU The bandwidth of the structural stiffness matrix. It is eQual to:

2 -max (mb,+ 0, i-I,2,··· NVMEl,

where mb; is the difference between the largest and smallest nodal point numbers for

element i.

NB.4.SE Number of nodal points at the base of the dam (Card Set B). It is set to zero if

tRIG-I.

NBC Number of disphlcement constraints on the nodal points that arise from the boundary

condilion codes in Card Set E:.

NCOMP

NDATA

Number of ground motion components (one or two) ilKluded in the response Il\lIIlysil.

It is determined from IHV, Card Set K.

Number of excitation frequelKies and time intervals. It is equal to 2NEXP , where NEX'

is defined in Card Sel K.

NEV Number of generalized coordinates included in the analysis (Card Set B)

NrP Number of nodal points at the. upstream fac::e of the dam that are aWeeteei by the

impounded water (Card Sets B and G).

NTERM

NUMEl

Number of natural vibration modes of the impounded water ilKluded in the computa·

tion or the hydrodynamic pressure. It is equal to:

H + r

C eDT oJ

where H is the depth, in feet, of the impounded water, C-4720 ft/IA.:C, and DT is the

time interval (Card Set K).

Number of elements (Card Set B).

NUMMAT Number of dill'erent materials in the dam (Card Set B).

32

NUMNP Number of nodal points (Card Set B).

NXUGH Number of horizontallround acceleration ordinates (Card Setl).

NXUGV Number of vertical ground acceleration ordinates (Card S~t U.

If only the static response and vibration properties of the dam are computed (tRES-I, Card Set B), it

suffices to check only criteria (I) to (4) above. If the dynamic stiffness matrix is read from lAPE90

(IGEN -0, Card Set B), criterion () need not be satisfied.

33

9. EXAMPLE EARTHQUAKE RESPONSE ANALYSIS OF PINF ....LAT DAM

To demonstrate the use of the computer program [AGO-84, this section presents an earthquake

response analysis of Pine Flat Dam due to the Taft ground motion. The selection of the response

parameters is described, the input data card deck is listed, and selected response results are plotted.

9,1 Pine Flat Dam and Ground Motion

Pine Flat concrete gravity dam is constructed of thirty-six monoliths and has a total crest lenath of

1840 ft (9] The tallest, non-overflow monolith is 400 ft high, and is selected for analysis. The two­

dimensional finite element idealization for thIS monolith, shown in Figure 6, consists of 136 quadrila­

teral elements with 162 nodal points. With foundation-rock flexibility considered, the finite element

idealization has 324 degrees of freedom. The mass concrete in the dam is assumed to be a homogene­

ous, isotropic, linear elastic solid with the following properties based, in part, on forced vibration tests

of the dam (9): Young's modulus of elasticity E.- 3.25 million psi, unit weight -ISS Ibln), and

Poisson's ratio -0.2. Energy dissipation in the dam is represented by a constant hysteretic dampina

factor of .",-0.10. This value corresponds to a viscous damping ratio of S'lb in all natural vibration

modes of the dam (without impounded water> on rigid foundation rock, which is higher than the 2 to

3.5% determined from forced vibration tests because of the much larger motions and stress levels

expected during strong earthquake ground shaking.

The foundation-rock region supporting the dam monolith is idealized as a homogeneous, isotro­

pic, viscoelastic half-plane. Th(~ assumed material properties of the foundation rock are: Young's

modulus of elasticity E,- 3.25 million psi, a value which may be reasonable for the fissured aranites

and basalts at the site; unit weight - 165 Ib/n), Poisson's ratio - 1/3, which gives Cf - 5852 ftl~c; and

a tConstant hysteretic damping factor of." ,- 0.10.

The water in the re~rvoir impounded by the dam is idealized by a fluid domain that extends to

inftnity in the upstream direction and ttas a constant depth of 381 ft, with the water level at El. 951

(Fiaure 6). This water level is considered a full reservoir condition. The water is assumed to be

compressible and have the following properties: velocity of pressure waves C-4720 ftlICC, and unit

34

~FL. 970' I I· -I

EL.951' ~

EL905'

EL 570' 154...-.....&.--...._-"'-~ ....---l'--._....._.....:--~162

FIGURE 6 Finite element idealization of tallest. non-overflow monolith of Pine Rat Dam.

35

weight - 62.4 Ib/n 3.

The bottom of a reservoir upstream of a dam nJlI)' consist of highly variable layers of exposed

bedrock. alluvium. silt and other sedimentary material. The value of the wave reflection coefficient a

that characterizes the resl!rvoir bollom materials should be sekded based on their actual properties. not

on properties of the foundation rock. Because there are no available datll on the properties 01 the reser­

voir bottom materials upstream of Pine Flat Dam. a wave reflection coefficient a -0.5 is arbitrarily

selected for this example .tmtlysis,

The dam and found.ltion r<x''{ arc assumed to be in II state of generJlized plane stress. T"'is

assumption. though not strictly apllropriate for the foundation rock. is diuated by the expected

behavior of the nOll-keyed joints between tlte dam monolitlts 121.

The ground motion recorded at Taft Lincoln School Tunnel during tlte Kern County, California.

earthquake of 21 July 1952 is selected as the free-field ground acceleration for analysis of Pine Flat

Dam. The ground motion acting in the horizontal direction. transverse to the axis of the dam. and in

the vertical direction is defined as the S69E and vertic",1 components of the recorded ground motion.

respectively. These two components and their muimum values of acceleration are sltown in Figure 7.

9,2 Response Parameters

The response parameters that govern the computation of the dynamic response must be selected

carefully. The dynamic response of Pine Flat Dam is computed for the excitation frequency range 0 to

25 Hertz. i.e. F- 25 Hz. which is adequate for the recorded Taft ground motion records. To represent

accurately the response of the dam in this frequency range. the first ten gen~ralized coordinlltes are

included in the analysis. i.e, NEV - 10. The vibration frequency of the tenth vibration mode of the asso­

ciated dam-foundation rock system is 110- 23.4 Hz. so the criteria stated in Sections S.I and S.2 are

SlItisfied. The fundamental vibration frequency of the associated dam-foundation rock system is

fl- 2.4 Hz. so according to the criteria in Sections 5.3 and 5.4:

36

S69

EC

OM

PO

NE

NT

-0.2

0.11~

0.18

0

VE

RT

ICA

LC

OM

PO

NE

NT

0.2

II

II

Io

510

152

0T

IME

-S

EC

ON

DS

oo...

......

...M

fW-II~

o I Z o t-0

.2ct a: w ...J

-0.2

w o o ~

\01 ....

FIG

UR

E7

Gro

und

mot

ion

reco

rded

atra

ftli

ncol

nSc

hool

Tun

nel,

Ker

nC

ount

y,C

alif

orni

a,E

arth

­qu

ake

21Ju

ly19

52.

lJT ~ (2) ~25) - 0.02 sec

DT ·2NEXP '> _1_ . {25 --!l-_} _104 .". (2.4) max '(0.10) . sec

5 5852f ~ ] 17' 09.29)' - 118.S Hz

The selection of DT-0.02 seconds and NExP-1O (hence 111 -1024 and In ·2 NEXP-20.48 seconds),

satisfies all the aforementioned criteria for the response parameters. With these parameters the

response is computed for 20.48 seconds, which is nearly twice the required 10.4 seconds according to

the criteria above. These parameters were selected because the number of excitation frequenl'ies (and

time intervals) can not be reduced by selling NEXP to 9 without violating the second equation above;

and there is no value of setting DT less than 0.02 seconds because the Taft ground motion records are

band-limited to 2S Hz. A "Quiet zone" of 20.48 seconds is appended to the ground motion records in

the computer program to reduce further the aliasing error.

The input data card deck for this example analysis is shown in Listing I.

9.J Response Results

A complete analysis of Pine Flat Dam was performed using EAGD·84. The horizontal and vertical

displacements, relative to the free-field ground motion, at three levels on the upstream face of the dam

(nodal points I, 73 and 118) and three locations on the base (nodal points 154, ISS and 162) due to

the S69E and vertical components, simultaneously, of Taft ground motion are shown in Figure 8. It

can be seen that the horizontal and vertical motion of the dam base permilled by foundation-rock nexi-

bility may not be inconsequential compared to the motion in the upper parts of the dam although it is

much smaller. Figure 9 shows the distribution of envelope values of maximum principal stresses.

Stress results such as these, that include the stresses due to the static loads. make it possible to identify

the portions of the dam monolith that may crack during an earthquake. A more complete set of results

and their interpretation is presented in the companion report 16J.

38

u.t... I: ...... Card Derk for Example Analysis

ElAMPLE llESPCNSE INltvS IS OF Pl ..e FLAT DAM DUE Ta un GROll...., NOTION162 136 I 9 I.. Hl.i) 11 1 \oI.U 0 "1~o.~~.o .OQ512~ ~.10 39.l~

1 "6'~I)Q. .2 .1i0.8141 16.750 40u.O~Q

2 2Q. 15' 4'C .0"0J 24.750 4CC.O~~

.. 28.75~ 4Q~.~~u

5 32.7:)' 4C';; .O~O6 36.75" 4'-;.0"(11 +D.7SU 4C'.OOl)• 44.75' 4C~.GvJ

9 4I.1S0 itO" .OIJO10 16.15~ 3e3.~~o

11 20.15' !e3.0'~12 24.J5CJ 383.0aiu13 Z8.15' 383.000lit 32.7S' 383.00015 36.150 383.0\iO16 40.7'0 3a3.~~~

17 44.15" !8!.O"018 48. 7SG !83.0~O

19 16.15" 3U.lh102" 20.750 H1.o.)OZ1 24.1:», 361.CQOZZ 28.750 !tl.OCOZ] 12.15~ !tl.Gw~

2. J'.75C 367.0-:.025 ~.75' !tl.OOO26 44.750 3f7.00a27 .... no 367.0"~

21 16.750 !!l.OwO29 21.156 ]!1.00030 25.~62 ]51.00031 29.~~~ !!I.C'O32 J4.375 !!1.000J] 31.181 3'1.~~~

34 4l.187 !51.C~0

35 47.591t J51.GOO36 52.QuQ !51.0~

37 .6.15G B5.Cvll38 22.156 335.'0039 l7.!62 !35.0~O

40 32. c;n HS .0';'041 J'.315 335.01)042 ..].711 315.J~~

d on. un !!5.0"Q44 54.594 335.00045 60.0~O 33S.0~~

46 15.900 311.0i)O41 22.tb2 3111.0\)0It' 29.425 !Ie.og~49 J6.1d7 !ll.Qvo'0 42. Ci50 311.~"O51 ".llc lle.Quo52 '6.475 !18.~OO5S 63.237 118.~O

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FIGURE 9 Envelope values of maximum principal stresses (in psi) in Pine Flat Dam on flexible foun­dation rock with full reservoir and absorptive reservoir bottom (with a-o.S) due to S69E and verticalcomponents, simultaneously, of Taft around motion. Initial static stresses are included.

49

The computation time required to obtain the complete history of displacements and stresses in the

dam tincluding formation of the dynamic stiffness matrix for the foundation-rock region lrom the com·

plian~'e data) is shown in Table I for Case 6. Table I also includes the computation lim~s required for

response analyses of the dam under the otner assumptions for the impounded water. the foundation

ro.:k and the reservoir bottom materials. Although each of these effects signifkantly complicate the

analysis, the additional cO."llputation time required to include them is small. In particular, thc cxtra \:Ost

of inclUding reservoir bottom absorption is modest. The eftlciency of the analytical procedure. as

demonstrated by Table I, lies in the use of the substructure method along with the transformation of

displacements to generalized coordinates.

Table I •• Computation Times for Complete Analysis

of Pine Flat Dam to S69E and Vertical Components.

Simultaneously, of Taft Ground Motion

Foundation Reservoir No. of Generalized Central Processor.(sedCase Rock Water Bottom Coordinates Time

I rigid none - 5 9.2

2 rigid full rigid 5 10.0

3 rigid full absorptive 5 10.2

4 flexible none . 10 13.0

5 flexible full rigid 10 14.5

6 flexible full absorptive lO 14.8

• CDC 7600 Computer

50

REFERENCES

1. Chopra, A.K., "Earthquake Behavior of Reservoir-Dam Systems." Journal 0/ the Engineering

Mechanics Dillision, ASCE, Vol. 94, No. EM6, Dec., 1968, pp. 1475-1500.

2. Chopra, A.K., and Chakrabarti, "The Koyna Earthquake and the Damage to Koyna Dam." Bulletin

o/the Seismologi('Q1 Society 0/Af1I('rica, Vol. 63. No.2. Apr. 1973, pp. 381-397.

J. Chopra, A.K., Chakrabarti, P., and Gupta. S., "Earthquake Response of Concrete Gravity Dams

Including Hydrodynamic and Foundation Interaction Elfects: Report No. UCBIEERC-801OI,

Earthquake Engineering Research ~enter, University of California, Berkeley, California, Jan.,

1980.

4. Dasgupla, G., and Chopra, A.K. "Dynamic Stilfness Matrices for Viscoelastic Half Planes," Jour­

nal o/the Engin<>ering Mechanics Division, ASCE, Vol. 105. No. EMS. Oct.• 1979. pp. 729-745.

5. Fenves, G., and Chopra, A.K,. "Earthquake Analysis of Concrete Gravity Dam:> Including Reser­

voir Bottom Absorption and Dam-Water-Foundation Rock Interaction," accepted for publication,

Earthquake Engirwring and Structural Dynamics.

6. Fenves. G. and Chopra, A.K, "Earthquake Analysis and Response of Concrete Gravity Dams,"

Report No. UCBlEERC-84110, Earthquake Engineering Research Center. University of C..alifornia,

Berkeley, California. Aug., 1984.

7. Hall, J.F.• "An FFT Algorithm for Structural Dynamics," Earthquake Engi,,"ring and Structural

Dynamh, Vol. 10, No.6.• 1Il0v.-Dec., 1982. pp. 797-811.

8. Pal, N., "Seismic Cracking of Concrete Gravity Dams," Journal 0/ t~ Structural DiI'ision, ASCE.

Vol. 102, No. ST9. Sept., 1976. pp. 1127-1844.

9. Rea, D., Liaw. c.Y., and Chopra, A.K, "Mathematical Models for the Dynamic Analysis of Con­

crete Gravity Dams," Earthquake Eng,,,",i,,, and Str&I(lU,al Dynam~s. Vol. 3, No.3. Jan.-Mar.,

1975, pp. 249-258.

51

10. Taylor, R.L., Beresford. PJ., and Wilson. E.L.• "'" Non-Conforming Element for Stress

Analysis," Inferno/ioMI Journal/or Numerical Methods in Engineering, Vol. 10. No.6, 1976, pp.

1211-1219.

II. Zienkiewicz. a.c., Paul. O.K., and Hinton, E.• ·Cavitation in Fluid-Structure Response {with Par·

ticular Reference to Dams Under EarthQlIake Loading''" Earthquake Engine,'ring and Structu",1

Dynamics, Vol. 11. No.4. July-Aug., 1983. pp. 463·481.

52

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~ 1.0000000 .lll3J)) ~ .~ " .OI~~ .1~~~ .Z'~O .,~~o OAfA 1.'»Z5U ,~5CO .U75C .1000 .ll50 .1500 .1750 .200e; .2250 .2S00 DATA 2.275<1 .JOCO .325'- .35CO .31501 .4000 .itZ5\) .4500 .41150 .50(10 OUA 3.52'0 .55C0 .5750 .'''"0 .U5" .'5~ .61W .1000 .7251> .lSO\) DAU 4•77~O .80CO .825e .1500 • U50 .9000 .9250 .9500 .97511 1.0000 DATA 5

1.0500 1.10'0 1.1500 1.~OQO I.Z50i) 1.3000 1.3500 1.4000 1.tt500 1.5000 OAU 61.5500 1.6000 1.65~O l.l00~ 1.15~1> 1.'~~ 1.'5~ 1.9000 1.~5QQ 2.~000 CAra 72.1000 2.20CO 2.3CQO 2.40'0 2.5UOO 2.6000 2.1000 2.8000 Z.~OOO ).0000 DATA 8).1000 3.20Q' ).)'v~ 3.4000 3.500~ 3.'000 3.10~ 3.'000 l.~OO~ 4.0400 DATA 94.1000 4.2001) 4.3000 4.4QOO 4.500~ 4.6000 4.70~ 4.8000 4.9~O 5.0000 CAT4 10

1.G5391693525712 -.28418141491583 1.02698894723741 -.35J422~177565006TA 11.1)6]2122418819 -.32147564)3)698 ."774153812156 -.320280080734140ATA 12• 739740111U8928 - .3UoeU5G3861l7 .1125H82408208 - .321171123720561'6" 1).6lJ48116930836 -.33&9&613322707 .6S~3QQ50T5Z0Z9 -.1~3170l511946006TA 14• b26573Z3U8M3 -.338015"1521226 .59633025<1101932 -.3lJT35191155390ATA 15.571002~34~6291 -.J3eJe07~73'80' .55806515171747 -.3395473445801306TA 16.5~50.01'~5Z01 -.]))616160.1732 .52136.505991.7 -.333814~2~lb4000ATA i1.5075142.760403U -.33~~659013.119 .49511515080557 -.333739~18Z49050ArA 18.41OO96~0189.15 -.33.5230643".7 ••61111'4Sul~13 -.333551d07519490ATA 19.45656391338172 -.3321E092281490 .44464S17223115 -.3~IZ55360984500A'A 20.433164)2e43710 -.~311~63633)282 .42341210842182 -.)309365758~3650'TA 21.41151289Ci79104 -.::!2~12n98h3(j6 .4035"122.70~1 -.32~1l5J7""6·n40ATA Z2.39452559381464 -.~2c18385)a7915 .385898'2190"2 -.3218iS~87132900ArA 23.317151~31e1278 -.3210'352418211 .3688394UU8829Q -.326499293172520AT4 241.3el0071QI~8851 -.32~13t8Z14~175 .35323210394512 -.12484419083223DATA 25• 34'6'3339C05,1 -.32411010152133 .l3'~394621S616 -.]23347788226140A1' 26.33138153'30507 -.32Z.'8111810559 .324~'OO~472Z -.3216093358958404" 27.31771~W7~08'51 -.32'7eJ026U13~ .31129Q73769461 -.319879260w71160ATA 28.304920d8228416 -.31E95811405511 .29172221566350 -.1180561094933QOATA 29.29Z100~7~e6537 -.~1111~01~62v87 .2'68~136201518 -.]16149~q3824830AT. 30

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-.ODJ5715J'''~'55-.00IZ09105J64'1-.00052183••9736·.00056601~15"9

-.OC037463597113.OOI0.aU215'1l9.00320Z996Z.0.0• \)0214321451751.O'~5Hn~,"6

-.~010~9921Z6lZ0

-.0010••36262090-.00055256'60717-.0000"10410062• ~OOZ636 12DI~1

.0006'.»399'2)59.oOOUeiJ.671IZ1•"~J105tau26.61001)'.6,.2671 1J

-.000055)4C61051-.000095.. 1360.3

.00 ..,n9nnuo.00310325120196•002611)7602679.GG 2252125126.5.OOZ51J1564~9Z1

.0029.15011333 r

.001276~O"IU-.OOl5!UZUU75-.~2.e40)31.950

-.OOI40Z5ZI'331~

-.0001.474613211.OGCJlt04~O'''2.OOO.6""U5~"J.O.J036U1U''''.'.COO 10U4UZ12J

-.COC2ZZIo7'Z070-.G~C4390U71~"14

-.000..6937Z514Z.-.'OC31433597695-.000ZI7••30Z5,1

-.00ZI6.6.01.7'7-.OOO11~Jl~'9~1'

-.OGO'Z'71S14.'•-.~S3'6e777~OZ

-.O~~.17'8'3517.00Z31ctJ72198d7.oon'ZZ31167..'•00164109961430

-.0004.66194.55Z-.00IZ01..321491Z-.000133. 799639Z-.0D030Cf~)411l3.

.OH099t1l2J239

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78

.0044"~JZO'3640A'A4151

.00113'16Z179490A'.4.52

.002321954131370"A4.53.00Z3fJ4dZI7.9000"&4I'4.O~Z816.S60Z3010&'&.855

.CH124793 nUCi6SD&l &4856-.OOOZJZ19.9S103CAJA4IS7-.D02]3,d514531Z0AT&4.5•-.OOZOtt8iOZZ1477C.'A48,9-.OGC113~23951720ATA.'60

.~~0191Z5~"094DA'&4"1

.O~a.S"Z76'JI99DATA.'62

.OOO~J25Z115Z060AT••163

.000250)1~9Z~ID.,&.a6'

-.~OCQ6Z~7004I)ZOATA4'65

-.0~d3S3SZ17'6340A'A4'66

-.OO~15)9"lZ600ATA.'"-.DOa.J4Q9...Z0890ATA••••-.0~dJJZ~.70)Z)lDA'A4••9-.OOGZS3~910505.0A'A.lro

1IO'lE. _n ift~. u-. Ac.,..•• ton _n •••i9Md by the ..tional Techni"l Info_tl_ servi.ce. U...... ar.foU....... W a price CO<Ie. Cclpi•• of the &'&POrt. -v be ordered frcJII til. NadONl Tadul1cal IntoraadOll S.rvice. 5285POrt MY.l -.s. Spri...,t1.1d. Vi~i..ia. 22161. Ac,,,•• iOll N_r••l\OlI1d be quota4 on order. for r"f'Orts ('11--- ---IaIId n&litUllCa _toa~ Ncb order. Japort.s without this infonlaCion wer. not .availabl. at tt.e of printinq ..UPOn raq...t. I!SIlC will _U inquirer. this info_tion _n it be_s av.Uabl••

EERe 61-1 ·F•••ibility Study Larq.-Scal. [arthquak~ S~lator F.cility.· by J. Penzien. J.~. 8Ouwk..-p. R.W. ClOUGhand D. Rea - 1967 (.11 181 9051A01

NA EEIlC 68-2 ·Inel.stic IIeh.vior oC lIe_tO-<:Ol_ Suba......laqe. Under ll.epaat.d Loadinq.· by V.V ....rt.ro -196.(.11 184 8881 A05

E£RC 68-) ·A ~raptllc&l ...tbod tor SolvilllJ ~.h. Wave Ilefl.ction-ll.etraction .robl••• • by H.O. _l_n and Y. Manq;' - 1%8(ra 187 9431A03

IUC 611-4 ·Dynaaic hoPft"U.. of Mclt1nlay Sdlool Bu11d1n'1•• • by D. Ile•• J.G. lIouwk.... and R.W. ClollQh -1968(PI 187 9OZIA07

NA EERC 68-5 ·o..ra"t..ri.tic. of IloCk Motions DurinCJ Eartilq........ • by H.II. S..d. I.M. Idri.. and F.W. IUef.r-1968I'll 188 H81 AOJ

~tA EERC 69-1

NA EERC 69-Z

l~ UIC 69-J

UJIC 69-4

EEIlC 69-5

I!RC 69-6

NA ttllC 69-7

ttIlC 69-8

tlA !!IlC 69-9

·Euthq....k. £...,i....rlnq .....rdl .t larkeley.· - 1969 (PII 187 9061All

·Nonlinear S.i.-ic Ile-e><m" of Earth !:truct.ur••• • by 1'1. Oibaj and J. '.nzia.. -196'1 1.1 187 904lA08

·Probabili.tic Study ot the lIeIIav10r of Struct.ure. :Jurit\lll Earthq...k••• • by R. Ruiz and J. '.n..ian - 1969(.11 187 8861A06

·H_rlc.l Solution of Boundary v.l.. Pr~l_ in Structur.l "ebenk. by _""tiOR to an Initi.l Val..Foralll.Uon.· by N. Distefano .nd J. Schllj...n - 1969 (PB 187 9421A02

":>ynaaic 'rDCJr_in9 and t:ha Solution of t.he lIiharwmic Equat:iOOl.· by H. Dist.f.no -1969 (PS 187 941)"03

"Stocha.tic Analyai. ofOfflhore Tower Strllctlll'•••·by A.II. ICIlhotra .nd J. 'a..d.n -1969 (PB 187 9031A(lC'

·!lock ....~ion 7occel.~r_ for lIiCJh Ma9ni~ude Ul'thqIIak•••• by 11.11. Se.d end I.M. l4I:i.. - 1969 (P1I187 940' ADZ

"Strue~Ul'.l Dynaaic. T••tinq Facilit~•••~ the Univer.ity of' California. IIerk&ley.· by ~.I'I. Staphen.J.G. 80.........,. Il.II. Clo"9h .nd J. P.nd.n -1969 (PII 189 llllA04

·Sei";'" ..apor.... of Soil De_ita Underlain by Slapinq Ilock _dari... • by H. Deztul1an and H.B. S..d1969 (.11 189 lL41AOJ

NA I:IIlC 69-10 .or-1c: Sth.. _lyaU of Aaiev-~ric Struct.ur•• Under Ad>ltrary I.oadinq.· by S. GhoIII. and £.1.. WUaon1969 (n 189 0261UO

NA DE 69-11 ·Sei.-ic IIeha"iol' of Multi.tory 'r_. Desi_d by Diff.rant .hUoaophi...... by J .c. Andertlon andV. V. lartal'D - 1969 (.B 190 66~IA11.I

NA I:IIlC 69-12 -Stiffne•• Deqr.detion of Raifttoreill4 Concrata ......n Sub:leet.e4 to Cyclic Fl••ural _nta." byV.V. IIen.ro. B. Bnllar &lid H. Min9 Ltao -1969 (n 202 94ZI1I07

~A DRC 6",13 ....pons. of NOn-unHora SOU Depoa1t1 to Tr._11ift9 Sei.-ie " ...... by H. Deztulian .nd H.II. Saed -1969('11 191 02JlAOJ

NA EERC 69-14 ·Dulpin9 Capacity of. Model StHl St.l'Uctlll'•• • by D..... II.W. ClolMJ".1l4 J.G.IIo........ -196' (PII190663, ...06

~JA EEE 69-15 ·lnf1\1&nCl1 of Local Soil COnditione on .IIUdinq Daaa.,. Potential durinq E.rthquak.s.· by II ••• Saad andt.M. I4I:i•• - 1969 (•• 191 ~3611101

riA DIIC 61-16 ·ftIe ......n.ol' o! S...... Under Sei_i" Loadinq COIld1Uo....• by M.L. Sl1_r U\<! H.B. SH4 -1969 IAI) 710l 98ZIA07

iV> DIIC 70-1 ·EutNruab ..8PDftM ot Gr.rity 0-•• by A.It. Chopra - 1970 (AD 709 64OIAOJ

NA EI:IIC 70-2 •..l.ti-'olpe be_ SOU ~it.i.... and auUdit\lll ~'Je in the Caracu EartbqIIak. of July 29. 1967.· by•••. SaacI. I.M. lUi•• and H. De.fllli.. - 1970 (.a 195 7621A05

NA IZIIC 1O-J ·Cyclic LOadiftt of ,.,,11 liu Steal Connac:t.iona.· by E.P. I'Dpov ..... R.M. It..,e- -1970 I.a 213 5451"04

NA u.:: 70-4 ·lail&l1C ......1181& or the a.ua. all1ldlnq, Car1lba11a<la. V._...l •• • by S"*-ittae of the SDOIIC Ile.auet.e-i~_. V.V. lal'tal'D. '.F. Pr'~.'" I.A. llahin. J.N. se-. A.C. ScorcSeli., £.1.. wilaon, I..A. Wyllte ••••• had and J ...ut.... o\.inlllft -1970 en 201 45511\06

~~ports marker:: :-YA arc no lonc;er available from EERC.

79

NA EEIC 70-S

NA ElIIC 70-6

NA !PC 70-7

NA EEIC 70-8

NA EEIlC 70-9

·A CoIIputer Proqr_ for Ear~ Analveie of 0-•• by A.K. o.opra .nd P. o..krabarti - L970 (AD 72] 1J')41A05

.'ftle Pnlpaqation of Lo.. _WI. Acro•• IIon-Horizantally Lav-red Structure•• • by :1. Ly.... r ancl L.A. Drake1970 fP. 197 e96IAQ]

·Influence of .... Roek O>aract.ri.tice on cnolMd ".1'0-.. by :1. Lv-r. H.B. Se.d ""eS P.B. SeIl....l1970 (P. 197 897IAQ3

·Applicability of Laboratory T••t Procedure. for Mea.urlnq SOli Liquef.ctian Char.ctorlstlcS uncle. CyclicLaaciinq.- by H••• s..eS and W.II. Peacock - 1970 IP. I~e nl6IAQ3

·A Si8plified Procedure for Eva1uetinq Soil Liquefaction Potenti.1.· by H.B. Se.d and I.K. leSri•• - 1910(PI 198 009lAO]

NA EEIC 70-10 ·Soil Kodul1 and Ddlpinq ".ctora for Dynuic ".pen•• Ana1y.... - by M.e. S..d .nd I.M. IdrU. -1910CPI 197 8MIAO 1

NA EEIlC: 71-1 ·lCayna Eanhquak. of DeC'll_r 11. 1961 .nd the f.rfo..-nc:e of ICayna DaIo.· by A.!C. ClIopra .nd P. ctl.krabarti1971 (An 731 49~IAO~

EEJC 11-2 ·Preli_inary In-Situ Mea.~nt. of Anal.etic AbIorptlon in Soil. U.inq a Prototype Earthqu". SI.ulator."by a.D. IorchereSt .neS P.W. Radq.r. - 1971 (PI 201 454'AQ]

NA EI:IC 71-) -Static .nc1 n-,na",ic An.. lv.. l!'1 ",t Inelastlc f'r.r:te Stl"ur:t.ur..... by f. L. Portel" .nd (.;. i~. Fowe!! - 19'1(P. 210 1]5IA06

NA EEIC 71-4 • .....rch Need. 1n Li.it De.iqn of R.inforc.d Concr.t. Structure•• • by V.V. Bertera - 1971 (PI 202 '>'3IA04

Rae 71-S ·llY1\Uic "haYior of a HilJh-Ri.. Oia_.lly Iraced St..l .ulldin'l.· by D. Ilea. l\..A. Shah .nd V.G. 1o..,,:~","P1971 (p. 203 ~"IAQ6

NA EEIIC 71-6 ·Dynaaic Stre•• Analy.i. of Poroue Elaatic Solid. Satur.tad with eo.pr•••ibla Pluide.· by :1. Ghaboueei .ndE. L. Wit-on - 1')~1 CPI 211 ]96111')6

NA EEIC 71-7 ·t".l••tic Behayior of 5tHl ....-to-<:Ol..n 5....._1.qe.,· by II. Kr.winltler. V.V. "rt.ro and E.P. Popov1971 fP. 211 3351A14

~ IZIIC 71-. ·Mod1fication of Sei.-ogr8Ph lecor41 for Eff.eta of Local Ioil COndition.,· by P. Schnabel. M••• Seed a~~

J. Ly_r-l971 (P. 214 450IAQ]

HI. DE 72-1 ·Static and Eantlq_ Anl1Y1OiI of 'nI.... Dt.ena1ollal Fr_ and .....r Wall 8uildlnq•• • by E.L. HU.on .ndH.II. Dowy -1972 ('" 212 9041A05

NA EEIIC 72-2 ·Acceleration. in Roek f_ Earthquak.e in the ....tam united State•• • by •••• Schnabell .nd H••• seed - 1912(PI 213 looIA01

RA IZIIC 72-3 ·n••tic-.l..Uc EarthquUe "8pOft_ of 5011-.uU41119 Iy._," by". JU_ -1972 (Jo. 214 868IAQ8

IZIIC 72-4 ·.tacha.tic lnela.tic ""aron." of Offl!l<'ra 'l'Dware to Stronq Jlk,Uan Eart.l\lt........ • by ".K. lIaul -1972(PI 215 7UIAQS

lIE 72-.5 ·Cycl1c ..ha"ior of 'nIr.. "inforeed Concr.ta Fl8wral ........ witlt lIilJh Shaar.· by E.P. 'op:>V. V.V. Bertaroand H. ltI'_inkler - 1972 ('. 214 555IMS

NA lIE 72-6 ·EAnhquake ".poII" of Gr."iey IlIa. Inelu411lCJ "_noi.. Intaraction Eff.ct.,· by •• O\akrabartl andA.K. Chopra - 1172 lAD 761 UOIADe

I:DC 72-7 ·or-te I'roperU•• of Pine rlet IlIa.· by D..... C. T. Lt. uwII A.It. ::IlopI'. - 1972 CAD 763 U8IA')S

UA I7.IIC 72-8 .'I'hr_ D~lional AnIlyeil of luild1llq sye_.· by E.L, H11_ and H.II. Davey - 1972 (PI 222 UIIAQ6

IZIIC 72-' • ta of LoacI1nq Effec:U Oft Uner.ck.d .nd Ilepaired "inforced eonente .....ra.· by S. Mahin, V.V. Bertero.D ". Atal., - 1911 .... 224 5201_

NA a-= 71-10 ·CIIIoputar PnlqI'. for Static and ovr-tc _lya1l of Linear It.I'Ilctur.l Sya_.· by E.L. Wll-.. It •.."...the.J.E, '.tu_ ancS H.H.Dl>Yey-l.72 CPa 220 4]7IA04

NA IZIIC 72-U ·Litarature S..-y - "iaalc Efteeta 0 .. Hi9\Way ar1_•• • by T. l_i, J. 'en.l.n .... It••• Clota9h -1972('. 215 6UIAl'

NA IZIIC 72-12 ·.--A COIIPUter ......... f. Earthquak....__lyl1. of IIorizantally Layered Sltee.· by P••• Schnabelan4 J. ~r - 1172 cn 220 207IA06

IDe ':1-1

NA IDe 7:1-2

lInaaliqned

"aulysb of tile 111_ 111 tile IaJI r.1'MIICID II-. Dva. tile Ian:bquaIra of hbruuy 9. 1971.· by •••• Baed.I.L. LH. 1.11. I_i•• and r. 1IaIuU.1-1973 cn 22:1 4(\21U4

80

UJlC 1]-) ·~~.r Aided U1t1aau Loe4 De"t"" of UnIlr.ee4 ....ltl.tory S~..l Fr_•• • by M.•. £l-Haf•• and C.H. _11197] IPI 248 ]151&09

UJlC 1]-4 ·E....rt-antAl In....UqaUOII Into til. Sei_tc ......,101' of Critic..l lIw!ion. of "inforc.~ Concrete~...n~•... Inn..ncad by -..t and Shear.· by N. Cal.bi ..nd J .....&1.n - n1) IP. 215 88411109

UJlC 1]-!o ·ay.tar.Uc .......101' of Epoay-ltapalr.d ...infor.,.d Concnu "_•• by M. Celebl and J. 'end.n - 191]

IPI 2]9 5681110)

NA £ERC 7]-6 ·caneral P...,..... COIIPUur proqr... tor lnel..atlc Dyn...ic Ile.pon•• ot Pl..ne Strllc~\Ire•• • by"'. It..na..n andG.H. POOMll- 1973 (P. 221 2601110.

£ERC 7]-7 ·11 ~.r 'I'O'Ir_ for Bartllq....k. _ly.ts of Gravl~y Daaa Inc111CUnq Re••nro.. Interaction.· by

P. Chakrabartl and II.It. C'hopra - 197] lAD 766 21111104

EEJlC 11-8 -"Mvior of Reinforced Concrete Deep .....-Col...., Sube.....l.q•• Under Cyclic t.o.ds." by O. J[u.t.u and

J.C. 80.-...,-1973 IP. 241& 11111112

NA £E1lC 7]-9 ·Ear~uak. _ly.i. of S~r",,~.....-Folllldat1on Sy.U••• • by 10.1(. Va..h .>nd I..It. Cho~·ra .. 1973 lAD 7&1& 272IAO'

EEIlC 7]-10 ·DeconWlIIIUon of Sd.alc ".pon•• tor Un••r Syat_.· by II.....i_r - 1973 {PI 227 179111011

NA £EItC 73-11 ·SAP IY: II Structllra1 Ana1y.b 'roqr_ for S~at1c alld Dyneatc ".pon.. of L1ne..r Sy.t_•• " by I<.-J. "th••E.L. lIil.on ..nd r.E. Petenon -1973 IPI 221 967)J\l)9

EEIlC 73-12 ·Ar.A1y~ic.. l In....tiq..~lon. ot ~e Se1••ic ".pon.. of Lollq. Mliitiple Sp..n Hiqhvay .ridqe•• " by 11.5. T.enqand J. Pen&i.n-1973 (PI 227 81611\10

EEIlC 7]-1] ·Earthquake _ly.i. of Mlilti-Story Bllildtnq. Includinq FolllldaU..., 1~.~~a('"t101l.· by II.K. Olop.. andJ .A. G\lt1~rr~. - 1973 (•• 222 910)1103

NA EEIlC 73-14 "ADioP' II cc.put.r Pl'OC!r_ tor Static 0111<1 lIy,_1C ""..ly.1. of Ardl oaa•• " by 11.11. Clouqh. J.Il. "pha.l andS .....,tahedt - 197) IPI 223 16311109

EERe 13-15

NA UJlC 7)-16

EERC 7]-17

·Cyclic Plaatic Analy.t. of Structural Steel Joint•• • by II.B. '1nkn.y and R.II. Clouqh - 1.1] (PB 226 84'IAO~

·OI'AD-4, II CooIpIlt.r Proqr_ for £va1uaU"" the SPi_tc lIe.pon•• of So11 Str\l("turea by Var1ab1e Daap1nqFinit. El_lIt ....cad....... • by J.M. ldrt.•• J. Ly._r. II. _n" 0111<1 H••• s.ttd -197) (•• 229 424)1\05

·Oynaaic Benavior of a Multi-Story pyraald Shape<l .uildinq.· by R.M. Steph.n, J.P. Hollinq. andJ.G. BolIVkaap - 1973 IPB 240 7181"'06 .

EEIlC 73-18 Una.aiqned

~ EERe 73-1' ·Olive Yiew Medical C.nter Material. Studi••• Pha•• 1.· by B.....l.r and V.Y. "r~tiro - 1913 IPB 235 98611106

£ERe 73-20 Una••iqned

IZIIC 73-Zl ·ConaUtuUve MocIel. tor Cyc:lic Pl..Uc DefonlBtton of Enq1_r11\C1 IIIlteri..l •• • by J.Il. lte11y And '.'.·.LllIU197] (,. 226 0241103

NA DIIC 7]-22 .1lL\III - 2D \/a..... Culde.· by C.H .......11 - 1973 (.1 227 01111105

DIIC 73-23 ·Earthqllake t:n9tneerill4J at "rkeley - 191]." (I'B 226 O])lA11

DIIC 7]-24 Una••iqned

~IZIIC 7]-25 ·Earthq.......spon•• of biaV-trlc: ~r IItrllC~lIftI. Surrounded by lIaUr." by C.Y. Li_ .lId A.It. Cbopra197) (AD 77] 0521&09

NA IEIlC 7]-26 ·InftatilJAUon of the 'aUure. of t'" OU... Vi_ IItdrtown Durll14J the 8an '.rnando Earthq.......nd 'l'belrIIIpl1cationa on Set_tc Dad,n.· by Y.Y. "rt.... and II.G. Colline -1973 (PI 235 10folll13

NIl IZIlC 7]-27 ·'lIrthar It...u•• on Beteatc: .......101' of S_l ..""'COl_ ......-.laqa•• • by V. Y. "rta.... H. KrawinUerADd E.P. 'opoy -1913 (.1 234 11211\06

NAIZRC 74-1

NAIZIIC 74-2

NAIZIIC .... )

IZIIC 74-5

•..t ....c: RUI< _lyaia." by C.S. 011veira -1974 (•• 2]5 92011\06

• ..ttl_~ .... LJq>.f.ction at sanda Under MulU-l>irectional lI1IaIltlMJ," by II. Pyke. C.It. OlUl and H.I. Seed1974

.OpU- Deat"" of .....t/lqOMIre "ai.~t Shaa&" lIuUdi.nt•• • by D, Ray, 1t.1. PUter .nd 11.1:. a.opr-a - 1974lP. 231 112)1\06

"LllSlI -" eo.patar hoeJr- for CooIpl•• IIetIpon.. lInaly.b of IoU-ltrIIc:1:un lya~," by J. Ly_l'. T. UaaIla•.•. I'" an4 •• -.., - 1974 (n 2. 796IAOS •

•...iUrity Analyaia for "'tenUc~c 11,.-.. .....Uc.U-. w Eartl'oquak. En91Merln,.· by D. Ray1974 (PII 2)) 21311\06

81

NA D:IC 74-6 ·So11 S~tlll'. Intene:tio. """ly.... for E"Uuatinll hilll1e: ....pon.... by H.•. Seed. J. Ly....r .nd II. -q1974 (P. lJ6 5191A04

EEIlC 74-7 una..i9M4

EEIlC 74-8 ·ShAkill9 'I'abl. r.au of a Iiteel rr_ - A 'ro<:"~"'. lIaport.· by II.W. CloUfJh and C. Ta"q -1974 (P. 2~0 1'(·91110)

NA EEIlC 74-9 ·Hy.unUc _a"ior ;of Reinforced Concre~e Flexural _r. "itll Sp.,aU web lteinforcenent.· byV.V. Bert.ro. E.'. 'opo" .nd 'I'.Y. Wa"" - 1974 (,. 236 797)1.07

EE.c 74-10 ·Applic.tion. of ...liabili ..y-....d. C10bal CO.~ Opti..iutian to Deaiqn of Earthquake R.si.atant Structur••• "by E. Vlti"Uo u4 It.S. Plaur -1914 (,a 237 231)"'"

NA EEIlC 74-11 ·Liquef.etion of Cr....Uy SoU. Under Cyclie Loadinq ('endi.tion•• • by It.T. We"". tl.B. S.ad and C.I'. Clan1974 (pa 242 042'1.03

NA EEJIC 74-12 ·Sita-Dependent Spee:tr. for E.rthquake-....lat.nt De.iCJn." by H.B. S_d. C. Uqa••nd J. Lys_r - 1974CPa l40 95311.03

NA ~ 74-ll ·Eartt\q1laka SiJN1.tor Study of a "'infOl'e.d Cone:ret. rr_.· by ,. Hida1qo and II .... Clough - 1914ep. 241 91411,.3

EEIlC ;'-14 ·Nonli""u Earthquake "'spclft" of Concnte Cr."ity 0..••• by N. Pal - 1974 (Io1)/A 006 5811A06

EEIlC 74-15 ·Moclalinq .nd ldantifie.uon in Nonlinear Structural O" ....ie. - l. One Delln. of Fr..doe Modele.· byN. Distefano .nd A. Ilath - 1974 (PD 241 5481A06

EEIlC 75-1 ·Dat.rUMtiCCl of sei_ie DesiCJn Crit.ri. fOr the D.-barton Iridqe pl• .,....nt StruC'ture. Vol. I: De~·ril··lOr,Th_ry.nd Analytical MocIoolinq of Bri4<ye and Par_tar•• " by r n and S.-H. Panq - l'nS I'D 25~4071A1S

NA EEIlC 75-2 ·o.terUnadon of sei.-J.e: o..i"" criteria fOr the Ouaobarton aridq. Ilapl.e:_nt Structur•. Vol. U: "_riC'.lStudi•• and E.tablil'-ant of S.iam1e Deai9n Criteria." by P. "ron and S.-H. Pan9 - 1975 IPI 259 40BIAll(For .at of EElIC 75-1 .nd 75-2 IP8 l59 4061 A251NA

EEIlC 75-3 "sei.aie Iti.k Analy.is tor a Site and a ,..tropoUtan Area.· by C.S. Oli...i.ra· 1975 (•• 24B 1341A09

EEIlC 75-4 ",,"alytical In....ti9ation. of Sai..le: ""pon•• of Short. Si"91e Or Multiple-Span H19h"ay Bridge.," byM.-C. Ch.n and J. Panalen - 1975 (pa 241 45411.09

NA EE.c 75-5 ·An E"alunion of S- Mathoda for 'reclieti.... SaiaJl1e Behavior of ..ir forced ('"onerete BuilcUnq•• • by S .A.Ilahin and '1.'1. Ben.ro -197~ (P. 246 306lA16

NA UIlC 75-6 "EarU!quaka S,-"l.tor Study of a S~eel Pr_ Structure. Vol. I. Exper1Nnt.l ....ult•• • by II.W. Clouqh andD.T. T""" - 1975 c.a 243 9811AU

UIlC 75-7 "nyn.1c Properti•• of Ian Bernardino Intake _r." by D..... C.-Y. Lia" and A.Ie. Chopr.-1975 CAC/AOO840611.05

NA UIlC 75-. ·Sal_e: Itudi•• of the Artie:ul.tion fOr tIIa Dwlbertoll ar1..,. "p~t Itruc:tva. Vol. I. o.aedption.'I'haory and Analytical ModeUng of Iri. CDaII'Onanu." by r. Iaron and II.E. HaMti - 1975 (PI 251 53911107

UIlC 75-9 "..1-'<: Studl•• of the Art1C\ll.U.on for the o.....rtoII kidlJa llaplac_nt Structure. Vol. 2, lI...rle:alStudie. of Staal and Concnte Cirder Alternate•• • by F. IUon and II.E. HaMt~ - 1975 (P8 251 54011.10

NA rz-= 75-10 ·Statie: and ~e: Analyei. of IIOnU,.ar Struetl&l'••• • by D.P. ~ar and C.H. '-11 - 1975 (PI 242 4141A08

IZJlC 15-11 "Nyltentie ......Ylor of Staal Col_I.· by E.P. Pope'" V.V. lert.ro ...d S. Chandr_lIl1 -1915 (P.252 X-';IAll

UIlC 75-U "Three O;""_i_l """ly.ie of luilding Sy.t_ (Extenda4 Venianl.· by £.L. Wilean. J.P. HoIUnq. a'"II.H. llo1oay - 1915 (PI 243 9"'A07

NA UIlC 75-14 ·Detenination of SOU Liquafac:tiOft OI.rae:teriltic:a by La....-Sc:.l. LaIlOr.tory 'I'e.U." by P. De Alba.C.It. Cllan and II ••• lead - 1975 (IlUIU!:C 00271A08

a:-= 15-15 .1. Literature l-tr - ee-pra••1v•• Tan.Ue. IOnd and &Mar Itrenqtll of IIuonry,· by R.1.. May•• And II.".C10Ulfh - 1915 en 246 19"AI0

NA a:.::: 75-11 ·Hy.tentie: ....."ior of Duc:dle _nt ..d.ti"" ..infor..... Concnte Fr_ C...-.ent•• • by '1.'1. "rtaro VIeSE.P. Popo¥ -1975 ePl 246 388IAOS

til a:-= 75-17 • ..1at1....ipa Ie_n Maa1__ ler.Uon. 1IaJl'- Velocity. 01.tanca fro- lIource. lQc:al Site COncU.t1on.for IIoderately SuOll9 Eart/lq1IakaI.· by H.I. Seed ••• Jlurarka. J. Ioy_r and 1.11. leSri•• -l91S (n 248 172)1.03

til a:.::: 75-1' .!be Effects of IIaUlDd of IMpla 'npar.tion on til. Cye:Uc Itn..-Iua1ft ..ha"lor of Sanda.· by J. Itu1U1a.C.It. a-a _4 •••• Seed - Ins el~lud 1ft !DC 15-21)

a:.::: 75-1' -"" lei.-1o .....Ior of Critical ...,1_ of "inl~c.d Coftc:nte CoeIp>Mtlta .. Infl__4 by _nt. "'U.... AIl1a1 r_.- by M.'. At.t.y and J. Penaie -l17S ePl 258 142)"11

82

tzIlC 75-l0 ·Dyn.-1c ProperU.. of an £l....n Story .......ry IllildinlJ.· by R.II. Stephen. J.P. lIo11inlJ•• J .C. 110............"dD. JlIrlIIloftd - 1975 lPa l46 94S1A04

NA !E1lC 75-U ·St.te-of-the-Art in Sei_ic IU.1I91:11 of MallO,,", - Aft Ev.ll111Uon aDd Revi.... • by R.L.....y•••1Id R.II. Clouqh1975 (P. l49 04011107

!E1lC 75-ll ·Frequency Dependent Stlffn••• Matric•• for vi.coel••,ic H.1f-Plane Foundation•• • by A.~. Chopr••P. C!lAkrabarti .nd C. DalClupta - 1975 IP. 248 Ul1AD7

EEIIC 75-l) ·Ily.ter.tic llellavlor of Rei.llforced Concnte Fr-.l 1Ia11•• • by T.Y. wlnq. V.V. Bert.ro Ind E.P. Popov -1975('8 267 2981"17

E&1IC 75-l4 Un....qned

r~ EEIIC 75-25 ·Influence of Sei.mic Hi.tory on the Liquef.ction C!lAract.ri.tic. of S.nd•• • by H••• S••d. X. Mori andC.". Cban -1975 (S.-rlzed in C:IIC 75-181

!EIIC ~5-26 ·The CeneraUOIl Ind Dl.lipatiOft of Pon IIat.r Pre........ d ....inlJ SOU LiquefACtion.· by H.'. Seed. P.P. Martinand J. Ly_r - 1975 IPi 252 6481AOJ

NA

NA

W\

NA

!EIIC 75-27

!ERe 75-21

EE1tC 75-29

allC 75-30

·Identific.tion of Ra"lreh _. for I""rovinlJ bei_1c Deli"" of 'uUd1n9 Str....tllr••• • by V.V. Bertero1975 (PI 241 lJ6IA05

·Ev.1uation of SOl1 LiquefacUon PotenU.1 durllICl E.rthq...ke.... by H.'. Seed. I. Ar.nllO Ind C,X. Ch.n - 1975lllUltEG 00261AlJ

·Rapr nt.tion of lcreqular Stn•• T~ Hi.tori•• by Equiv.l.nt Unifol'l Itr••• Seri•• in Liquef.ctionMaly • by H••• Seed. I.M. Idris•• r. Maltdili .nd N. Banerj.. -1975 ,PI l5l 6351A03

·FWlIIl - A e-tlr PCOCJC- for llpproJlt.atl J-D Analy... of SOl1-Stnactun Intaraction Prob1_.· byJ. Ly_r. T. lldaka. C.-... Teai .nd H. I. Seed - 1975 (PI 259 )]21A07

EERC 75-]) ·Predlctinq the PerforaulCl of Structure. in lleCJion. of Hi9h Sli..teity.· by J. "nai.n - 1975(PI 248 1301 ADJ

EEIlC 75-J4 ·Effici.nt Finite ElI.nt Aft.ly.i. of S.i8a1c Suuctun - So11 - Direction.· by J. Ly_r. H••• Seed. T. 1Jdek••l.N. IhMn9 end C.-F. TI.i -1975 (P. 25J 570lAOJ

EEIlC 75-35 "The o,-ic ......vior of • Flr.t ltory Girder of • 'l'tIn.-ltory It••l '1'_ Subjlcted to Ear1:llqukl Loadln".·by ••11. C10'" and L.-Y. L1 - 1975 IPI 248 ... lIAD5

aile 75-36 "Eerthq1Mke 5t.ul.cor Itudy of a SCH1 "1'_ 5Ul1C1:... vo1_ II -1lftI1yUca1 Ralu1U," by II." "1119 -1975c.l 252 9Z6IAlO

.'I,~, aile ?S-n ·AMIR-I _rei Purpoa ~te~ Progr_ for _lyall of IIon-Li...ar 5tnactun1 ".ponee.• by D.' ..........rt and G.H. "-11- 1975 (PI 252 3861A08

EIJIC 7:;-J8 ·lIonli....r Raeponee specu. for Prallabil1.t1c 5ei8a1c Da.19n and o-te b ..._t: of Rainforced ConcreteItl'UCt:IIft•• " by II. ItUrakea1 and J. '-lien - 1975 (n 259 5 JOI AD5

EIJIC 75-J9 ·Study of a Mat:hod of P•••ibl. ~ir..,tion. for Optt.a1 El.lde Deli"" of "r_ Itruet...... Subjlcted to Earth­quaka t.>adinq•• by ••D. IIIUor and ~.S. Piatlr - 1975 In 257 7.lIAM

EEJlC 75-40 ·An Altenati". RepreHntat:ion of the E1••Uc-ViICG81••tic Afta109Y." by C. DaIClUPU .nd J .L. S.e....n -19751.1 252 17JIAOJ

EEIlC 75-41 ·Effact: of 1III1ti-Direct1ona1 1hAk1n9 on Liquef.ction of S.ndI.· by 11.1. Seed. S. Pyk. and G••• Martin -1975IPI 258 781lAO]

EIJIC 76-1 ·5tftftOJtl\ and DuctiUty Ev.luation 0" bi.ttner ~RiH "infol'ced COftcnte lu11dill91 - Scruninq llettlod.· byT. 0Ilade aDd •• 11'..1_ -1976 (•• 251 9061A11

EEIlC 76-2 ·Ellper~U1 ..... ~y1:icel &t:\Id1.. on the Hyatantic "lIeviOl' of Reinfol'ced concrete Rectangular andr-_•. by 5.-Y.M. Ill. E.P ........ and ...V. lertlro -1976 In Z60 .431All

EEIlC 76-] ·Dr-ic "ior of • Mla1ti.~ Tri..ftCJUlar-Shaped ...Udincr,· by J ••"tl'vYlki••••• ltephen. E. cec__...., J.e -1976 (.. 27) 279IAD7

all: 76-4 ·Ea~thquak. Iftduced lle'o~tiOft. of Earth Daaa.· by N. 5..rff. H......... r.I. IIIkdili " C.-Y. ChAn9 - 1976(PI 292 06511108

83

NA !DC 76-5 ·_ly.h -...I Ileai"n of TIDe-'l'ype T.U luildinll Structun•• • by H. a Clercq .nd G.H. Powell - 1976 1'12522201AI0

NA EEIlC 7'-6 ·TiM and rnquancy ee-in Ana:yai. of 'ftl....-Ot-enaional Ground ....tion•• San ' ...lIando Euthquak•• • by T. lIubo.lId J. Penden IPI 260 5561A11

NA EEIlC 76-7 ·tx~ted P...fo....lIC. ot UII1fo... Build1..., Code De.19ft 1Ia.000ry Structur••• • by II.L. PIIlye•• Y. c.ote. 5.11. Chelland 11.11. Clouqll - 1976 (PB 270 098''''05

r~ EERe 76-8 ·Cyclic SheAr te.t. of Keaonry Ple ..s. volume 1 - Test Pesult•• • by Il.L. Koyea, i. CWOt., Il.~.

Clo""" - 1976 IPI 2'4 4241M6

EEIlC 76-9 .r. Sub.uuctur. lie_ for E.rthq_ An.lyd. of St..ucture - SoU 1I1t....ction,· by J .". Gun....... IIIcIA.II. Chop... - 197" IPI 257 78]1 ...08

NA EEIlC 76-10 ·StabUiutt... of Potellti.lly Liquefiabl. Salld oepo.1U ...ill'l C...yel Dub Sy.t._,· by M.B. Seed IlldJ.II. 1IDoke.. - 1976 (PI 258 8201AD4

NA EEIlC 76-11 ·ll1fl..._ of De.1qn .1IcI "".ly.i. A••.-tiOll. 011 CClllPuted IlIIlut.ic 1Ie._.. of Moder.tely Tall ' .._ ••• byG.H. Powell and D.C. aow - 1976 CPI 271 409' A06

IEIlC 76-12 ·SellBitiYtty Analyat. fo.. My.te...tic Dyn_1C Sy.te.., 'MIlo.,. and Applicatiolls." by D. RAy. K.S. Pin... IlldE. Polak - 1976 IPI 262 8591"04

NA EEIlC 76-U

EEIlC 76-14

RIlC 76-15

Rile 76·16

·Coupl.d Later.l Tor.i....l Ileapon.. of Buildt...,. to GtOUlld SlIaItt...,.· by C.L. Kan Illd A.K. Chop", ­1976 CPI 257 907'''09

Un... iqnecl

·Iletnforoed COIIC...te r .._ 2: S.1....c T••tir. and Analytical CO..... l.UOll.· by 1t.1I. ClOUqh andJ. G1Ow~i - 1976 (PB 261 323)1<08

·Cyclic Shea.. te.t. of ........., .i..... Vol ..... ~ - "naly.ia of T'!lt Re."lU,· by R.L. May••• Y. OloOteand 11.11. C~ - 1976 (.B 297 158)"05

IEIlC 76-17 ·Structural St••l Iraei1\9 Sy.t._, "beyio.. una.. cvcHc Load11\9 •• by E.'. Popov. !C. Tilt......", andC.II. Roea.. - 1976 IPI 260 715'''05

!DC 76·18 "hpert-tal MocIBl Uudi.. 011 liIiaa1c IletIpona. of H1911 CUZ'ftd rJ''trczo••inq•• " by D. 111111_ ...dII.G. Goddell - 1976 (PI 269 541lADe

NA IEIIC 7<5-19 ·I:ff.cte of llOft-Clnifoaa S.ilatc DiBturbance. em the ou.barton 11'1. Ilepla_nt Structure.· byr. IuaI aDd a.E. H_U - 1976 1.1 2£>2 9811A16

allC 76-20 "In_U,aU.. of th. Ine1ut1c OIuacter1.tiC8 of • lill91. Story Ste.l Struct.. '1.1"9 syet.1detiftcaUon and SIIak1JI9 Tabla lJIp8..iMnu.· by V.C. Mat_ aM H.D. _ivan - 1976 (pa 258 453lAD7

DIIC 76-21 "C&pac1ty of COl_••1Ul IpUClB 1I1p8rt~_." by E.P.~•••11. 1t8PMa aDd •• P1111b..lc:k - 1976(n 2iG 371lA04

allC 76-22 "_..... of the 011_ Yl_ Hoapttal IIatII auil41", .sud..., UI. San r.OWIIICIo £arthq..u••• by S ..... """ill.V.V. Bert.ro. A.!C. chop....nd R. ooll1n. - 1976 IPB 271 425''''14

allC 76-23 "J. Ibidi' .. the IIajor r.etz>n I"n_i..., t.h.. Str~ of _ry ...1_.· by N.II. Mo.t.....l.a.L• ...,.•••••• Clo..... and 5 ••• 01_ - 1976 (Not pubU.hedl

allC 76-24 -aIlIlI'I.&A - A ClIIIputer 'n19r_ for til. AIlalye1a of P.... P.....ure -...Uo" and Dialip.tion durl1\9cYclic orI~. Loa11D9 •• by J.a. Iook.r. 11.5. aahaan aDd H.I. Seed • 1976 IPI 263 9471A04

aIIC 76-26 ·CO.....lati.. Ia_t1CJati_ .. ftMIontical aM Ellp8rtMatal Dyuaic ""'l"r of • Model aridil.Structure,· by K. ~Ib'" and J i.n - 1976 IPI 263 311'''11

aIIC 76-27 "hrthq__..... of COUPled SlI II.U 1W.1d1ft9•• • by T. 5r1~t.....iaalt - 1976 (PI 265 1571AD7

DIIC 76-za ",...U. c:.p.eity of Parti.l ....tr.t~ 11.1011." by E.P. Papcw and 1l.1I. IUI'I- - 1976 IPI 262 899)1<03

NA aIIC 76-21 ·_lyeia IlIOd _t... of .-ncal IIIU<Jr.ti_ MeCllodB 1a IStnctural ~ca,· by H.Il. H1UM1r - 1176(PI H4 410' A06

84

:I,". UCB/EEIlC-77/l8

UCB/tERC-77/01 'PLUSH - A COMpUt.r Praar.. for ProbaD11~st~c Fln~te EI...nt An&lyslS of Salam.c So11-Str~et~r. lnter­&et10n," by ~.P. ADmo oraanlsta. J. Ly...r and H.I. Seed - 1977 lrlQ1 177 651lA05

NA UCB/EERC-77/02 'Soll-Structure Intaractlon Eff.ct. at the "~ldt Bay Power Plant ." tha r.rn4ale EArthqueA. of June7. 1975." by J.E. Valera. H••• Seed. C.F. T.a1 and ~. Ly...r - 1977 (PI 265 7951A04

NA \.'CIl/EEIlC-77/03 ·Influenc. of S~le D1.t~rb&ne. on Sand Re.pon.e to Cyellc Loadlnq.· bv K. ~Jl. H.B. Seed And C.I:.ChAn - 1977 (pa 267 l521A04

OClIEERC·77/05 Una•• l"ned

NA UCII/EERC-77/06 'Developlno ~tllodo1001e. for Evah...tlnq tha Earthq....... SAfety of txu..nq BIIUdan"•• • by Mo. I -II. Bra.ler, No. 2 - II. Br.sler. T. Okeda end D. za~lln~, No. ) - T. u.Ada end I. ~r•• ler; No. 4 - V.V,Bertera And I. lre.1er - 19'7 (PI 267 1541AOQ

NA uca/E£Ac-77/07 'A L.lteU,atur. Survey - Tren.ver.e Strenqtn ot ......nry "a)15.· by Y. Qoota. R.I.. ","yes. S._. "ne" ..ndR.W. Clounh - 1977 IPI 277 933lA07

OCB/EERC-77/0S 'DRAIN-TAlIS, A COlIlpUter Procare. for Inala.uc EArthquak. lIe.pon•• of Thre. D~...n..onal Bulldlnqs.· b';R. Gu.ndel~ln-lsree1 and C.H. ~owell - 1977 (PS 270 693lA07

~ ~:B/E£RC-77/09 "SU8WALL: A Spec~~l purpose finltc Ele..nt computer Proqr.. for pr.c~lc~l £l••t~c Analya15 and DwSlqnof StructuJ&1 Walls ""t" Sub.tructure Optlon." by D.~. I.e. H. P"terson and E.'" Popov - 1977CPS 270 S671A05

~ t~S/EEIlC-77/l0 -Exp..rl~ntel Evaluat10n of S.1.ft1e De.,qn Methods for Broad C~ ',ndr,ca1 TAnkS.' by D.F. CIOU"hIPII 272 2801r.l3

t~I/E£RC-77/1l ·EArthqUAk. £nCJ~ne.rlnq Re.e.reh At lerk.ley - 1976." - 1977 (PII 273 5071A09

UCB/EERC-77/12 ·AutOBAc.d De.lqn of EarthqUAk. Re.,.tent Multl.tory St••1 BUlldlnq Fr..... • by N.D. Walk.r. Jr. - 1977IPS 276 5261A09

~ UCB/EEIlC-77/13 ·Concrete Confined bY Reetanaular Hoops Sub;ected to Axlal LoAd•• " bY J. vallene•• V.V. 8ertera endE.P. Popov - 1977 IPI 275 1651A06

UCl/EERC-77/14 ·Sel..,c Strain Induced in the Ground Durlng &arthquak••• • by Y. SU91aura - 1977 IPI 284 2011A04

UCB/EERC-77/15 Vn•••i~ned

UCB/EERC-77/16 ·computer ".d.d O~tlmum oe.,gn ~f DuCtll~ kelnrorced Concrete ~nt ~.'st,n.. FraMe•. • by S....ZaqaJeS~l And V.V. 8erterO - 1977 IPS 280 137lA07

CCS/EERC-77/l7 ·EArt~U&k. Sl.u1atlon T••tlnq of a St.PPlnq rr... vith Enerqy-Absorblnq DevlC••• • by J.N. Kelly andD.r. T.ston - 1977 IPI 273 50610\04

·In.la.tlc Benavl0r of Ecc.ntrlcal1y Breced Steel Fr.... unaer Cyclic Loadl~S.- by C.W. RDeOer andE.r. Popov - 197~ (PI 275 5261Al~

NA CCB/EEIIC-77/19 ·A 51..plifll!~ Procedure for Estl_unq EArthquak.-Induced Defo.... t1on. 1n ~••nd __~nts.· ty 1'.1.HakdlS. and H.B. seed - 1'77 (PI 276 8201A04

NA lY.:I/EEIIC-77120 ·The Perfo......c. of Urth Ilea. d~rLnq tarthquak.s.· by H.B. ~. F.l. MekdUl and P. d. Alb.. - 1977IPS 276 821lA04

UC9/EEIlC-77/21 ·Dyne.,C PlestlC Anelysl. U.lng Str••s Resultant Flnlt. E1...nt Fo~atlan.· by P. Lukkunapve.lt andJ.N. Kelly - L'77 IPI 27S 4S1lA04

UCIl/EERC-77/22 ·Preli...nary Eapel'l_ntal St~dy of S.l_l':: Uplift of a 5t••l Fr_.· by II.W. CloUCJh and A.A. Huc:kelbndqe1977 (P. 27. 7691A08

UCB/EERC-77/2J ·tarthquake 51.ulstar T.sts of a Nlne-Story 5t••l Fre.. vlth Coluan. Allowed to Uplift.· by A.A.H~ckelbrldqe - 1977 (PS 277 9441A09

UCl/EERC-77/24 ·Monl,n.ar Soil-Strueture Interact10n of Skew HiOhWay IIrldo••• • by M.-C. Chen and ~. Pens_.n - 1977In 276 1761A07

·S.'a81e AnalY.l. af an Off.hore Structure Supported on Pile Foundations.' by D.D.-N. LlaU end ~. penSl.n1977 (PI 213 l801A06

UCB/EERC-77/26 'Dyn&alc Stiffne•• Matrlee. far HoaoCJ.neo~. Vlscoelastl; Helf·Plane•• • by G. oa.qupta end A.K. Chopra ­1977 (PI 279 6541A06

UCB/EEIIC-77/27 'A Praetlcel SOft Story EArthqUAk. l_1atlOn Syst... • by J.: kelly. J.tl. Eidl~er and C.J. Derne. ­197~ (PB 276 1141A07

UCB/EEJIC-77/21 ·Sel....c Safe~y of Eal.hng lulldin,. and Incentlve. for MaDrd fUtiqatlon ln &en Francuco. AnExploretory StUdy.· by A.oJ. Me1t_r - 197"7 CpI 211 970IAOS

UCB/EERC-77/29 'DynaaIC Aa&ly.~. of ~l.~~hydr.ulle 5h&k~ftq ~ab1••• • by O. -... $. Abedl-Kayatl and Y. T&k&n&ahl1977 IPI 212 5691A04

1JCI/EEIIC-77/30 .~ Appr_en for l~roYln" 5alSlUC • "sutent ..naYlor of lIe~ntore.d COncr.toe Int.rlnr JOlnt•• • bya. Ga1unlC. V.V. "rtero end E.P. Popov - 1977 (PI 290 8701AQ6

85

NA 1JClI/£EIlC-78/01

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NA UC8/U:IlC-18/0S

tJC1l/EF:IlC-78/06

lJC8/£EIIC-7R/07

UCB/EERC-11l/08

UCB/££RC-11l/09

UCBfE£RC - 7ill 10

UC~/r.£PC-78f11

lJC8/E£RC-78/12

UCB/££RC-78/13

11/\UCBf££RC-78/14

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UCI/nRC-78/20

UCB/E!IlC- 7"/21

UCB/£!1IC-78122

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-Th. DeY.lo~nt of EneCQy-AbSOrblftq DeVICes toc Asel~C •••• laol.tlun J¥5trma." ~y J.M. K.IJy .ndD.F. Toatao - 1978 IP!l 284 "7111/104

·Eftect of TeftSll. Pre_crain Oft th. ~ycl1C Respons. of Structural St••l Connections. by J.G. 8ouwte8P~d A. ~hDpad~yay - 1978

-Experi..ntal ~.ult. of an EarthquAke Isolatlon Sylte. uSlnq Natural Rubber Bearlnqs.N by J.M.Eldinqer and J.". Kelly - 1~71l (~8 l81 686lA04

"SelQllC 8ehlivlor of ,..11 llqULd Stora.qt! T..nk.... by A.. Nlw.. - 1978 (rB ,,84 ('17JA14

-HysteretIc Beh"VIQC of ~elnfQrced Conc~ete Colu.nl SubleCted to Hiqh A.'.l and Cycltc Sne.r rorce•. "by S.w. Za~Jraki. V.V. 8ertero and J.~. BoUWkaMp - 1978 IPB 2Y) 8S8lh13

-Three Dl~n.lon.l Ine!astlc Frame El~~nt. for the AMSR-l PrOQr••• " by A. ~lahl. D.G. ~~V and';.H. r~ll - 1978 (P8 295 755)1104

·Stuehe. of Structur.J Response to E~l'thqu.aJce t~l'ound notion," by I).A. Lopez. dnd A.K. rhof'ra - .l97bIP8 282 790IA05

"A LAbor.tory Study of tnc FLUid-Structure rnte~.ctlon of Sy~rq~ Tanka And C.1 ••ons In £4rthq~kes.·

by R.C. 8yrd - 1918 IPS 28~ 9S71~08

"SelS.lC Perforaance of Nanstructural and Secondary Structural Elements." by 1. Sakamoto - lq78(P8Bl 154 S931AOS

"Mat.hetU.tlcal nodellinQ of HystereSll Loops tor Reinforced Con~rete Colwnns." by S. Nakat.A, T. SiJfouland J. penllen - 19111 (PB 298 27411105

·Daaaqeablllty ln £Xl'tine Bu,ld,nqs," by T. B1e,waa and 8. Bre,.ar - 1978 IP8 80 166 ~781A05

·OVnaalc lehovlor of • Pedestll Base Multl.torv BUlldlng,- by R.M. Stephen, E.L. W.laan, J.G. 8ouwk.-pand ~. 8utton - 1978 IPS 286 650)"08

MSei~lC Response of Brldq~s - Case Studiea." by R.A. J~sen, V. Mutt and J. PenZlen - 1378IPS 286 503'''10

"A S~ltrueture Technique for Nonl1near St.tl~ and Oyn..ic An.1YS1S,· by D.G. Row and G.H. Powell ­1978 IPB 288 077l/l10

·Sel••ic Risk Studi•• for S.n Francisco &ftd for the Gr.at.r San Francl&Co Bay Area." by C.S. Ollv@lra ­1978 IP8 81 120 US) A07

·Strenqt~ of rl~r Roof Connect'ons Subject.d to Cyclic Loads," by P. Gul~an, R.L. Mayes and R.W.C1oug~ - 1978 IHl~OOO 1491lA07

"leapon•• of K-Braced Stevl Fra~ Nodel. ~o LA~.ral Load~.~ by J.~. Buuwk-.p. k.M. Stepnen _ndE.P. Popo~ - 197'

·Rationa1 ce.lqn ~thod. for Liqht Equl~nt Jft Structure. Subjeceed to Ground ~tlon.· byJ.L. Sack..n and J.M. Kelly - 1978 (PI 292 3S71A04

·Testinq of a Wind Re.eralnt for Asel.-uc 8a•• Isolation,· by J.M. ~elly And D.E. Cnltty - 1978IPII 292 81)/lOJ

-APOLLO - • Oomputer Proqr.. for the An.lval. of Pore Pr•••ure Gen.ratlon and DiSSipation In Hor&zontAlSand Layers Durinq Cyclic or £arthq~ke Loedlnq,· by P.P. Martln and H.B. Seed - 1978 (PB ~92 'J5IA~'

·Opti..l Desiqn of an Earthquake Isolation Sy.t... • by "./1. B~ttl, k.S. Plster and £. Polak - 197~

IPB 294 HSIA06

·MASH - A r~ter Proqr.. for the Non-Llneac Analy.i. of VerticallY Prop'qatlnq Shlar ~ave. lnHorlzonta11y Layered Depo.it.,- by P.P. Martin and H.8. Seed - 1978 (PI 293 101)/105

·lnve.Uqation of tM Elaatic CharacterhUc8 of a Thre. Story Steel Fr_ Usinq System ldenufl"~l1.,,,,"

by I. Kaye and H.D. McNiven - 1978 (PI 296 22SIA06

·Studies of Stronq Cround Motion In Ta1wan." by Y.M. Hsiung, 8.A. Bolt and J. Penrien - 1978(PI 2M 4l6111.06

·Cycll.c Loadinq Te." of Masonry liin'lle Pi.era: Vol... 1 - lteight to Width Ratio of 2." by P.l'. ~"bl".,.

R.L. lIaye., H.D. ltcllivan and R,W. C1Quqh - 1911 IPB 296 111lA01

·Cyclic Loadi.", res.. of Masonry Sinq1e Piers: 1101 2 - lleig~t to Width Ratio of 1,· by S.-W.J. "h~n.

P.II.. Ni.U190. R.L. May... R.W. Clouqh _ H.D. 1'lCII1 n - 11178 IPI 296 :1211\09

86

uca/UIIC-19/01 "Hy.ter.tic "'av10r of L1'!htwf'lqht .unforced Concr.t. a._col.- S.eass_l.qes." by •• Por&an"E.P. POpooI aneS II.V. "rUE<> - !\prH 1919lft 298 267\11,06 .

NA ta/EEIIC-19/02 .",. "_lo~t of • llath_tical ItOdel to PrecS1ct the Fl.""ral AI.poI\8. of ..lnlorcacS Concr.t•••_to cyc11c Lo~. ua1nq Sy.t.. Identlfication.· by J. Stanton. H. MoMiven - Jan. 19'9(PI 295 8751~10

uea/EEIIC-19/01 ·Linear and _linear Earthquake "spons. of 51..,le Tor..onally Coupl.d Sy.te_.- by C.L. IIan andA.It. "'"'Pia· r .... 19191 PII 298 262) AD6

0CIl/l:EIIC·19/04

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-II ...th_U"al ItOdel of MAsonry for PrecUchnq 1ta Unear Sei."" Respon.e O\aracuri.t1c•• • byY. llan91 .,eS H.D. MoM.""n - r .... 19791,. 29. 266IAOb

·lIadl ical Y1or of Ughcw.ight CGnCntU Confined by DUfennt '!YPH of Lat.ral Ralnforceaent."by M.A r.q V.V. a...tero and E.P. Popov - May 19191P11 lOl U41AD6

-Static Tilt Tnta of a Tall Cy'lndrical Uqllld Stor"9. T&Ilk.· by ~.W. C10uqh ...d A. Niwa - Peb. 1919C1'8 lOl 1671 AD6

·"'a ....9ft of St..l Ener9Y IIbllOrDlnq ".t.ra1111l1"S &ncS ",.ir IncorpoT..uon into Nucl••r _ar Plantsfor EnIl_cad Saf.ty: "">1..- 1 - S_ry Report.· by P.N. Spenc.r. V.f. ZAcllay. and E.R. Parker·r .... 1919IUC1/EEIIC-19/07)~

·"'a "al"" of St..l Ener9Y ""'80dllnq ".trainen &ncS ",.ir In<corpotation lnto NllCl.ar -'1' PlanUfor _anced S.f.ty: VOl..- 2 - 'lhe ....lo~nt of AnalV••• for " ..ClDr Sy••.•• 'lpinq, "51..,1. sy.t__by ".C. LI•• J. "n&ien. ~.K. Chopra and K. SIl&Ilk1 ·9D!pl.x Sy..ee.s· by G.H. ~ll. E.L. W11eon.R.W. Cio..... and C.G. _ - Feb. 1919111CB/EEIIC-"n108IAIO

.",. oe.19ft of StIlIll Enerqy lIb.odlinq AI.tra.ners and '!h.ir Incorpor.tion into Nucl... r _ar Plantsfor Enhanc.d S.f.ty. "">1.... 1- EvaluaUon of C.-rn.l Ste.ls,· by W.S. Olten. R.M.N. PeUoux.11.0. Il1tChi•• ft. F.ral. T. Ohh••hi, J. Top10.ky, S .... Har_. v.F. ZAek.y and E.R. P.rker -Fet. 1919IUCI/EERC-79/09IAD4

-Th....191\ of StIlIll En.rqy Absorbin9 ....trainers ...4 '!hell" In...rpor.Uon inc<> NlJCl.ar Power Plantsfor Enhanc.d S.f.ty: VOl .... 4 - A "vi.. of Enerqy-Ab.Orbil,q ..vice•• " by J.N. ~lly and".5. Sll1llftU - reb. 1919(0CI/EEIIC-79/10IA04

"Clon••rvaU•• In S_tlon Rul•• fo .. Cl_ly Spece<l Mode•• " by J.N. ~lly and J.Io. Sac:kaIln - May19791P1 lOl n8)AD]

"Cyclie X-cUnq Te.ta of " snnry Sl1\91. Pi.n, V01_ 3 - HeiCJht to Width Ilatio of 0.5.· byP.A. HlcS&l90, II.L. NaV•• , H.D. MelIl.." Md R.lf. Clo\l9h - Mey 191911'8 301 12UAD8

·Cyclic _."ior of oena. oollr...-Gr.ined "'t...ial. in 1III1aUon to th. S.l.atc Stability of oa-." bVN.G. Baner)... H.8. Seed and C.I(. O\an - June 1979(" lOl ]7]IM3

·Sebatc _.vior Df 'lIIlnforced oonc...t. Inte..ior ae--Co1-. 1.-.......1• .,.•• • by S. ViMathan.tap...E.P. Popov MeS V.'. ButaM - J ..... 1'il19(ft lOl 126IMO

·Optiaal Deel9ft of LoCAI1&.eS Nonlinear Syee- wlth llllal 1'erforaanc. Criteri. ~der Earthq.....Excit.tion•• • by II.A. Bh.tti - July 1919C,. 10 167 1091A06

"OPTDnI - ~ General Plarpo•• Opti.lI:.Uon Pl'04lr_ for Prob1_ ..1t1l or without DynMU: ConatrainU.·by ".1.. Bh.tti. E. Polu and It.S. Pbur - July 19791,. ~ 167 09111.D5

.~__JI. Analy.b of 1Ion11naar Structural ...po.... Uhn _ual.· by D.P. _"Ill" Md G.B. -.11Jll1y 1979(" 10 1U 3OUAD5

·SOH StructllN IlItaraetiOft in Diff......t S.isatc lnY1ro_nta.· A. ~.-_.o. J. lJf_r, J.-C. OI.n&ncS H.I. Seed - August 1919IPB 80 101 52011104

"AIIII\ ~dels for Eatthq_ Gl'Ound Motion.,· by M.It. 0Ian9. J.lf....iatllllVaki. B.r. Hall. Iloll. O1i....rud It.S. Pieter - July 1979 I,. JOI 166) 1105

"HyecaNtie lehavtor of "inforced CDnCNca Stl'lICturlll II.U•• • by J.N. Vall...... V.V. 8Ill"tero andE. P. Ili:Ipo" - Auq..t 1919(" 80 165 90S11U~

·Studi.. on Hl9h-rnquency Vtb...ti..... of lui1di_ - 1: ",. 001_ Effect,· by J. LuIl1l"',r - o\...,..t 19191ft 10 15. 5S11AD3

·Eff.cu or GIlIlerl1ia.eS LoacS1nqa on IIoIId "infoI'C1n" hn ~dded ill CDntl....s Concnta Block.,· bVI. Vi••than.cepa. E.P. POfD" and V.V. "rte~ - A\IIJII8t 1919(PB 81 124 OlllA14

"Sbak1Jo~ -r-b1. 5t~ of Sin91.-Story _ry Ho_, "">1_ 1: Teat Stnactuna 1 and 2,- by P. GW.ltan.II.L. _ .. ud II••• Cloll'lh - Sept. 1919 (HllD-OOO 11631A12

"lIhakl,.. '!'ab1. St~ of Itnqle-Story *"-Zy _ .. , Vo1..~ 2. Test Itl"llCtun. ] ad 4," by P. GUlJt•.•• L........ and R.W. Clo... - Sept. 1919 UIUIHIOO 11J6lM2

·Shau.9 '!'ab1. St~ of Sinqle-ltory _nry ~. VOl_ 3. 5~. o>ncl..1_ &ncS .._dati_.·'" R••• ao... R.L...ye. Al\cI P. IlUkaa - Sept. 1'19 llUI-OOQ 113'1~

• ..-..-ti_ for a U.'.-Japaa COoperatift .......eb Proq.._ UtiU&i,.. ~lclll. TestilllJ rllCil~t1.....by U.'.-Japaa '1.....1\9 Group - s.pe. 11119(" 301 to111lO6

~.~ Li.....f.ction Ilear La. MaUU•• Guae-ta." by N••• Jeecl. I. 1.&'_. C,Il:. OIan.A. ~a-IIIluo ...... Gr_t de MClOl1 • sept. 1979IIlUlBH:Ill34l1ADJ

"lAfih .-18. ,,",u Infl__ ••1....c _ ...... of I1l11diJ1qa," by J.W. Aaler _ V.V...nero

sept. 1.111. 10 11J J7lIAID

"JD ............ al_t I.".. 11 for the _ ....n ......_ •• by 0 •••~ .... G.H. '-.11 - _, 1911I- IlO 1M '1011 JlO2

87

UCI/EEJIC-79/lO ·2') 1_0»1_ U_nt (Type S - 'u.lbl U_t -EYI for till. _R-II P~r_.· by D.... _.G.H. -.11 ..d D.P. _dku - Dec. 19791.. 10 167 2241A03

NA UCI/EEIlC-79/l1 ·101_0»1_ U_t IType 2 - 'arubl El...,,'t 'ftleoEYI for t!I. AllSR-Il Pftl9ua.· by A. II1Mi.C.H. _11 _ D.P. _clkar - Dec. 19791.. 80 167 2161N13

NA UCI/EEIlC-79/12

UCI/EEIlC-79/))

UCI/EEIlC-79/14

·On _pan•• of Structur.. to Stationary Eacit.tion.· by A. Dar lC1ureCJhi.... - o.c. 19791 .. 10166 9111 N)1

·~diatullt>ed S....li'" and cYclic ~ Te.tinq of Sanda.· by S. Sinqll. H.B. S_d and C.I<. OlanDec. 1979(ADA 087 298)1007

·Inur.ction Eft.cta of SiaultAlleDua ~raional ...d e-pr••nonu cYcl.c ~di", of sand.· by'.M. GrUtin ....d W.N. HoUlton - Die. U79(ADA 092 lSlllllS

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NA UC8/EEIlC-80/01 ·EArthquake lIeapona. of Concrete Gravity n- Incilldinq Hydrnd........ c and foundaUon lnt.ar.ct.onEffect•• • by A.~. Chopr•• ' Chakrabarti.nd S. GUpt. - J.n. 1..0IAL-A087297.AIO

UCI/EEIlC-80/02 ·Rocki", lIe.panaa of ai9ld Blocka to Earthquak••• • by C.S. Yia. A. .,. Choprl and J. Penu.n - Jan. 1~1...0 166 0021/104

NA UC8/EEIlC-IO/03 ·Optilna lnel.nic 0..i9n of Sd_lc-Reabtant lReintorced COncr.t. Fr_ Structur.a.· by S.II. ZA""j.1k1and V.V. "rt.ro - J 19BO(PIBO 164 61SIA06

UCB/EEIlC-BO/CM ·Effecta of -..mt .cs Aerena_nt of ...11-.....1 Reinfor~t on Hy.t.r.tic ..havlor of ReinforcedConcr.t....11•• " by R. IliYI and V.V. "rtero - reb. 1980CPB81 122 S25)Aot

UCI/EEIlC-BO/05 ·Shakin9 Table Reaearch on Concret. 0- 1lOde1l." by A. IU_ and R.W. Clou"h - S.pt. 19801'181122 16811006

UCB/EERC-BO/OO "The o..i9l\ of Ste.l EMrcw-AbllOrbln9 Re.train.n and their Incorporation Into Nucle.r POWIr 'l...t. forEnhanced SIfety (vol 1/1). Pipinq "'ith E...."y _rbin" .-e.trai...r.; Par_ter Study on _11 Syateaa."by C.H. Powell. C. OUqhourIi.n .nd J. Siaon. - J~. 1980 IUCB-IZIC-80-06IA05

UCI/EEIlC-BO/07 ·Inela.Uc TOr..on~ Reapon•• of Struct.....a Subjected to ':arthquak. Ground lIouona." by Y. Y~lklApril 19801PB81 122 )27)/108

UCB/EEJC-BO/08 ·Study of X-Br.ced Steal Fr... Struet'~•• Und.r Earthquake Siaul.tion,· by Y. Ghenaat - April 1980IP181 122 33511.11

UCI/EEIlC-BO/09 ·Hybrid 1lOde1Un9 of SOil-Structure Inter.ction.· by S. Gupta. T.W. Lin. J ......1 .... end C.S. Y.hMay 1980IPlBI 122 11911007.

UCI/EEIlC-BO/I0 ·GanerU llppheabil1ty of a NonliJ1ur Model of • One StoEY St..l Fr.... " by 1.1. SV.ln..on endH.D. Melli".n - May 1"01'181 124 87711006

UCB/EEIlC-80/11 "" Gr_-Punction Mtbod to~ _ Iftt.raet1on vit" • S_r9ed _Y." by If. l.iolc. - April 19801...1 122 26911007

"Hydrodynaaic Pr........ and Added Ma.. tor ""b~tric_i••• • by P. lIilrlt - May 19801P181 122 3.11AOB

·'rr.at-.t ot _-Lin.ar 0..19 Porc•• Acti..., on Off.hor. ,l.Uoe-.· by B.V. DIIO end J. Pen&ienMay 1980(Plll lSI .11)A07

·20 Pl..../Aa1ayaawtric So11d El-..t IType I - Ela.tic or Ela~ic-"rfectlyP1a~icl for the ,...R-IlPro9r_." by D.P. IIoIldkar and G.H. _11 - July 198011'881 122 150lA03

.1. .......... ~r- Method for RaIldca VlbratiOft•• • by A. o.r ltil&U9h1an - .I..... 19801...1122 30111.03

·CycUc lnel..Uc lucklir\l1J of 'I\IbUlar It_I Irac••• - by V.I.. Uy•• , E.P. Popov and 5.10. MahillJun. 19801...1 124 88511010

"~c llnpOne. of Sillpl. III"c" Dea. lncludill9 NydrodYftAaic lIIt.~1Ct1on." by C.S. Pon.r andA.K. Chopr. - July 19801...1 124 00011.11

·Experi....tal Teati..., of I P~ietion Daaped Aaei.tc .... l101.tion Syace. vith Flil-Slf.Cbu.cUrlltic•• " by J.N. Kelly. X.E. BIlICke and M.S. Skinner - July 19101P881 148 59SIA04

-".. Deai9l\ of Steal EMr9)'-Abaorbill9 ....tr.i...re and their Incorporation into llUc1ear Pover 'lant. for............ Slfny (¥al Ill. Stoetlaatio ..,.to _ly... of _lear~ Plant IU'\ICcur•• and PipinglyB_ SUbjected to IlUlt1pl. a-rt ElIcitation•• • bY II.C. Lee and J. Pen&ien - J ..... 1980.1"2 201 8721AU1

-".. o..i9l\ of St..l 1Mr9)'-AblOrbill9 ...train.n .nd their IlIoorpor.UOII intn llucl••r _r ,lant.for Enhanced saf.ty IVnl leI: NUaaricei Method for o,n.eic Subacructur. ~lyaia." by J.M. Dick....end E.L. W11_ - J ..... 1910 (UCB-IZIlC-80-20IUii

.",. De.i... of St..l EMr9)'-AbaorbillCJ ".cr.iner. end their lnooqlOrltion iJlto lIucl••r _r .1antafor EnbaDced Slf.ty IVol 21 I l~t _ Te.ti..., of ".uaint. for IIUclear 'ipi", Sy.t_.· byJ.II. ICally end 11.5. Ski_r - J 1980 IUCB-a:lC-ao-21lAOS

·10 Solid El-..t IType 4-Ela.Uc o. El..tic-Perf.etly-'laaticl for the ANSa-II 'I"09r_.- byD.P. Ilondkar and G.H. _11 - July 19801...1 121 2421A01

·Gap-rrictlca lU_t IType 51 for the MIle-II Pro9~-•• by D.'. -..Ikar and G••• _11 - July 19801..1 122 28SIA01

-u-.. llHtr&Ut &1_t 11'ypII 111 for tbI _-II Pn9r_,- by C. \JuCJhourU... and G.II. _11July lMOIPMl 122 Z9JIAOJ

"-r.8UDt of • "Clara! IlU:;Ar ... 1101atioll S~ by .. IIIplMii.,.ly It.alated Earthquake.- by.1.11. Kelly - llU9UBt 1980IPMl ;:01 J601A04

-1Jlpat: t....tificatiOll f ... Structural VUI~att.al JIHPOII.... by Y.... - I\IItUt 1980( 1 15Z 1ClelA05

·Cpclic lMlutic ..baylor of Steel OffBMn Itnetare.,- by Y.A. Uya., 1.1.. IlaIlin I.'. PopovllU9'IIt 1980 IPIlIl 196 1801 US

88

UClVIEJC-80/21 ·Shaking Tabl. T.a~inq of a "iftfo~ced Conc~.~. r~... va~h .iaxial ...pon.... by M.G. Oliyaoc:_~ 19101.881 154 3041AI0

UCI/EEIlC-801l9 ·~c 'rapuU•• of a 1'Wel_-lto~ 'r.fabrica~ed '_1 IllUding." by J.G ............... .1.'. JDll..,.,.rUId It.M. S~ephen - OC:~ber 19801.882 1I7 1281A06

UCI/EEItC·80/30 ·ovna-1C 'roper~i.a of an Eiqh~-Sto~ 'rafabrica~ed ,_1 8111ldin~." by J.G. Iouwka.p • .1.,. JDlleq9.~

UId It.M. Stephen - OCtober 19801.881 200 31311105

UCB/EEItC-RO/31 "'redic~lV. Dyn..iC Reapona. of ,an.l Type Str..c~..rea Unde~ Ea~~hqll&k.a." by .1.'. ~ll~~~pr andJ.G. _ .... - OC:~ber 19801'881 152 3161A04

UCI/EEIlC-BO/32 "n.. oea19ft of Steel En.~9Y·Ab80rbiR9 lIeatraln.ra and ~l\eu Inoorporau.o., lllto Nliclear Powr Plantlfor Enhanced Safa~.y evol 31 I TeaUII4 of C.-,rcul StHle 111 Low<ycla ToUland rat&~.... " bY•• C~~"~·r. £.It. ,arkar. Yo. ~OII4ev..rd and H. Drory

LK.:II/El:RC-R0I33 .",. u-.....,,, of S~.al En.r9y-Ab-...rl>inq Renraln.u and thau Incorporation U\~ N1 hu 1"-....llll\~Sfor Enh&ncad saf.ty IYol 41 I Shakln9 Tabl. TesU or riplnq ,:~t"',,· wtth Ene~qy-Abl.nblllq ReaUalnen,"by S.F. S~t...~ and W.G. Goddell - Sep~. 19801.112 201 1801A05

UC./EEItC-80/J4 on. oea19" ot S~Hl Eller"y-AbaorbiR9 Ilenral"t'u .,,,01 theu ',,,,or,.ration l"~ .-.claar Power Pialltsfor Enhanc..t Safaty IVOl 51: S_r~ lteport," by'. Spencer

UCB/EEItC-80/35 ·Expar.-tal "'atin9 of an En.rqy-AbaoRill" .... laohUon Syn_." b" .1./1. K~_iy. M.S. Skinn.r anell.E. 8elIcke - OCtober 19801'881 154 0721A04

UCB/EEIlC-80/36 "Su...latinq and Analyzing Artlficaal NOII-Statlonary Ear~hqU&ka GrOllAd HotlonS," by It.F. Ma.. , It.M. Olive.and K.S.•i.rer - OCtober 19801'881 153 39711104

UCB/EI'C-80/37 "Earthquake Enqlneerlng at lerkeley - 19BO." - Sept. 19801'''1 205 ,"4IA09

UCB/EEItC-80/38 ·Inelal~ic &al••lC Analy.t. of Lar"e Panel luildinga," by V. Schrick.r a~ G.H. Powell - &apt. 1980IPIII 154 338IA13

ue./EEItC-80/39 "~c ltaspona. of ~~n~, CcIncrate-crayity and Arch 0... lncl..din~ Hydrod~ic Interaction,"by J.F. Rail and A.It. Chopra - OCtober 19101,..1 152 32411\11

UCII/lZIlC-80/40 ·Inelanic IUcklin9 of Sta.l StrUUl/IIdar Cyclic Ll>ad _ru1,· by R.G••lack, ".A......g... andE.P. Popov - OCtober 19801.111 154 31211\08

UCB/EEItC-80/41 ·Infl...nc. of Site Chanctariltic. on .uUdin" Daaaqe DI1r1nq the OCtober 3. 1974 Li.. E.art!lqll&k.," byP. "petto. I. Aranqo and H••• seed - sept. 19801'881 161 73911\05

UCB/EEItC-BO/42 '~alUAtion of a Shakin" Table Ta.t Proqr.. on "apan.. ..havior of a Two Story Reinforced ConcreteFr_." by J.M••1ondet, R.... C1OU9h and S.A. Mahin 1...2 196 54411U1

UCB/EEIC-80/43 ·~llift9 of Soil-Structure Int.raction by Filli~a and Infini~e El...ntl," by F. Hedina ­_r UIIOIPIIl 2~!I 2701AQ4

UCB/EEIlC-81/01 "Control of 5ei8a1c ..aponee of Pipinq Iyar- and OtIMr SUllClun. by .... 1...la~on." ad1~ by .1.11;Kelly - January 1911 IPlll 200 73511105

1D!DIlC-81/02 ·OPIIBR - AD ln~racU_ Sof~re Iytlt_ for Optt.a1 Da.19ft of Statically and DynaaicaUy lDacledItl"llCtVa. with _1u-r "&JI'>I'o:•• " .., 11.1.. -.atU. V. C1.uIpi and 1t.1. 'ia~r - .1........,. U811..1 211 851)1109

~-81/0) ·A....lyt1b of Local Vuut~. in Fret' Field ..iam.c CRwld lIcltiolla,· by .1.-<:. 0-. J. L~r and II•••Seed - JU\1KY 1911 1~A099S0811U3

llC8/DIlC-81t04 ·IMluUc Structural MDdal1A9 or _aced arrMon 'latroe. for "1aa1c ~1A9," .., V.I.. zeya••P.-I ••, lJ&inq. 1.1.. Mahin and E.P. PopoY - Jan.....,. 19811'182 131 77711107

UC8/IEE-Il/05 .Dynaa1c lIe.ponae of Liqht ~~t in ltr'Urtun•• " by A. Dar 1t1~. J.L. e.c..... and I. 1lo1lZ'­Oaid - April 1911 IPlll 218 4971A04

UCIID1lC-Il/06 • ltc.-ry Exper1_cal I .....n1.,.~1on or • Ikoad .... Liquid lItora.. T_.· by J.G. 10"""'. J.P.JDU r aad ..... Stephan - lIay 19111'882 140 38SlAOJ

UCI/D1lC-81/07 ·TIM "18a1c lIe.bunt Dadqn of lIeinforced CoDenre Couplacl Itruc~llZ'al WaU•• • by A.E. A1tun and V.V."~ro - June I1111P882 113 J~81A11

UCI/UllC-II/08 • ..". lWra1nad m-rift9 lIe.i.tanea of COhesi_ SoU••~ ~ oer_t~." br II ••• '1'1". and ••••..... - ........t 1981

UC8/I:IIlC-81/0I ·1:lIpe..~tal ......tor of a Ipa~1al '1111119 Iy.tea with lteal I:IlU'W AMonu. lub1ecU4 ~ • It.laU4D1ff_~1al ..1am.co tnput,. by I.r. IU_. V.G. GaddeD and .l.Il. 1l8ll1y - Jul, 1911 (..2 201 UtlA04

lICS/DII>Il/10 "bal_~"- or le1am.c Dee1 'rowuiolla ror_~ in tIM Un1te4 IU~•• " by ••1. l_iJIa_. R.L •...,.. aDd ••0. IIaIlb.n - t 1981 ("'2 166 075)&08

UCI/D11:-Il/11 ·""~~1 "'1.4 MDdall~ or IoU-ltnImIn Inunotlol\." by T.-.J. ,..... I. GupQ and .l.hUu. -~ IM11PMZ 142 1111A04

Ul:a/DII:-IlIU ·It..u. _ Uhcta of lnrUla ill leu.u: "'1ataD~ I/C CIoIWtrucUaa," by I. Irakken ..... V.V. IerteECl ­occ-.~ • Illll...Z 116 lto)AOI

89

UC2/t:l:llC"'lIlJ .u.-r IIlldeh co pncliet t.he _linear "i.-1e .....vior of a one-kDry St_l Fr_." by H. lIaldiaar..on.A.H. Shab Wl<l H.D. MctIL"." - ~r l"l(PL'~ 138 7911J.07

UCII/EEIIC-81/U ·TUlSH: A Cmoput.r Preqr.. for the 'l'hr••-Di_naional eyna.ic AnalY.L. of Earth v..... • by T. ltaqawa.L.H. Mejia, H.I. seed and J. Ly...r - S.pt• .o.r 19811P882 119 9401AD6

UC8/EE~C·81/15 ·Thr.. D~naLonal ovn.-ic ~••ponae Analy.L. of Earth D.... " by L.H. MeJia and H.B. Seed - SeptemDer 1981IP8B2 117 27411112

UCI/EEIIC-81/1i ·Expar~tal Study of toad and Ela.te-erie D.-per. for BA.. I.olation Sy.te~•• " by J.H. Kelly andS.B. Hodder - OCto~r 1981 IPII2 166 18211105

UCB/E:E:1IC-81/11 ·The Intl ....nee of Ba.. Isolation on t~.. SUPlLe ~e.pon.e of Liqht secondary Equiplllent." by J.H. kl1y ­April 1981 IPII2 255 266IA04

UCB/EEIIC-81/11 "Studi•• on EvaluatLon ~f ~hakinq Tabl. Re.pon•• AnalY.L. Proeedur••• • by J. KarcLal B10ndet - NoveReer1981 IPII2 191 2781AlO

UCB/EEIIC-BI/19 "DELIGHT.STRUCT: A ~.r-Aided Desiqn Environ-ent for Structural Enqine.rLnq." by ~.J. Ballin9.~.&. Pist.r and E. Polak - Dec.-ber 1981 (P182 218 496IA07

UCB/EEIIC-81/20 ·Optimal O..19n of seismie-Re.istant Planar Steel Fr..... • by a.J. Ba11in9. V. Ci..pL. K.S. Pi.ter andE. Polak - o.c.~r 1981 (...2 220 17911107

tJC8/t:I:IIC-82/01 ·~c Bellavior of :lround for hi.-ic Analy.iI of LU.Une Sys~,· by T. Seco and II. Der Y.iureohian ­January 1982 IPII2 218 92611.05

tJC8/t:1:JIC-81/0~ ·Sbakinq Tabl. Test. of a Tubular StHl Fr_ Mo4el,· by Y. Gbanaat and a. W. Clouqh - Jan....ry 198;1...2 220 16111107

lIaI/t:I:JIC-821C3 ""havio", of a Pipln" syaee. \IIIar ..baie Excitation I IlXper~tal lA...ti,ations of a Spatial Pipia,Syau. supported by ._MIIieal Shock Arrestor....d steel !nerlJY Abeol'bia4 Devices uncIer his.icEIocitation," by S. scllneicler, H.-II. Lee anI! If. G. Godden - MY 1982 IPII8' 112 54411109

~!C8/t:I:IIC"'2/04 "_ ~oaches for the ~c Analysis of Large Structural &ye_," by E. L. IIilson - June 1982(PB8' 148 08011.05

OCI/t:I:IIC-82/0S "1ble1 Study of Effect. of e-tJa on t.he Vl.bration Properties of Sta.1 Offshore Platfonu.· byF. Shahrivar and J. G. 80UlIkuIp - 07_ 1982 IPII' 1.48 7UIUO

~/EEllC-82/06 "States of t.he Art and Practice in t.he Optt.a hi.-ic 1»81\1l\ and Analytical ".panse Prediction ofIt/C rr__-wau StructlLr••• • by A. E. Aktan and V. V. 8erU~ - July 1982 IPII81 147 71611105

tJC8/t:I:JIC-82/07 "Further Study of t.he &&rtbquak8 "spans. of a 8IOlI4 CyUndd.cal Liquid-Scon.,. Taalt lIlldel," byG. C. -.. and a. If. C1CJU9h· July 1HZ (PB83 1417441All

tJC8/t:1:JIC-8Z/08 "An evaluation of the Desiqn and Analytical &ai.-1c ".pans. of a ....... lItory "LnfoRI'd Concreterr_ • "'11 Struchr.," by F. A. Charney and V. Y..."t• ..o - JulY 1982("" 1576211Nlt

tJC8/1ZllC...2/09 "Fl.ud-Structure IataI'aCUOII8: AUed Mus C.-puUtiOll. to':' Ia~re..i.lll. nIU4.· 1))' J. S .-11. ltuo ­AlllJUSt 1982 1"'1 156 2111 JlO7

tJC8/t:1:JIC...2/10 "Joint-<Jpeninq IIonlinear Nechani... Interfac...ared Crack JlDdal," by- J. S ...... '110 ­A......t 1982 IPln 149 19511105

UCI/EEllC-82/11 "~c ".pan.. Analy.i. of ~hi Da8," by R. w. Cloutb, R. II. Stephen and J. i.-H. ~ILO ­Auqust 1982 (.881 147 49611106

~/t:I:1IC-82/12 "Prediction of tIIa 5e1.-1c ••pan..s of IVC rr_-Coupled ...11 Strueturas," by A. E. Aktan. V. V.lerc.~ and II. PU... - A\I9U8t 1982 C'U' 14! 201~

tJC8lEEllC-8VI1 "Pnliair.ary Ilaport on the SMAJlT 1 StI'onq IloUon Al'ray in Taiwan," by B. A. IIult, C. H. Loh. J.Pan&ien, T••• T.at and Y. T. Yeh - AlIC!U8t 1912 (PII83 159 400IUO

tJC8/EEllC-82/14 "Sbak1nq-Table Studi•• of an EccentricaUy X-kaced It_I Suuc:tura." by II. S. Yan, - sept..."1982 IPB83 260 7781Al2

tJC8/EEllC-82/15 "The PerforMDCe of Stairways in &arthquak.s.· by C. IlDba, J. If. Axley and V. V. lertaro - ....tellbar1982 (PII3 157 693,.D7

IlA UC8/D1lC-8a/16 -,. lehavior of -'*-rved Ilolltipl. 8ocI1.s in lutbl(1allH," "r H.-Go Liao - ..pt. 1982 (...3 151 7091M17

UC8/D1lC-82/17 "Effects of Concrete 'l'ype. and Loadinq Conditions on Lacel -......Up ..laticxaallipa," "r A. D. e-ll.I ••• ....- ud V. Y. lertero • lleptetlller 1982 (PIll 153 577)A04

acaJaIIC-82/18 "lIec:banieal Iehav10r of IIIMI' ..U vertical Boundary .....ra. All hper~tal InwaU.,.UOIl," byII. T......r .... V. V. lertaro - OCtDber 1982 (ftj8) 159 764).11I)5

90

lICaIIDC-I2f1' .....~t.ata1 1bIdte. af IIIIlU-.....n leum.c: ...-.. 011 Pipillt aya..... by oJ. H. ~y ....A. D. aa.u -~ 1M2

uca/IDC-G/20 -o-enl..... P1uUc: .~ a.eepg f. 3D ....-<:01_ El_u.· by P. r.-I. a-. .... G••• _U ­-...... 1M2 .PM' 247 'lUAU

ucalEl:lC-.2121 ·_...UI. _ ..&1 P_ Callpuu.. Pcocrr- fa.. _1~.. s~ ....al """'ly•••• • by C. V. OU9I>OurUan.ad G. H. ~Il -~ .. 1..2 'PII3 251 '1OIA12

UClIEEIC-'2/22 ·Solution 1~.~1•• fo.. Sut1e.11y Loaded _line... Structure•• • by 3. w. st.on..... G. H. 'owe.l ­..,.... 1M2 '''13 Itl ''7011106

ucalEl:lC-.2123 • l'Uc:.l 1' af o.for.ed ~ Ancho ea al1-.d Exc:1U1t1 • by V. C1 t. It.EUteha_. V. V.....u ........ E. P. Popov - -..... 1912 ('-3 169 5U)A06

ucalEElC-.2/24 -II "~Ucal 1lDda1 fa.. the ".pan.. of _..., II.U. to Dynaaic: Exc:ltaUona.· by H. SlOC~lu.

Y. -,1 .... H. D. _1_ - 1Io,,,..ber 1M2 , ..n 1.. 011111117

ucalEElC-.2/25 ·fAfa~21"'''''con.1danUou of Ift*I Ll.quU 1_... !'uka.· by r. J. e:-br. - 1Io,..lbu 1912

ucalEl:lC-'2/26 ·CallputaU-.1 ........ fo.. Cycl1c Plaatlc1ty. aata Dapendaftca and C..eep.· by I. -.cIda4 .... C. N._11 - _ .. 1982 (PII' 245 1291A06

1D/D1C-12/27 ·I...uatic: _ly.ta of Plp1A9 .... 'I'ubvla.. Struct....... • by N. Ilallu.......actlal ..... G. N. PawU - ....-..1912 (PII3 2019 91711107

ID/DIC-U/Ol .",. Ec:aooc.ic: ,...U»1Uty of "1-.1e Ilatl.abUltaUOIl of 1u11d1ftqa by .._ laol.UOIl.· by 3. N. Jell, ­J ........., 1913 (...3 197 till 1105

ue:ata1C-U/02 CJU~i,"ft!r~1OUfo........t-...18UA9 I_I rr_•• • by E. P. Papow - J ........., 1M3

uca/DlC-n/03 ·0..19ft flf LlDk. -.d .._t:o-eo1_ eae-et1Olla to.. Ec:_Ulc.11, 1 ..ac:.4 1_1 r~_.· by E. P. Papoyand J. O. _11ay - oJ........., 1913 .nn 1M 11111104

lD/EEIlC-I3/CM ·_l'1tcal ftClIlIl1que. fol' tile ba1aaUCIII of 101l-Rructun IAtaucUCIII Effac:ta 111 the !'1aa or-tn ••by E...,.. .... E. L. 1111_ - ftllnUy 1M' ....3 215 60511l1l9

uca~· ·\'3/05 ·11~ fc. -lJl9 tI.- IAtanal 111 tI.- CID1_ of • "'__11 M1afcm:ad COIlc:ntaI~.· by a. aDd V. V. , -...,. 1M3 ..... ll9 4t4)l106

\lC.!U,C- .3/06 -orn-u: llltanc:t1ana bet_ n_t1Il9 rca ..... Offabon ~C'_..-by P.~ - ","y 1M3(.... 119 4M1Al6

1D,.:w...3/07 .cr-u: An&J,pb of -.J.Uply "'-d aDd Adtlb'Uil" .......ft8d ---..uy .,._•• by ,.. t,....aDd A. o.r ti,...tUaa - 1M1 (.... 111 2721All

lUIDIC-I3/ll11 ·11 r.bontory Itudr of Iaa1U-bodJr era- 111~ •• by G. L -.n - .- 1M3("'3 261 "2)Al7

lU/IIIlC-I3/09 -lIf_ of ftUI"~ PoIMa~1CIII UpUft 011~ ......... of~•• ~ C.-I. ,ta ....A. K. ~. - .- 1M3 ''''3 261 3,.,1107

ua/DlC-IJIlO -Clpt'-1 Dul.. of rrI.cUllIl-e...-. rr-a .......1..0 r-.u.av•• ~ H. A. _tin aDd It. I. Pb~ ­oJ-. 1M' (.... UI 2.,1lIl6

~31U .~!'able stadr af 11ft9a-lt.ol'y -..,. -... ora-la ..~ -..... tbna eo.,-t..1...c taput and ..=: ",.ti_.· by G. C. _. a••• C10lIItII IIDd It. L • ..,.. - ~ 1113

lD/BIC..3f12 -RllpHt.aQ1~ .,.,...u... ill nallllodyna.lc ....t1Il9 •• by P. I. 1b1a9 aad I. A. llahin • .- 1M1(.... 119 270111119

lDIRIC-I31l3 ·~t.atal aDd AnAlyUcal PndJ.ct.1naa of ,the -..aa1ca1 OlaI'aDtad..Uca of • 1/5-Ha1. 1lo6I1 of •7..tory ItIC r--a11 1uJ.14lA9 eu-tua•• lor A. It. 1Ik~. v. 'I. -..eaN. A. A. a-dIuy aDd!'.......... - t 1M! ( 111 21311107

lU1DIC-I3f11 ·Ihaklat~ u of 1ou.,... 1 .-at CIlIIlllftta 1ui14lA9 lratea~~.- lor II. G. OU_ aDda. •• C10atb - IilI9UR 1M3

lD1DIC-I3f15 • ..1..u: ........ of llRift ... UIIIla la laoMUlAla11y InR4 rr-. - ~ It. D••ie~'" ••••IlopiIIItI' - .JIll, 1M3 ..... U' 6'76)AOO

lDllae-U/li "sra- W-UflaatlaB of •__ with oJo1at IlDtaU••• '" OJ. I.~.July 1"3 ,... 1'2 210J1lIl6

ac:aIIDC-a3f17 ·CaMtncd._ of r-luUa ....- Ipec:tn for~~_ af-l'nedoa .,.~.- '" I ..........OJ. L1a - ohl" 1..3 C'" aoe IJClllOS

91

UCB/EERC-83/18 "Interactive Co~uter !\nalyaia M~thods for Predicting the Inela.tic Cyclic Behaviour of Structural,'ecti",na," .., S. KAba and S. MAhin - July 1983 (P884 192 012) A06

UCB/EERC-8:l/19 • Etfecta of Bond Deterioration on Hyateretic Behavior of Rainforced concrete Jointa." by F.C. Filippou,I;.P. Popov and V.V. Bero:ero - August 1983 (PB84 192020) 1\10

UCBIEERC-83/20 "Analytical and E~ri~ntal Correlation of Large-Panel Preca.t Building Sy.te. Perforaance." by M.G.Oliva, R.w. Clough, M. ~elkov, P. GAvrilovic and J. Petroveki - November 1983

UCB/EERC-83/21 "Mech.aical ChAracteri.tlc. of Material. Ueed in a 1/5 Scale Model of a 7-Story Reinforced ConcreteTest Structure." by V.V. Bertero. A.E. !\ktar•• H.G. Harri. and A.A. Chowdhury - Septe~r :983(P884 193 697) A05

UCB/EERC-83/22 "Hybrid Modelling of Soil-Structure Interaction in Layer~ Media." by T.-J. Trong and J. Penrien ­October 1983 (P884 192 178) A08

UCB/EERC-8J/23 "Local Bond S,tres.-Slip Relationship. of Deforo",d Bars Wlder Generalized Excitation•• " by R. EliCJlthaueen,E.P. Popov and V.V. Bertero - October 1983 (P884 192 8481 1\09

UCB/EERC-83/24 "DeSlqn Considerations for Shear Links in Eccentrically Braced Fr..... • by J.O. Malley and E.P. ~opov ­Nove~r 1983 (FBB4 192 196) AO~

UCB/EERC-84/01 "P.eudody~_ic Test Method for sei.llic Perfor.."ce Evaluation. 1beccy and I"'I'le_ntaUon.· by P.-S. B.Shin; and S. II. Mahin - January 1984 (PB84 190 6441 A08

UCB/EERC-84/0. "Dynuic lV,sl'C'ft.e Behavior of Xiang Kong Oi.n 0_..' by R.W. Clough. K.-T. Chanq, H.-Q. Chen, R.M.Stephen. G.-L. Wang. and Y. Ghdnaat - April 1984

UCB/EERC-84/JJ "Refined Modelling of Reinforced Concrete Col~. for Se1eaic !\naly.h." by S.A. Kaba and S.". Mahin ­April. 1984

UCB/EERC-84/J4 "II New Floor Response Spe~rum Method for Sai.mic Analyai. of Multiply Supported Secondar, Sy.te... •by II. Asfura and II. Der Kiureqnian - June 1984

UCB/EERC-84/0S ·Earthquake Si-..lation Teet and Aeeociated Studiaa of a l/Stb-ecale Model of a 7-Story RIC Freme-WallTest Structure.· by V.V. Bertecu. A.E. Aktan. F.II. Charney ~J R. Sauee - JWle 1984

UCB/EERC-84,'06 "RIC Structural Walle I seiemic De.i"n for SlMIar.· by A.I. !\ktan and V. V. Bertero

UCB/EERC-84/07 "Bahavior of Interior and Extarior Flat-Plata Connaction••ubjected to Inelastic Load Revereals." byK.L. lee and J.P. Moehla

L~P/EERC-84/08 ·Experi..ntal Study of the Sai•.tc Behavior at a two-etory rlat-Plata Structyra.· bi J.W. Diebold andJ.P. Moehle

U("B/EERC-84/09 "Ph..nomenolo9ical Modeling of St.ltl Braces uncJer Cyclic 1,adinCj." by K. Ik<:da. 5.1\. Hallin andS.N. Derlllitzakie

UCB/EERC-84/10 ·Earthquak" Analyd. and lIe.pon•• of Concrate Gravity Dau," by G. F.n....c and A.K. Chopra

U~/EERC-84/1l "EAGO-84, A Computer Proqra_ for Earthquake Analyei. of Concrete Gravity Dam.," by G. f~nves andA.K. Chopra

92