ML19210C166

Development of Criteria for Seismic Review of Selected Nuclear Power Plants.

ML19210C166
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Site:	Skagit
Issue date:	05/31/1978
From:	Hall W, Newmark N ILLINOIS, UNIV. OF, URBANA, IL
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ML19210C158	List: ML19210C157 ML19210C160 ML19210C163 ML19210C166
References
NUREG-CR-0098, NUREG-CR-98, NUDOCS 7911130375
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ATTACHMENT B i ( )

U.S. DEPARTMENT OF COMMERCE National iechnical Information Serr;ce P B-2 82 817 DEVELOPMENT OF CR ITE RI A FOR SEISMIC REVIEW OF SELECTED NUCLEAR POWER PLANTS Nathan M. Ne w mark Consulting E ngine e ring Se rvice s ,

Urbana, III.

Prepared for N'uclear Regulatory Commission, Washington, D. C.

May 1978 e

1321 104 7911130 _ 3Q

(7 77) U.S. NUCLEAR REGULATORY COMMISSION BIBLIOGRAPHIC DATA SHEET NUREG [ R-0098 ,

e 4. TSTLE ANO SU67STLE LAad Vasume1Ya, s!nearcarostra 2. (Leave atmhi Development of Criteria for Seismic Review of Selected Nuclear Power Plants E is

7. AUTHOR!S) 5. DATE REPORT COMPLETED N. M. Newnark and W. J. Hall " ep

$ ember 1977

3. pes 4FCRMING ORGANIZATICN NAVE AND VAILING ACORESS (lactuor la coael DATE REPORT ISSLEO

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Nathan M. Newmark Consulting Engineering Services 1211 Civil Engineering au ilding , ,t,,,, ,,,,,,

Urbana, Illinois 61801 8 (Leave usants

. SPCNSOR6NG ORGANIZA T;ON N A!.'E AND M AILANG A00RESS (factude 2.a Cooe/

p ,7 Division of Operating Reactors Office of Nuclear Reactor Regulation ii. CcNTR ACT O United States Nuclear Regulatory Connission Washington, D. C. 20555 i AT (49-24) - 0116

13. TYPE CF REPORT PE RICO COV E RE O //nclusere dJ!es/

October 1977 - May 1978

15. SUPPLEMENTARY NOTES 14. (Leave ute*>

16. ABSTR ACT 000 words or less)

This report sets forth the seismic criteria and design concepts that are applicaole to the review of analyses and upgrading of the older operating plants. This report deals with the selection of earthquake hazard for review and design, design seismic loadings, soil-structure interaction, dainping and energy absorption, methods of dynamic analysis, review analysis and design procedures, special topics including equipment qualification, and probability concepts. It is indicated that a major part of the review and analysis procedure for an operating plant involves audits which include the verification of the existing design and analysis for the seismi qualification of structures, equipment, and components.

EftCout!5 ST NATIONAL TECHNICAL INFORMATION SERVICE

3. V A. 16

17. KEY f0ROS AND OOCUMENT ANALYSIS 17,, CESCRIPTORS j Seismic, Analysis, Design, Nuclear, Power, Plant, Loads I 17t1 ICENTIFIERS/OPEN-ENCEO TERMS N/A 1a. Av AILABILITY STATEMENT 19.Unc SEC'iRITY CpSS (3,s recorrt assi.1ed Unlimited

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Job 10363 9-27-79 Project Librar!

OATE INOEFINITE TO: #

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Upon transfer or termination from Secntel Power Corporation or wnen nero for tnis oubhc. tion no longer exists. return to:

BECHTEL POWER CORPORATION SAN FRANCISCO POWER DIVISION LIB R AR Y P O. 80x 3965 -

SAN FRANCISCO, CA 94119 e

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i DEVELOPMENT OF CRITERIA FOR SEISMIC REVIEW OF ANTS SELECTED NUCLEAR POWER PL N. M. Newmark W. J. Hall Ma..uacript Completed: May 1978Date Publish S ices N.M.Ne.vmark Consulting Engineering erv 1211 Civil Engineering Building Urbana,IL 61801 s

Division of Operating Reactor Office of Nuclear Reactor Regulation U.S. Nuclear Regulatory Commission Under Contract No. AT(49-24) 0116

132I I07

NOTICE s

This report was prepared as an account of work sponsored by the United States Government. Neither the United States nor the United States Nuclear Regulatory Commission, nor any of their employees, nor any of their contractors, subcontractors, or their employees, makes any warranty, express or implied, .

nor assumes any legal liability or responsibility for the accurac't, completeness or usefulness of any information, apparatus, pro-duct or process disclosed, nor represents that its use would not infi.inge privately owned rights.

Available from National Technical Information Service Springfield, Virginia 22161 The price of this document for requesters outside of the North American Continent can be obtained from the National Technical Information Service.

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p

Page Vll. REVIEW ANALYSIS AND DESIGN PROCEDURES . . . . . . . . . . . . 24 7.1 General Considerations . . . . . . . . . . . . . . . . . . . 24 7.2 Modified Response Spectra . . . . . . . . . . . . . . . . . 24 7.3 Effects of Size and Weight of Structure . . . . . . . . . . 25 7.4 Effects of inelastic Action . . . . . . . . . . . . . . . . 27 7.5 Seismic Design Classification . . . . . . . . . . . . . . . 27 7.6 Design Spectra . . . . . . . . . . . . . . . . . . . . . . . 28 7.7 combined Effects of Horizontal and Vertical Excitation . . . 29 7.8 Unsymmetrical Structures, Torsion, overturning and Uplif t 30 7.9 Response of Equipment and attachments . . . . . . . . . . 31 Vill. SPECIAL TOPICS . . . . . . . . . . . . . . . . . . . . . . . . 34 8.1 Fault Motions . . . . . . .. . . . . . . . . . . . . . . 34 8.2 Relative Motions . . . . . . . . . . . . . . . . . . . . . 34 8.3 Underground Conduits and Piping . . . . . . . . . . . . . 35 8.4 Tanks and Vaults . . . . . . . . . . . . . . . . . . . . . 36 8.5 Equipment qualification . .. . . . . . . . . . . . . . . . 37 8.6 quality Control and Details of Construction . . . . . . . 38 8.7 Probability Concepts . . . . . . . . . . . . . . . . . . . 38 IX.

SUMMARY

REVIEW AND REPORTING , . . . . . . . . . . . . . . . . . 40 9.1 Audit Procedure and Systems Summary . . . . . . . . . . . . 40 REFERENCES . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . 41 4

11 i

TABLE OF CONTENTS s

Page I. INTRODUCTION . . . . . ........ ...... .... .. . I l.1 General Philosophy Pertaining to Review Process . . . ... I 1.2 General Design and Analysis Concepts .. . .. ... ... 3 1.3 Scope of Report . . . . . ... . .... .. . ... .. . 4 II. SELECTION OF EARTHQUAKE HAZARD FOR REVIEV AND DESIGN .. . .. . 5 2.1 General Concepts . . . . ... . .... . . ... . . . . 5 2.2 Regional Motions, including Propagation and Attenuation . . 6 2.3 Site Amplification and Modification . . . .. ... . .. . 9 2.4 Vertical Motions . . . . ... . ..... . .. . .. .. Il 111. DESIGN SEISMIC LOADINGS . . . ... . . .. . .. ... . .. . 12 3.1 Actual versus Effective Earthquake Motior; . . . . . . . 12 3.2 Design Seismic Motion . . .. ... ... ... .. . ... 13 IV. 50ll-STRUCTURE INTERACTION . . ... . . ... . . . .. . . . . 15 V. DAMPING AND ENERGY ABSORPTION ... . .. . .. . . . .. . . . 17 5.1 Implications of Damage or Collapse . . . . ... . . . . 17 5.2 Damping . . . . . . . . . . .. . .. . . . . . .. . . . . 17 5.3 Ductility . .. . . . . ... . ... .. . . . ... .. . 13 VI. METHODS OF OYNAMIC ANALYSIS . . .. . ... . . . ... . .. . 20 6.1 Response Spectrum . . . .. ... ... .. . ... . . . . 20 6.2 Use of Response Spectra for Multi-Degree-of-Freedom Systems -- Modal Analysis . . . . .. . .. . ... . .. . 21 6.3 Time History Analysis . . ... . .. . .. . .. . . . . . 22 1321 110

. . .. y

1. INTRODUCTION l.1 General Philosophy Pertaining to Review Process Many of the early nuclear facilities were designed and constructed during the time when seismic design procedures for su..h specialized systems were beginning to be developed. It is recognized that in many cases these

u. ants were designed to criteria that are less rigorous than those used for recent plants, la view of the rapid development of the state-of-the-art of seismic design during the past two decades even some of the more modern plants, designed as recently as ten years ago, may need review in the light of current cri teria and present knowledge.

The purpose of this report is to set forth seismic criteria and design concepts appilcable to review analyses and upgrading for selected nuclear power plants, although tne principles are applicable generally to older operating plants.

At the outset, it is expected that the review process would consist of two general tasks, one pertaining to detailed review of the existing plant in the light of applicable review criteria and the second involving detailed design and analysis studies to develop the desired (and possible) upgrading of the seismic resistance.

It is envisioned that the detailed review would encompass inspection of the plant,' review of existing documentation (reports, plans, and calculations) as appropriate with identification of those systems which

. realistically and economically are amenable to upgrading. As a part of this review it may be desirable to carry out a risk analysis to help provide a basis for the decisions that must be made as to the desirability and 1321 111

Iv a

LIST OF TABLES t

Pige Table

.. . . . . . . . . . . . . . . . . 40 1 RECOMMENDED DAMPlNG VALUES 2 EquATICNS FOR SPECTRUM AMPLIFICATION 45 FACTORS FOR HORIZONTAL MOTION . . . . . . . . . .... .. . .

3 SPECTRUM AMPLIFICATION FACTORS

'4 5 FOR HO R I Z ON TAL E LA'ST I C RESPONS E . . . . . . . . . . . . . . . . .

4 PRCPOSED SEISMIC DESIGN CLASSIFICATION LIST OF FIGURES e

Figure

. . . . . . . 4!

1 SIMPLE UNDAMPED MASS-SPRING SYSTEM . . . .

2 RESISTANCE-OlSPLACEMENT RELATIONSHIP . . . . . . . . . . .

3 ELASTIC DESIGN SPECTRUM, HORIZ. MOTICN, (0.5 g MAX. ACCEL.,

5% DAMPlNG, ONE SIGMA CUM. PROBABILITY) . . . . . . . . . . .av 4 DESIGN SPECTRA FOR EARTHQUAKES . . . . . . . ..

. . . . . .. . . . . i. ;

5 ELASTIC AND INELASTIC DESIGN SPECTRA 112 1321

[

.. 3 1.2 Gen =3ral Desion and Analysis Concepts When a structure or a piece of equipment or instrumentation is subjected to earthquake motions, its base or support tends to move with the ground on which it is supported or with the element on which it rests.

Since this motion i. relatively rapid, it causes stresses and deformations in the item considered. If this component is rigid, it moves with the motion of its base, and the dynamic forces acting on it are very nearly equal to those associated with the base accelerations. However, if the component is quite flexible, large relative motions or stroins can be induced in the component because of the differential motions between the masses of the component and its base. in order to survive the dynamic motions, the element must be strong enough as well as ductile enough to resist the forces and deformations imposed on it. The required strength and ductility are functions of stiffness or flexibility, among other things.

In assessing seismic effects it should be remembered that the seismic actions generally are in addition to those already existing, i.e., arising from dead load, live load, thermal effects, etc.

Unfortunately, the earthquake hazard for wnich an element or component should be designed is subject to a high degree of uncertainty.

In only a fer areas of the world are there relatively long periods of observations of strong earthquake motions. The effects on a structure,

- component, or element, depend not only on the earthquake motion to which it is subjected, but on the properties of the element itself. Among these properties, the most important are the energy absorption within it or at

~

interfaces betWeen the element and its support, either due to damoing or inelastic behavior, its period of vibration, and its strength or resistance.

f ff3

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advantages of carrying out the upgrading. Such studies also could be s helpful in deciding on the timing of the upgrading program since in many cases it may not be possible to carry out the entire retrofit construction progrca during one time period.

It is well known that upgrading and retrofitting constitute expensive operations when they can be accomplished at all. In many cases it is economically, if not physically, impossible to carry out significant seismic upgrading improvements. In those cases where it is possible economically it is desirable to take advantage of the latest concepts pertaining to development or seismic resistance. Thus in the evaluation of the existing facility, and ja the subsequent detailed design studies for physical upgrading of structural or mechanical systems, the authors believe it is possible (and desirable) to take into account the modest amount of nonlinear behavior that can be permitted in many portions cf such systems without significant decrease in the margin of safety against safe shutdown or containment. A number of other concepts (in the sense of applications to nuclear f acilities) are identified herein as well, including spectrum concepts for handling close-in versus distant earthquakes, and bounding of forces likely to be fel t by equipment.

Last, but by no means least, is the observation that the inherent seismic resistance of well designed and constructed systems is usually much greater than that commonly assumed, largely because nonlinear behavior is mobilized to limit the imposed forces and accompanying deformations. For s

such systems where the resistance is nondegrading for reasonable deformations the requirements for retrofitting may be nonexistent or at most minimal.

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5

11. SELECTION OF EARTHQUAKE HAZARD FOR REVIEW AND DESIGN 2.1 General Concepts The process of earthquake resistant review and design requires selection of earthquake hazards as well as estimates of structural strengths, either implicitly or explicitly, as an integral part of the review procedure.

Unless these determinations are made in a consistent manner, the final design may be ei ther grossly uneconomical or dangerously unsafe. Both sets of parameters are probabilis tic in nature al though, for convenience, many of the aspects of the determination of structural strength may reasonably be approximated as determinis tic. However, the earthquake motions themselves for which the design review is to be accomplished, or even the occurrence itself of an earthquake affecting the site, must be considered as probabilistic.

In the design of nuclear power plants under current criteria it is customary to provide resistance against two earthouakes: (1) a " maximum credible earthquake", which has only a small probability of occurrence during the lifetime of the plant, with a long return period for which the design is made at yield levels or limit strength conditions; and (2) ar earthquake having a much higher pret:bility of occurrence, with a return period shorter than that applicable in (1), of ten taken as half of the earthquake excitation defined in (1), for which the design is made at somewhat, lower allowable stresses and for somewhat different combinations of conditions. At present the Nuclear Regulatory Commission defines these earthquakes as the Safe Shutdown Earthquake (SSE) and the Operating Basis Earthquaxe (OBE) respectively.

As part of the review process for existing plants it is recomrended that a thorough investigation of the seismic hazard be made in accordance with hjh

. . . -~

4 1.3 Scoce of Report The report t ha t follows contains a discussion of those criteria and principles which it is believed would be of primary concern in a review of an existing nuclear facility. The aim in preparing :his summary has not beer, to discuss each topic in great depth but instead to place in perspective the points of engineering concern and to delineate the major items that should be considered in the review.

The text that follows begins with a general ciscussicn cf the earthquake hazard which should be used for the review. It is ou caiief that the seismic hazard should in general be re-evaluated for each existing plant with consideration of current NRC procedures. This section is fcilowed by a section on seismic motions to be used in upgrading, daraping s-d nergy absorption, soil-structure interaction, and a brief discussion c' .. a of dynamic analysis. Thereafter follows a discussion of s ec;#ic. .u . .-

which must be considered in detail in the review process inciaJir9 s,..

items as the material properties, load combinations, res ense scec:r-uplift, and response of equipment.

I The next section lists and discusses briefly a number cf tr2 ...

topics which may need consideration as a part of the review, i r.cl ua i ng fault motions, conduits, vaults and tanks, quality control and risk assessment. The report concludes with some observations on audici and systems summaries, specifically with reference to topics which shculd be examined as a part of the seismic review. ,

The material in the report is drawn in part frem material previously prepared by the authors, but has been supplemented with much additional material reflecting our lacest studies, understanding, and views particularly as they relate to review and upgrao:ng.

2 l}h e -

7 The geccetric standard deviation, c, designed as the ratio for the median plus one standard deviation value to the median value, was very nearly 2.0, indicating that the spread in the data was quite large.

For data from 214 San Fernando records, Donovan obtained a larger attenuation and a smaller spread in the data, corresponding to the relationship (applying to the magnitude for this earthquake of 6.4):

a = 21.5 g e6N2 (R + 25) .04 (2) where the geometric standard deviation was determined to be 1.6. This more rapid attenuation has been noted by others, and is consistent with the data reported in Ref. 2.

In all cases, reference to the figures will show that only very limited data existed for earthquakes closer than about 20 km to the hypocenter. The only defini tive study of close-in earthquake motion is that contained in Ref. 3, and the most recent interpretation pertaining to close-in effects on nuclear plants is contained in Amendment 50 and companion NRC studies for the Diablo Canyon Plant.

The second procedure for developing the earthquake hazard in a region is used when occurrence of earthcuake is not generally associated with surface faulting, or when insufficient data are available from records and observations. Under these conditions, relationships nave been developed for correlating ground motions, generally maximum velocities or maximum accelerations, to a qualitative measure of the intensity of motion, a s f(..

example that of the " Modified Mercalli intensity". Although these relations are not as readily subject to mathematical determination as the relations for ear thquake shock propagation, there are sufficient observations to 1321 117 o .

6 e

criteria and Standard Review Plans currently employed by the NRC. In turn this hazard should be used consistently in the review evaluation in order to permit valid comparison against criteria and design as might be found in newly designed plants. Such comparisons will be required as part of the decision process concerning upgrading.

2.2 Regional Motions, including Prooagation and Attenuation in general, two procedures are available to define the earthquaka hazard, in the first where there is an extensive history of earthquake activity and geologic and tectonic investigations are feasible, estimates can be made of the possible magnitude and the locat. ion of future earthquakes affecting a site. In many instances, such earthquakes will occur along well defined faults. One can then make estimates of the earthquake motion intensi ty propagated to the site, taking into account the experimental and observational data available for this purpose as described for example in detail in Refs. I and 2.

Donovan (Ref. 1) plotted data at various distances for accelerat'cas from 678 world earthquake records ranging in magnitude f rom less than 5 to greater than 8. He found a great deal of scatter, which ne was able to reduce somewhat by normalizing the data to the - ential of one-half the magnitude. He was able to show also that the probability distribution cf the data is logarithmic normal. For the median of the acceleration, a, measured in gravity units, g, Donovan derived a relation involving the hyperfocal range R, in Ln, measured f rom the earthquake focus to the point -

on the ground surface where the record was taken in terms of the Richter magnitude M, as given by the following equation:

0 a = 1.10 e .5M (R + 25)'I'3 (1) 1321 118

9 increases above Vill, however.

it is believed that the relationship between maximum ground veloc ity and MM Intensity is nearly independent of the properties of the soll, but the relationship between velocity and acceleration is slighcly soil dependent and there may be some dependence of soil properties on the relationship for acceleration stated above. Nevertheless, the observations of MM Intensity are most strongly influenced by building type rather than by soil properties when intensity is associated with building damage.

In other words, the soil type has implicitly been taken into account in the observation of damage or in the observational data leading to the MM Intensity reported.

2.3 Si te Amoli fica tion and Mod i f ica tion The regional motions that one derives from the methods described in the above must be modified to take account of the geologic and strato-graphic conditions pertaining to the site. Although there has been a great deal of study and research involved in this topic it must be considered still a controversial matter. Nevertheless, it is clear from observations that the type of soil or subsoil has a major influence on the motions that are recorded. In general, for the same earthquake, where the intensity is low (possibly maximum acceleration less tnan 0.2 g, where g is the accelera-tion of gravity) the measured accelerations are generally higner on sediments than on rock. However, when the acceleration is high (greater than 0.2 g),

then tne accelerations measured on rock appear to be higher than those on soil. In most instancet the measured velocities are nearly the same.

Studies of the nature of the motions on sites of dif ferent stiffnesses are b

8 permit useful probabilistic data to be obtained. Such data are summarice.

in Refs. 4 and 5 These data show even more scatter than those f rom acce!crat;cm, and distance from the focus. They are complicated cy the fact that the MM Intensity is a subjective measure in large part, and for higher 1,a s:ts of damage it depends to a great extent on type of building, properties cf building materials, foundation conditions and the like; for there rease.2.

for example, on. would expect some changes in damage assessment over scorr.,

of years as the quality of construction materials improved. Data frca quarry blasting indicatas that plaster cracking rarely begins at les: t t i.

0.5 in/sec maximum ground velocity and generally is quite prevalent for velocities greater than 2 in/sec. Finally, the observatioc, i. m;ce th-r in the El Centro earthquake of 1940, the maximum ground velocity sa: .:

14 in/sec, and the Modified Mercalli Intensity was reported as 13.

These and other data suggest that the median vaiue ci '. .x .i .

ground velocity can be inferred from the Modified Mercalli intensi- Lr using the relationship that the maximum ground velocity is apprcximate!y 8 in/sec for MM Vill and changes by a factor of 2 for each i. nit c.,anc2 :n

• MM Intensity below MM Vill, but increases aoove this levet .more slew'y.

It is believed that this relationship corresates well with obse.rva:iotis from all dynamic sources. By comparison of the acceieratics and velocicy with the relationship that a velocity of 48 in/sec corresponds to a 1 g -

maximum acceleration in competent soils, one obtains the result that for Modified Mercalli Intensity Vftl, the acceleration is 0.167 g end thaages by a factor of 2 with each unit drop in MM Intensity. These relatier. ships should drop off somewnat from the factor of 2 increate as the intensity 1321 120

11 by methods involving only the vertical propagation of a horizontal shear wave.

It is not entirely rational to depend only on calculational methods to modify earthquake motions from some deep layer or bedrock to the surface. It would seem desirable to base inferences about site intensity modification on actual observations of surface motions as well as on calculations until such a time as measurements of motion become available f rom actual earthquakes at various depths beneath the surface for a number of different foundation conditions.

In spite of the fact that there is such uncertainty, it is possible to assign values to the parameters of importance in assessing site effects based on the general nature of differences in motions that appear reasonable, however.

2.4 Vertical Motions Several recent statistical studies have been made of vertical and horizontal earthquake motions (Refs. 9 and 10). Although the scatter in results is quite great, it is our recommendation that the design motions in the vertical direction be taken as 2/3 of the value in the horizontal direction across the entire frequency rarige.

f f[f o

10 summarized in Refs. 6 and 7 in terms of the so-called " response spectra" applicable to the measured records at various sites.

Although analytical metnods have been proposed purporting to explain phencmena uch as those described in the references previously cited, in most cases these analyses consider a condition not representative of actual conditions. The principal assumption (that the earthquake motions consist of horizontal shear waves propagated vertically upward from scme base layer where the motions are defined) is contrary to observaticns.

For excmple, it is shown in Ref. 8, and it has long been considered, that for longer period motions, possibly where the periods are or.c secanu or longer, the motions are primarily due to surface waves such as RayleigS waves or Love waves. It is quite likely, however, that for coderate distances, beyond those corresponding to the depth of focus, surf ace savec have an important effect even for higher frequencies or shorter peri c motions, and more complex motions must be considered other than those cae

_to horizontal shears propagated vertically upward. Morecvar, the fact that vertical motions occur cannot be accounted for by the simple horizontai shear wave model .

Consicerations leading to variation in intensity of motion wi th depth beneath the surface are very complex. There are few data that directly relate surface motions to motions beneath the surface. The observational data for motions beneath the surface,. compared with surface motions, includes two or three small earthquakes in Japan. These and other limited data Indicate some reduction wi th depth of surface motion intensity, but 'or large motions or hi.jh intensities, they do not support the contentior, tnat ene can compute accarately variations in intensities of motion wi th depth 1321 122

13 the structure itself. Mc s t , if not all, of these parameters are subject to considerable uncertainty in their value. Because so many of the para-meters '. alved have probabilistic (rather than decenninistic) distributions, it is not proper to take each of them with a high degree of conservatism because the resulting combined degree of conservatism would then be unreasonable. At the same time it is- desirable to have an assured margin of safety in the combined design conditions. Hence, a choice must be made as to the parameters which will be taken with large margins of safety and those which will be taken with more reasonable values closer to the mean or expected values of the parameters.

The relation between magnitude of energy release in an earthquake and the maximum ground motion is very complex. There are some reasons for inferring that the maximum accelerations are, for example, nearly the same for all magnitudes of relatively shal!ow earthquakes for points near the focus or epicenter. However, for larger magnitudes, the values do not drop of f so rapidly with distance from the epicenter, and the duration of shaking is longer. Consequently, the statistical mean or expected values of ground motions show a relationship increasing with magnitude, although not in a linear manner.

3.2 Design Seismic Motion

~

In selecting the earthquake ha:2rds for use in design or review, the general concept used for the DBE, as discussed earlier, is that the earthquake magnitude selected should be at least as large as those that have occurred in the past, and these earthquakes are generally considered to hav'e equal probabilities of occurring at any point within regions of similar or closely related geologic character. In particular, the fl}

12 Ill. DESIGN SEISMIC LOADINGS 3.1 Actual versus Effective Earthcuake Motions Although peak values of ground motion may be assigned to the various magnitudes of earthquake, especially in the vicinity of.the cu-fcce expression of a fault or at the epicenter, these motions are in gener.si considerably greater than smaller motions which occur many more times ;n an earthquake. Design earthquake response spectra are basac on "e##ective" values of the acceleration, velocity and displacement, which occur severa' times during the earthquake, rather than isolated peak values of :4.s;..: sessi reading. The effective earthqaake hazards selected for determining casign spectra may be as little as one-half the expected isolateo peak i r. s '. . u. i - ;

readings for near earthquakes, ranging up to the latter values for d ?. '.u -

earthquakes.

Design response spectra determined f rom these parameters .:ca take into account the various energy absorption mecnanisms. both in the ground and in the element, including radiation of energy into lne gram .

f rom the r esponding sys tem. ,

in the design of any system to resist seismic exci ta tion, as discussed earlier herein, there are a number of parameters and ces;;n considerations that must be taken into account. Among these are the magnitude of the earthquake for which the design is to be mace, the distance of the facility from the focus or fault, the parameters governing attenuation of motions with distance from the focus or epicenter. the soil or rock conditions as well as the general geologic conditiens in the vicinity, and the parameters governing the response of the facility or i??1 i24

15 IV. 50ll-STRUCTURE INTERACTION When a structure is founded within or on a base of soil and/or rock, it interacts with its foundation. The forces transmitted to the strur.ture and the feedback to the foundation are complex in nature, and modify the free-field motions. Methods for dealing with soil-structure interaction have been proposed by a number of writers. These methods involve: (1) procedures similar to those applicable to a rigid block on an elastic half space; (2) finite element or finite dif ference procedures corresponding to various forcing functions acting on the combined structure-soil complex; (3) substructure modelling techniques which may or may not include use of the direct finite element method. Sunnaries of some of the factors and uncertainties af fecting these calculations are given in Refs.

11 through 15 More advanced techniques are under development at a number of institutions, but all methods have yet to be tested and therefore conservative interpretation of the results of analysis is required.

However one makes the calculation, one determines a fundamental frequency and higher frequencies of the soil sysr- which interacts with the structure, and .ef fective damping parameters for the soil system taking into account radiation and material damping. Both of these quantities are necessary in order to obtain rational results. Procedures that emphasize s e but not the other cannot give a proper type of interaction.

in general, consideration must be given to the influence of local so'il and geologic conditions as affecting the site ground motions, both in terms of intensity and frequency content. Soft soil conditions, for example, may preclude the development of high accelerations or i25

14 estimates of motion considered are those appropriate for competent materials at or near the ground surface, including rock or competent consolidated sediments at or near the irface. It is fairly well recognized now that the predominant part of strong earthquake ground motion generated by a near shallow earthquake energy release, is represented by surface waves. In general, these are propagated in a manner consistent with the properties of the material et a depth considerably beneath the surface and are not affected to a large extent by the surface properties tFsmselves.

The design values of motion normally are based on the assumption that the same values are applicable in a particular zone for all competent soils, in summary, the maximum ground motion values to be used for review and upgrading may be considerably less than the isolated peak values of motion (as measured by instruments) that correspond to the magnitudes of earth-quakes that might be assigned to the zones.

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17 V. DAMPING AND ENERGY ABSORPTION 5.1 Imolications of Damage or collaose in considering the response of a structure to seismic motions, ore must take account of the implications of various levels of damage, short of collapse, of the structure. Some elements of nuclear power plants must remain elastic or nearly elastic in order to perform their allocated safety function. In many instances, however, a purely linear elastic analysis may be unreasonably conservative when one considers that, even up to tha near yield point range, there are nonlinearities of sufficient amount to reduce required design force levels considerably. This is discussed in more detail later herein in Section 7 dealing with review and retrofit design procedures.

A discussion of the design requirements for various items of nuclear power plants wher.?in nonlinear behavior is permitted, is given in Ref. 16, in the tabula * - - ;ign classes in that reference. Similar considerations are c: - -

' 1, -taining to the Trans-Alaska Oil Pipeline, where se . . ..t.

. .s e .

A in defining the requirements to resist damage "- . ,2- , , . -

o! -

. ,f.*m. An application of these conce:n : ..e:- ~1 m :.  ; , m .n c .w. i l later in this report.

5.2 Darr: -.

Eep . :. . . ; . e- t e c-i . . . .: . e c...a ,, ,r. p c .v, .. o f 2 r ;c :u re ;

to .*L.-  : . . . v. 'd ' ./ F4 J . i. io,. . 6.co . ep i c nc e il anal. sis.

t: . ~ . - ' - f. :s . -ei a, ;i2. '.- I t.' , vi ou. .i aature i/rlicit- de; rda 1t)

- , . g.f . -,; - '* . , 'l

' '., . g .; p y/ .* L. < t, - l ,- -,,-

-; nac r ec.. Ou;,erva t ' 1

\ 0 Q 0

. 1321 127

16 velocities within the foundation materials. Consideration must also be given to the development of unstable conditions such as soil l iq ue f ac ti cn ,

slope ins tabili ty, or excessive set tlements. Further, because of the ncn.re of formation of soll deposits and their lack of uniformity i n scme s i te n i nr. ,

in order to carry out meaningful calculations it may be desirable tc ec... Vr the determination of in-situ properties; in such cases the methocs of sc nli..;

and testing used to infer these properties reed carcful consiierat.Un, Because of the variations in prope-ties and the difficui ty of datermining them accurately, some degree of variation in ene basic parameters nc. _r e calculations should be taken into account.

Finally, the method of calculation used should avoid as .20:- >

possible the introduction of spurious results arising from the calcu'- ..r..-

technique. For example, it is of ten necessary to avoid " reflect:ag" -

"hard" bounda ries where these do not actually exis t. _

This entire topic is one that requi res the most care fui ccns i e ra-tion, and addi tional research and study over :ne next de : ace proenri, .i be necessary before definitive recommendations on soil-structure i n ;a . ,. . ,

i can be developed. In the interim for review and upgrading, it . s e c w..:.~.9 t.

that great care be taken in assessir.g the need for such analyus. Ca re" .

Judgment as to the meaning of the results, in the light o f i.he cyrmer. : ;

given herein, is required. Reliance on any single method is to b.i a"oided- .

1321 128

$0Q$ Okb

19 the structure (or area under the resistance-displacement curve) at the effective elastic limit and at the maximum useful displacement must be the same for the effective curve as for the actual relationship at these two d i s p lac ements . For the system shown in Fig. 1, the definition of the ductility factor, u, is shown in Fig. 2.

Ductility levels for use in normal design may range from as low as 1.0 to 1.3, or nearly clastic, to more than 5, wher. a great deal of energy can be absorbed in inclastic deformation. It is expected that similar values should be applicable in the review design process.

Ductility levels for use in design are discussed in detail in Refs. 16 and 17, and in cosiderable detail in Section 7 of this report.

2f f2h

18 and .,easurement but show a fairly wide spread. For conservatism, damping celues for use in design of nuclear plant systems are generally taken at tower levels than tne mean or average estimated values.

Damping is usually considered as a proportion or percentage of the critical damping value, wnich is defined as that damping in a syste' hich would prevent oscillation for an initial disturbance not continuing tnrcugh the motion. Levels of damping, as summarized from a variety of

,ources, are given in Refs. 18-20. For convenience, the damping associated with particular structural types and materials as mcdified slightly fron hef. 21.is given herein in Table 1. The lower levels of the pair of value.

given for each item are considered to be nearly lower bounds, and are therefore highly conservative; the upper levels are considered to be a/erage or slightly above average values, and probably are the values that s hc.. : o be used in design when moderately conservative estimates are made of the other parameters entering into the design criteria. A recent detailed study of damping has been canpleted as a part of the Diablo Canyon Unir.s i and 2 Review (Amendment 50) and should be considered along with other cru.)

wner setting up review criteria.

5.3 Ductility Energy absorption in the inelastic range is commonly handled through use of the so-called " ductility factor". The ductility factor is the ratic of the maximum useful (or design) displacement of i. structure to the " effective" elastic limit displacement, she latter being de.termined not from the actual resistance-displacement curve but from an equivalent alastr-plastic function. This equivalence requires that the energy absorbec in

\bL

21 Let us now consider the case in which the simple oscillator of Fig. I deforms inelastically as in Fig. 2. It is convenient to use an elasto-plastic resistance displacement relation because one can draw response spectra for such a relation in generally the same way as spectra are drawn for elastic conditions. In Fig. 4 there are shown the two types of spectra corresponding to the elastic spectrum of Fig. 3 Here tua symbols D, V, A refer to the bounds of the elastic spectrum, the symbols D', V', A' to the bounds of the elasto plastic spectrum for acceleration, and the symbols 0, V, A", A' to the bounds for the elasto plastic spectrum for displacement. The symbol A refers to the maxirr.um g;ound acceleration.

The method of constructing the inelastic spectra is described later in this report.

6.2 Use of Response Spectra for Multi-Degree-of-Freedom Systems --

Model Analysis For multi-degree-of-freedom systems, the concept of the response spectrum can also be used in most cases, although the use of the inelastic response spectrum is only approximately valid as a design procedure. For a system with a number of masses at nodes in a flexible framework, the equation of motion can be written in matrix form as follows:

MU + CU + Ku = -M(y){1} (5) where the quality in brackets represents a unit vector. The mass matrix M is usually diagonal, but in all cases both M and the stiffness matrix K are symmetrical. When the damping matrix C satisfies certain conditions, the simplest of which is when it is a linear combination of M and K, then the systems nas normal moces of vibration, with modal displacement vectors u.

f

20 VI. METHODS OF DYNAMIC ANALYSIS 6.I Resocnse Soectrum The concepts of the response spectrum and its use in dynamic analysis are discussed in detail in many books and articles, including Refs. 17 through 20, and 22. The response spectrum is defined as a graphical relationship of maximum response of a single-degree-of-facedcA elastic system with damping to dynamic motion (or forces). The mcst usu; measures of response are maximum displacement, 0, which is a measure of we strain in the spring element of the system, maximum pseudo relative ve:" :v, V, which is a measure of the energy absorption in the spring of the system, and maximum pseudo acceleration, A, which is a measure of the maxirum fcc.:

in the spring of the system. Although actual response spectra for car: -

quake motions are quite irregular, they have the general shape of a t J.. c or tent: a simplified spectrum is shown in Fig. 3, plotted on a Iccar s .

tripartite graph, and modified so that tne various regions of tne spet..

are smoothed to straight line portions. On the same grapn ara s.iew.)

• maximum ground motion components, and the figure therefore indicates t'<

ampiifications of maximum ground motions for the various parts or the s pec t rum.

At any frequency, f, the relations between the values of :p, .

and Af are defined as follows:

(3)

V7=w07 Af=wV7 = w' Dg (C where w is the circular natural frequency, 2nf.

23 calculation. In general, however, there is no real advantage in using a time history as compared with a response spectrum approach for multi-degree-of-freedom systems, unless one is faced with an actual deterministic input.

Another form of time history analysis sometimes employed involves modal analysis concepts in the sense of identifying the eigenvectors and eigenvalue*, exciting each of the significant modes by the time history and summing the weighted modal values of stress, displacement, etc. as a function of time. This method is cumbersome, obviously must make use of a computer because of the extensive calculations required, and is not used widely.

It has been common to use time history analysis techniques to generate floor response spectra, especially at upper floor locations in nuclear power plants. Techniques currently exist for estimating the peak values of response at such locations (Ref. 23) and additional research studias currently underway at the University of Illinois are intended to lead to improved techniques for estimating floor response spectra by employing modal analysis with response spectrum techniques. In any case the handling of floor response at multiple attachment locations, by whatever technique, is extremely difficult and requires exercise of judgment; in such cases one principal concern is that of adequately providing for relative displacement.

22 When the modes and frequencies of the system are obtained, the modal responses are determined for each mode considering the " participation" f actors, c , for each mode to be defined as follows:

T u"M(1}

c = (6) u Mu if the particular quantity desired -- say the stress at a particula.

point, the relative displacement between two reference points, or any other effect -- is designated by a, then the modal values of anare determined for each mode and combined by use of the relations:

a < I Ic a 0 (7) max n Innn a prob = E (cnnn a0) (8) n For inelastic response, the quantities to be used are O', V', or A' f rcm calculations such as those leading to Fig. 4. Equation (7) gives an upper bound to the value of c, and Eq. (8) the most probable or expectac value.

6.3 Time History Analysis Alternatively one may make a calculation of response by considering

~

the motioris to be applied and the responses computed using a step-by-step numerical dynamic analysis. This implies a deterministic approach since a deterninistic time. history is involved. By use of several time h* stories independently considered, one can arrive at average or conservative upper bounds of response, at the expense of a considerably increased amount of 1321 134

25 normal distribution. The amplification factors are functions of damping.

Equations for the amplification factors for the log normal distribution, for both the median or 50 percentile cumulative probability level and the one Sigma or 84.1 percent cumulative probability level, are shown in Table 2. Speci fic numerical values for a range of damping values f rom 0.5 percent critical to 20 percent critical for the two probability levels are tabulated separately in Table 3 for acceleration, velocity., and displacement sensitive regions of the response spectrum as shown in Fig. 3 In determining the ground motions for use with Fig. 3, it is recommended that, lacking other information, for competent soil conditions a v/a ratio of 48 in/sec/g be used and for rock a v/a ratio of 36 in/sec/g be used. Also to ensure that the spectrum represents an adequate band (frequency) width to accommodate a possible range of earthquakes it is recommended that ad/v2 be taken equal to about 6.0. In the above a, v and d are the maximum values of ground motion (acceleration (in/sec ), velocity (in/sec), and displacement (in), respectively).

With these values one can determine for a given earthquake the smoothed elastic response spectrum for a particular value of damping and a given probability level.

7.3 Effects of Size and Weight of Structure There is a good basis for recognizing that a large and heavy structure responds to motions in the soll or rock supporting it in a manner different from that of a light and small support for a recording accelerometer. Crude analytical studies suggest that high frequency 1321 135

24 Vll. REVIEW ANALYSIS AND DESIGN PROCEDURES 7.1 General Considerations in undertaking review seismic analyses of an existing nuclear plant, preparatory to carrying out upgrade design studies, it is assumed that the general approach outlined in Section 1 of this report would be followed. As a pare, of the revie.v process it is important to ascertain th*

nominal properties of the materials in the elements under cons;dera: ion; i t:

some cases it may be necessary to carry out tests to determine these proper-ties, especially i f aging, corrosion or other ef fects could have af fecte i the properties.

The load combinations that should be considered in the rev ew 7 should be those for which the upgrade is to be made, and shculd includ-consideration of current Nqclear Regulatory Commission guidelines.

In other respects it is assumed that the general loadings ano safety provisions of the current NRC standards would apply wi thir the frameworA of the procedures and criteria given in this report.

7.2 Modified Resoonse Soectra Modified response spectra represe-ting average (or sar.c probi : !it-above the mean) conditions for earthquake motiens are discussed in var oc books and papers, including Refs. 16-23 In general it.has been shcun thac a response spectrum for a particular cumulative probability level can be derived f rom statistical studies of actual earthquakes, most conveniently as a set of ampli fication factors applied to the maximum cor.:portats c-ground motion, as implied in Fig. 3 The probability function whicn best describes the range of values is one that corresponds to a logarithmic h

y availaele in the literature (for example, Refs. 24 and 25) .

7.4 Effects of inelastic Action The effects on the response of a structure deforming into the inelastic range have been described and/or summarized in Refs. 16 through 22.

In general, for small excursicos into the inelastic range, when the latter is considered to be approximated by an elasto-plastic resistance curve, the response spectrum is decreased generally by a factor which is one over the ductility factor. I f the ductility factor is defined by the symbol u then the reduction for the two lef t-hand portions of the elastic response spectrum shown in Figs. 3 and 4 (to the lef t of the frequency of about 2 hertz) is reduced by the factor 1/u for acceleration, and by the factor of IN2u - 1 in the constant acceleration portion to the right, roughly between frequencies of 2 and 8 hertz. There is no reduction beyond about 33 hertz.

With this concept, one can arrive at design spectra that take account of inelastic action even in the small range of inelastic behavior.

7.5 Seismic Desian Classification Because of the major influence that the ductility factor has on the design spectrum, some guidance is needed with regard to the appropriate choice of ductility factors to be used even for vital elements and components in a nuclear reactor facility. Observations of the performance of structures in earthquakes, interpretation of laboratory tests, including those on earthquake simulators and shake tables, observations of damage to structures 1321 137

26 motions are not transmitted as ef fectively to the foundation of a structure, and therefore to the structure itself, as lower frequency motions. ibis may be ascribed to several factors, the most important of which are probably the facts that: (1) the earthquake motion is a wave motion, the higher frequency components of which may be shorter than the length or width of the responding structure; and (2) there is a loss of energy in the high frequency range, not accounted for in the analysis, that comes from possible relative motions between the base and the foundation. These observations are corroborated by the response of the Hollywood Parking Lot and the Hollywood Storage Building in Los Angeles, which are adjacent to one another, in which in the first case the instrument is mounted in the so-called " free field" and the other in the basement of the structure. The Response Spectra and the Fourier Spectra are practically identical for frequencies lower than about I to 2 hertz, but dif fer markedly, by as much as a f actor of 2 to 3, for frequencies higher than about 3 to 4 hertz.

For these reasons, it is considered that high intensity earthquake motions, and especially those arising f rom near field sources, have much less influence on structural response and damage produced by this response than do earthquakes having a more distant source, where the major motions are in frequency ranges to which the structure can respond effectively as a unit. This is a justification that is often used for discounting high intensities of acceleration that are measured or inferred, as compared wi th those used in the development of design spectra. It is our belief that this type of soil-structure interaction should be taken into account in arriving at design spectra for facilities with large foundations, as for example nuclear plants. Procedures for making such modifications are 1321 138

29 reductions described in Section 7.5, one ousains the design spectrum for acceleration or force by the curve D'V' A' A ' '" ' ***" Y

• O curve OVA"A'f, which represents the total displacement and not the elastic component of displacement, for the elasto-plastic resistance curve. A specific example of the design spectrum which includes all of the quantities described in the report, for a peak ground acceleration of about 0.16 g, 5 percent of critical damping and a ductility factor of 3 is presented in Fig. 5.

7.7 Combined Effects of Horizontal and Vertical Excitation in the real world, earthquake motions occur as random motions in horizontal and vertical directions. In other words, a structure is subjected to components of motion in each of two perpendicular horizontal directions and the vertical direction, and one might also consider three components of rotational motion corresponding to a foundation twist about a vertical axis and two rocking motions about the horizontal axes. These ground motions have, apparently, statistical independence. Consequently, if one uses time histories of motion one must either use actual eartnquake records or rr.Jify them in such a way as to maintain tne same degree of nearly statistical independence as in actual records. Consequently, for time histories that involve inelastic behavior, it is an oversimplification to consider each of the components of motion independently since they all occur at the same time in general. However, there is only a small probability of the maximum responses occurring simultaneously and methods have been derived for handling problems such as this as described next.

For design one must consider the combined effects of motion in various directions. # though this can be done in various ways depending 1321 139

28 and structural models in nuclear tests, including damage both from air blast and ground shock, as well as system safety, all are pertinent factors in arriving at a Judgment as to the appropriate ductility factor to be wied in review analyses and upgrade design.

In order to provide guidance, taking into account the facters described above, a seismic design classification is suggested in Table 4.

It involves a designation of the seismic design class and a descr*ption M those items that should be assigned to that class. For each class, a range of ductility factors is given. Obviously appropriate damoing values a!se must be chosen for use in evaluating the seismic adequacy of the systems under study. It is believed that even the upper limit of the range shov.n in Table 4 would be adequately conservative for all items in tha class, h t one may choose, for greater conservatism, to use a lower value. Clas m -

1, and 11 might be considered as applicable to various types of nuc! ar ree: tor eler ents, components, or facilities; Class li t would ger.erall y'-

considered to fall into the range of ordinary structures which can be designed by current or proposed somewhat modified sei smic design speci fi-cations and codes used for buildings.

7.6 Design Spectra Using the concepts described above, the design sp,ectru- fo.'

earthquake motions can be drawn as shown herein in Fig. 4 generallv. The response spectrum indicated by the line DVAA 0 I" 9' ' " * #5

~

resoonse spectrum obtained from Fig. 3, using tne prooabili ty levels.

damping values and amplification factors, appropriate to the particuiu exci ta tion and structu ral componer.t. From this, by use of the ductility

s 31 a greater scress ce one side of the structure than on the other, and the outer walls and columns will in general be subjected to larger deformations and forces than would be the case if the structure were considered to deform uniformly.

Recently new techniques for estimating torsion arising from ground motion have been studied and reported in the literature (Ref. 25) but it is not clear at this moment that such treatment involving a systematic plane wave is justifiable; in some cases, especially in large buildings, it leads to values which are higher than appear reasonable. In the interim it is our recommendation that current code provisions for " accidental" torsion be employed.

In estimating overturning effects one commonly computes the shears and moments throughout the structure and computes the " overturning" moment at each elevation and at the base. These moment forces give rise to *ensions and compressions in the columns and walls of the structure, and cause tilting of the base consistent with the foundation compliance. In some cases this tilting can lead to partial uplift on one edge of the base and can lead to overloading of the foundation materials.

7.9 Resoonse of Eauioment and Attachments Many important parts of a nuclear power plant facility are attached to the principal parts of the structure and respond in a manner determined by the structural response rather than by the general ground motion to which the structure is subjected. This matter involves a good deal of difficulty in analysis, but appropriate calculational techniques are available. Some of h

1321 14I

a. .

30 upon the method of analysis used, it is reasonable to use the response spectrum appr;;d. even for the multi-degree-of-freedom systems, to arrive separately at the responses in the individual directions, and then to combine the effects in general by taking the square root of the sums of the squares of the individual effects for stress or motion at a particular r

point in a particular direction for the various components of motion consice'ed. it is conservative, simpler, and much more readily defined and calculated to take the combined effects as 100 percent of the effects due to motion in one particular direction and 40 percent of the ef fects corresponding to the two directions of motion at right angles to the principal motion considered. It is this combination that is recommended for general use, especially in nuclear power plant design.

7.8 Unsymmetrical structures, Torsion, Overturning and uolif t Consideration should be given to the ef fects of torsion on unsymmetrical structures, and even on symmetrical structures where torsion may arise accidentally, because of various reasons, including lack of homogeneity of the structures, or the wave motions developed in earthquakes.

So-called " calculated" torsion in the structure proper arising from noncoincident centers of mass and rigidity should be handled in the customary manner. The accidental eccentricities of the horizontal forces prescribed by current codes require that 5 percent of the width of the .

structure in the direction of the earthquake motion considered be used as an accidental eccentrici ty. The stresses arising from the actual eccentricity should be combined with those arising from the accidental eccentricity in all cases. The ef fect of eccentricity is to produce

\b

. p 33 E=u n

Mu n n (10) in which M is the mass matrix and u the modal displacement vector (for either the equipment or the structure) normalized to a unit participation factor for either system alone.

It is to be noted that even a mass ratio for equipment to structure of 0.0001 corresponds to an equivalent added damping factor of 0.01 or 1 percent and a mass ratio of 0.001 to an added factor of about 3.2 percent.

As described earlier in this report, a commonly employed technique for handling equipment response is that of the so-called floor-response or in-structure response spectrum. The use of this technique involves considerable judgment in assessing the reasonableness of the peak response values and the frequency bandwidth of applicability. Multiple connections are even more troublesome to handle, irrespective of the technique employed.

In any event, however the motions are estimated, the analyst or designer must pay particular attention to tie-down details and to connecting elements which can undergo or must sustain relative motion.

1321 143

s . .

32 these are described in Ref. 23, where a suitable design simplification is involved in which the response of the attachment is related to the modal response of the structure. This response is af fected by the relative mass of the attachment and the structure. Where this relative mass is infini-tesical, the response is affected primarily by the damping of the structure and the quipment, but as the relative mass becomes fini te, even though small, an ef fective relative damping is involved which is related to the square root of the equipment to structure effective mass ratio.

The studies reported in Ref. 23, and more recent unpublished research, indicate that in general the maximum response of a light equipment mass attached to a structure, even when the equipment mass is tuned to the same frequency as the structure, will not exceed the basic respense spectru to which the structure responds multiplied by an amplification factor, A*,

defined conservatively as follows:

AF = (M S, + S 3 + /7 in which S, = proportion of critical damping for equipment 3, = proportion of cri tical damping for structure y = ratio of generalized mass of equipment to generalized mass et structure, when the mode displacement vectors for both the equipment and structure are taken so as to have unit participa-tion factors, defined by use of Eq. (6)

The generalized mass for the nth inode E , is defined for cither the equipment or the structure as:

1321 144

. o 35 the terms " secondary" and " primary" referring to definitions as given in current codes. This matter deserves further study.

8.3 Underground Conduits and Piping important components of nuclear reactors of ten involve underground tunnels or other conduits and piping. In general these may have to deform in a manner consistent with the deformation or strains in the soil or. rock medium i tself, and do not respond in a way anticipated by tne so-called response spectrum approach or other structural analysis approach. Methods of handling this problem are described in some detail in Refs. 23, 26 and 27 and have been used as design criteria for underground piping systems.

In that reference, based on the assumption that over short distances the earthquake motions propagate as a wave with a velocity of transmission c, it was shown that the maximum longitudinal strain c in a buried conduit or pipe, except near a surface break or fault, is given by the relations:

For " compression waves" in the ground e

m

• V /C m p (li) and for " shear waves" c,= v,/2c s (12) in which v, = maximum ground veloci ty c = compression wave transmission velocity in medium p

c, = shear wave transmission velocity in medium However, the values of c and c, snould not be taken as the very small values 1321 145

34 Vill, SPECIAL TOPICS 3.1 Fault Motions Major fault motions may occur in large magnitude earthquakes of the order of as much as 6 to 8 meters in relative motion between ,the two sides of the fault. Such motions are virtually impossible to design against.

However, small fault motions or motions across subsidiary faults, or fault motions for small magnitude earthquakes, may range from a few centimeters to a meter or so. For these it is possible to provide resistance to the relative motions by sone means of isolation of the structure. Some methods of doing this were described in Ref.18. More recent studies and recommenda-tions pertaining to pipelines and other buried facilities are given in Refs. 26 and 27.

8.2 Relative Motions

• Relative motions between different parts of a facility or between different elements in a strucrure of ten have to be considered in design.

Because of the fact that elements and separate items may respond in such a way that, even though they have the same period of vibration and the same general response characteristics, they may become out of phase in their motions, the design relative motion generally has to be taken as the sum of the absolute values of the maximum motions of the two components involved.

More details on this topic are contained in Ref. 23 Another observation of interest in this connection is that for some elements undergoing restricted motion, as for example buriec piping, it is possible under certain circumstances that the relative seismic motion 4

stressing may be " secondary" in character as opposed to a " primary", wi th 1321 146

. - r 37 the properties of the tank materials with respect to their ability to withstano seismic motion without leaking.

8.5 Equipment Qualification An important element of the review of existing nuclear facilities involve, the seismic adequacy of the critical controls and equipment. This is an area in which improved techniques and practices have been developed with regularity. It is cunceivable that some of the items of equipment in the ext s ting f acil

• ty which were not evaluated during an earlier design era may indeed be of a type which has been evaluated in ensuing years and this infornation should be obtained if at all possible. In many cases based on recent testing and analysis experience it is possible to make judgments about the adequacy of certain types and classes of equipment. Insofar as possi5Ie it is recommended that the equipment qualification be carried cut in accordance with Standard 344-75 of IEEE and the accompanying standards wnich relate to general qualification requirements. in many cases it is conceivable that the equipment itself will have adequate resistance for the seismic hazard involved and that additional resistance of the system can be developed through the adding of additional anchorage, bracing or other renedia l measures.

In the case of new equipment which is installed as a part of the redesign and upgrading, we call particular attention to a recent systemat;c program of equipment evaluation that was carried on for the trans-Alaska pipeline as described in detail in Ref. 31. This particular pr og ram involved one of the most systematic and well documented studies of this a1 type known to the authors.

1321 147

s ' .

36 that might occur near the surface in sof t soil, because the wave transmission velocity is affected primarily by the stiffer deep strata.

The strains in a pipe due to changes in curvature in the ground are discussed in Refs. 23, 26 and 27. They are generally small enough to be neglected.

8.4 Tanks and Vaults Analysis and design procedures for acovegrouno tants an: vaults nave been based over the years primarily on the work by Housesr, especially as summarized in Ref. 28. These precedures have provided a reasonabi /

satisfactory basis for design over the years. More recently several najor studies have been underway, particularly with reference to petrole.:n 3:gra; facilities; the studies noted are those involving experimental testing u well as analysis under the direction of R. Clough at the University of California at Berkeley and theoretic 31 studies by A. S. Velatsos at Ri".e University in Houston. It is expected that these studies will lead to na-guidelines for tank design in the near future. The ancnoraga requirer .:: s for tanks are now fairly standard and would need review as would c:nm .. r..,

piping.

In the case of buried tanks or vaults the proel m .- .- .li, different in that the tanks will move and deform with the 7Poun- ); a function of the compliance between the tank and ground. Again it . ; a-interaction problem. To some degree but not entirely, the strain in a tank or vault can be inferred from the strains in the ground ( 3 e c. Sectico 9.'I.

Of particular concern in review of existing plants would be tants buriet for some period of time wnere corrosion or other aging effects could degrade 1321 148

$~fU)? } anv plLr o

. . i 39 levels of risk and struccural or component resistance before risk analysis can be used as a sole basis for decision as to redesign or upgrading requirements. Such studies are underway now, both for seismic hazard and for dynamic response.

Use of probability concepts is almost necessary, however, to define appropriate levels of damping, energy aosorption capability or ductility, and fragility levels of components and equipment, since selec'.n a of all these parameters at extreme or bounding values would lead to unreasonable, or almost i rrationai, seismic design requirements that would.

introduce dangers f rom overstif f and/or brittle behavior mechanisms that would be more serious in terms of safety considerations.

1321 149 i.

s - .

38 8.6 Ouality Control and Details of Construction items which do not lend themselves readily to analytical consideration may have an important effect on the response of structures and facilities to earthquake motions and must be considered in the design.

Among these items are such matters as the details and material properties of the elements and components, and the inspection and control of quality in the construction procedure. The details of connections of the structure to its support or foundations, as well as of the various elements or items within the structure or component, are of major importance. Failures often occur at connections and joints because of inadequacy of these to carry the forces to which they are subjected under dynamic conditions. Inadequacies in properties of material can of ten be encountered, leading to brittle f racture where sufficient energy cannot be absorbed, even though energy absorption may have been counted on in the design and may be available under sta tic loading condi tions. Some of the aspects of these topics are considered in detail in Refs. 28 and 30 for reinforced concrete. similar concepts must be followed, however, for other construction materials as well .

The review must include examination of details of construction, fastening, and actual material properties to be sure that the resistance available is adequate to meet the demands of the upgraded design requi ren.cr.ts.

8.7 Probability Concepts Although probability concepts are not generally used in the design of new reactors, it is likely that they can be used in considering the appropriate level of upgrading and retrofit to bring an older reactor to acceptable safety levels. However, studies are required to define acceptacle 1321 15J

. - i 43 REFERENCES

1. Donovan, N. C., "A Statistical Evaluation of Strong Motion Data including the February 9, 1971 San Fernando Earthquake," Prcceedings Fifth World Conference on Earthouake Engineering (Rome), Vol . I, 197% pp. 1252-1261.

2. Schnabel, P. B. and H. B. Seed, " Accelerations in Rock for Earthquake in the Western United States," Bulletin Seismological Society of America (USA), Vol. 63, No. 2, 1973, pp. 501-516.

3 Page, R. A., D. M. Boore, W. B. Joyner and H. W. Coulter, " Ground Motion Values for Use in the Seismic Gesign of the Trans-Alaskan Pipeline System," U.S.G.S. Survey Circular 572, 1972, 23 p.

4. Ambraseys, N. N., " Dynamics and Response of Foundation Materials in Epicentral Regions of Strong Earthquakes," Proceedings Fifth World Conference on Earthcuake Engineering (Rome) , Vol . 1, 1974, pp. CXXVI-CXLVill.

5 Trifunac, M. D. and A. G. Brady, "On the Correlation of Seismic Intensity Scales for the Peaks of Recorded Strong Ground Motion," Bulletin Seismological Society of America (USA), Vol . 65, No. 1, 1975, pp. 139-162.

6. Seed, H. 3. , C. Ugas and J. Lysmer "Si te Dependent Spectra for Earthquake-Resistant Design," Earthouake Engineering Research Center (Berkeley, California), Report No. EERC74-12,1974, 17 p.

7 Mohraz, B., "A Study of Earthquake Response Spectra for Different Geological Conditions," institute of Technology, Southern Methodist U.liversity (Dallas, Texas), 1975, 43 p.

8. Hanks, T. C., " Strong Ground Motion of the San Fernando, California, Ea r thquake: Ground Displacements," Bulletin Seismological Society of Amer ica (USA) , Vol . 65, No. I, 1975, pp. 193-226.

9 Newmark, N. M., W. J. Hall and B. Mohraz, "A Study of Vertical a.*d Horizontal Earthquake Spectra," Directorate of Licensing, U.S. Atsynic Energy Consnission, Report WASH-1255, April 1973,151 p.

10. Hall, W. J. , B. Mohraz and N. M. Newnark, "S ta t i s t ical. S tud ies of Vertical and Horizontal Earthquake Spectra," prepared for U.S. Nuclear Regulatory Commission, Report NUREG-0003, Jan. 1976, 128 p.

11. Idriss, l . M. , Chairman, " Analyses for Soil-Structure Interaction Ef fects for Nuclear Power Plants," Report by Ad Hoc Group on Soil-Structure Interaction, Structural Division, American Society of Civil Engineers, Draft, 5 December 1975

12. E. D' Appolonia Consul ting Wineers, Inc. , " Soil-Structure Interation for Nuclear Power Plants," Repoct DAP-TOP 1. May 1975.

1321 151

s * .

40 IX.

SUMMARY

REVIEW AND REPORTING 9.1 Audit Procedure and Systems Summary As described in Section 1 of this report a major portion of the review and analysis procedure for an operating nuclear plant involves making an audit of the status of the existing equipment structures, elements, sad other critical items. The audit should include many things, namely a listing of those items and systems considered critical, the documentation that exists with regard to them, and the methods used in the analysis of the items. Also it should include any factual details that exist with regard to the stress analysis, selection of support and resisting systems, and specifically any information that exists with regard to the amount of the stress and deforma-tion which could be attributed to the seismic hazard for which the pla : uss designed. This latter item will provide some insight, even in the light c' the methods of analysis used at the time, of the probable significanca vf the seismic effects upon the items of consideration.

A thorough and useful audit involves a large amount of time ano painstaking effort but is an absolute necessity if documentation and justification of the existing facilities are required as a part of the upgrading procedure, which would be expected.

D"*D ~

}32l }$2 oo oj ,1 ,

43 25 Whitley, J. R., J. R. Morgan, W. J. Hall and N. M. Newmark, " Base Response Arising from Free-Field Motions," Transactions 4th SMiRT Conference, ao per K2/15, Vol . K(a),1977,10 p.

26. Newmark, N. M. and W. J. Hall, " Pipeline Design to Resist Large Fault Displacement," Pecceedings U.S. National Conference on Earthauake Engineering, EERI, 1975, pp. 416-425 27 Hall, W. J. and N. M. Newmark, " Seismic Design Criteria for Pipelir.as and Facilities," Proceedings Lifeline Earthquake Engineering Soecialty Conference, ASCE, 1977, pp. 18-34.

28. " Nuclear Reactors and Earthquakes," Report TID 7024, prepared by Holmes and Narver for US AEC, 1963 29 Blume, J. A. , N. M. Newmark and L. Corning, Design of Mul ti-Story Reinforced Concrete Buildings for Earthauake Motions, Portland Cement '

Association (Claicago), 1961, 350 p.

30. Newmark, N. M. and W. J. Hall, " Dynamic Behavior of Reinforced and Prestressed Concrete 3uildings under Horizontal Forces and the Design of Joints (including Wind, Earthquake Blast Effects)," Preliminary Publication. 8th Congress, International Association for Bridge and Structural Engireering (New York), September 1968, pp. 585-613; French translation pp. 614-638; German translation pp 639-661.

31. Anderson, T. L. and D. J. Nyman, " Lifeline Earthquake Engineering for the Trans-Alaska Pipeline System," Proceedings Lifeline Earthquake Engineering Soecialty Conference, ASCE, 1977, pp. 35-49 21 i53 e

42 13 Newark, N. M., A. R. Robinson, A.H.-S. Ang, L. A. Lopez and W. J. Hall,

" Methods for Determining Site Characteristics," Proceedings International Conference on Microzonation, NSF-UNESCO-University of Washington-ASCE-Acad. Mechs. (Seattle, Washington), Vol. 1, l$72, pp. Il3-iT3 14 Che 'a, A. K., " Inter-Relationship of Methods for Earthquake Analysis of tructure-Soil Interaction," in Advances in Civil Engineering through Enoineerino Me:hanics, ASCE, 1977, pp. 36-39 15 " Recommended Comprehensive Seismic Design Provisions for Buildings,"

prepared by the Appiied Technology Commi ttee, 480 Calif. Ave. , Sul te 205, Palo Alto, Calif. 94306, available in late 1977.

16. Newmark, N. M., "A Response Spectrum Approach for inelastic Seismic Design of Nuclear Reactor Facilities," Transactions Third international Conference on Structural Mechanics in Reactor Technology (London), Paper K$/l, 1975

17. Newark, N. M. , " Seismic Design Criteria for Structures and Facili ties, Trans-Alaska Pipeline System," Proceedings U.S. National Conf erence on Earthouake Engineering (Ann Arbor, Michigan),~ Earthquake Engineering Research Institute, June 1973, pp.94-103

18. Newark, N. M., " Design Criteria for Nuclear Reactors subjected to Earthquake Hazards," Proceedings of the I AEA Panel on Aseismic Desinn and Testing of Nuclear Facilities, the Japan Earthquake Promotion Society (Tokyo), 1969, pp.90-113 19 Newmark, N. M. and W. J. Hall, " Seismic Design Cri teria for NL. clear Reactor Facilities," Proceedings Fourth Vorld Conference on Earthouake Engineering (Santiago, Chile), Vol. II, 1969, pp. 84 84-50.

20. Newmark. N. M., J. A. Blume and K. K. Kapur, " Seismic Design Spectra for Nuclear Power Plants," Journal Power Division, ASCE (New York),

Proceedings, Vol. 99, No. P02, Nov. 1973, pp. 267-303

21. Newmark, N. M. and U. J. Hall, " Procedures and Criteria for Earthquake Re,istant Des ign," Bu'. ld ing Practices for Disas ter Mi tiga t ion National Bureau of Standards (Wasnington, D.C.), Suilding Science Series 46 Vol. 1, Feb. 1973, pp. 209-236.

22. Newmark, N. M. and E. Rosenblueth, Fundamentals of Earthcuake Engineering, Prentice-Hall, Inc. (Englewood Cliffs, N.J.), 1971, 640 p.

23 Newmark, N. M., "Earthouake Response Analysis of Reactor Structures,"

Nuclear Engineering t.1d Design (The Netherlands) , Vol . 20, No. 2, July 1972, pp. 303-322.

24. Newmark, N. M., W. J. Hall and J. R. Morgan, " Comparison of 9uilding Response and Free Field Motion in Earthquakes," Proceedings 6th World Conference on Earthouake Engineerino, 1977, 6 p. (in press)

I?21 154

. s kg TABLE 2. EQUATIONS FOR SPECTRUM AMPLIFICATIGN FACTORS FOR HORIZONTAL MOTION

' Equation Quantity Pro l  %

Acceleration 84.1 (One Sigma) 4.38 - 1.04 in S Velocity 3.38 - 0.67 in S Olsplacemsnt 2.73 - 0.45 In S Acceleration 50 (Median) 3.21 - 0.68 in S Velocity 2.31 - 0.41 in S Displacement 1.82 - 0.27 in S TABLE 3. SPECTRUM AMPLIFICATION FACTORS FOR HORIZONTAL ELASTIC RESPONSE Damping, one sip (%.1%) Median ( W

% Critical A V D A V D 0.5 5.10 3.84 3.04 3.68 2.59 2.01 1 4.38 3.38 2.73 3.21 2.31 1.82 2 3.66 2.92 2.42 2.74 2.03 1.63 3 3.24 2.% 2.24 2.46 1.86 1.52 5 2.71 2.30 2.01 2.12 1.65 1.39 7 2.36 2.08 1.85 1.89 1.51 1.29 to 1.99 1.84 1.69 1,64 1.37 1.20 20 1.26 1.37 1.38 1.17 1.08 1.01 NOT REPRODUCIBLE 1321 155

r - .

44 TABLE 1. RECOMMEbDED DAMPING VALUES Stress Level Type and Condition Percentage of Structure Cri tical Damping Working stress, a. Vital piping 1 to 2 no more than about b. Welded steel, prestressed 2 to 3 i yleid point concrete, well reinforced concrete (only slight cracking)

c. Reinforced concrete with 3 to 5 considerable cracking

d. Bolted and/or riveted steel, 5 cc 7 wood structures with nailed or bol ted joints i

A t or j us t belew a. Vital piping 2 to 3 yleid point b. Welded steel, prestressed concrete 5 to 7 (without complete loss in prestress)

c. Prestressed concrete with no 7 to 10 prestress left

d. Reinforced concrete 7 to 10

c. Bolted and/or riveted steel, wood 10 to 15 structures, wi th bol ted j oints

f. Wood structures with nailed joints 15 to 10 NOT REPRODUCIELE 1321 156

47 r(u) r r m

, m  ; = ..

h

-m-x -

--- y u = x -y FIG,1 SIMPLE UNDAMPED MASS-SPRING SYSTEM a

Effective Elastic Limit ,, ,

'1 Actual Yield

\f Effective /

g g Point

.E e /

/

um = puy O uy

/

um - uy um Displacement FIG, 2 RESISTANCE - DISPLACEMENT RELATIONSHIP 1321 157

46 TABLE 4 PROPOSED SEISMIC DESIGN CLASSIFICATION CLASS DESCRIPTION I-S Equipment, instruments, or components performing vital functions that must remain operative during and af ter earthquakes; Structures that must remain elastic or nearly elastic; Facilities performing a vital safety-related function that mus t remain functional without repair. Ductili ty f actor = 1 to 1.3.

I Items that must remain operative af ter an earthquake but need not operate during the event; Structures that can deform slightly in the inelastic range; Facilities that are vital but whose service can be Interrupted until minor repairs are made.

Ductili ty factor = 1.3 to 2.

II Facilities, structures, equipment, instruments, or components that can deform inelastically to a moderate extent without unacceptable loss of function; Structures housing i tems of Class I or I-S that must r.ot be permitted to cause damage to such i tems by excessive deformation of the structure. Ductility factor = 2 to 3.

III All other i tems whic h are usually governed by ordinary seismic design codes; Structures requiring seismic resistance in order to be repairable af ter an earthquake. Ductili ty f actor = 3 to 8, depending on material, type of construction, design of details, and control of quality.

,.5 49 p-

/ /V / / / /

>:^xx A e- Elastic Response <N

• \ '

\ \p 'l \\ / '

!\ 'o

(',%[ ' '

sj r Ma,x,. Ground Motions /

fY/ //N A \ M Y/

, [h?'}""{

/\% \ Y

/ /

'#// /\

s

/\\

/ MAD \/ M N .Ddh \[ b b

/ / / a / o W / /

k b IbbN i W'W dN$b6[GV3 X/ /\ /NNX 8 k/ /\ /\\ Y Wk /\\/\\

WG

//>('/\ Tio o//X /\ ')XS #

\ }M MO

/ /  %, / / V /

bhhIbbhIbbd a

, g g Frequency, cps

~

FIG. 5 ELASTIC AND INELASTIC DESIGN SPECTRA 1321 159

.c

M b/ [ ._ .

200 N-7s(p

. $%\

xy s{%j,s y7 \

N V 9 3 ,

/f \ / NAN \ */ /

s[\((v\k., \{\/ px/

// --n , /\d\["'

$' (//M'ax. c'ro'und ' '

/\ Motion /

/~ /

2*

/ \/ h \/

N/\ ')/ \1 ,.' N s A / /\ / g /, /

\ / \ /i [ / \e' Nx' /i N -

~

/ / ,(

[k Xs

[/v,,vx[s x

o s

x / v e

hi a2 as

/.

z

/ \

i s io 20 :o .co Frequency, hert:

FIG. 3 ELASTIC DESIGN SPECTRUM , HORIZ. MOTION , (0.5g MAX. ACCE'.

5 % DAMPING, ONE SIGMA CUM. PROBASILITY) v ,

• Dispiccement 0 Elastic

'N r- I-- ,. \,

O ace iera,,an

/

/ \

s \$ '

A o

FIG. 4 DESIGN SPECTRA FOR EARTHQUAKES 1321 160

ATTACHMENT C

. +

LIST OF PUBLICfTIONS Na tha n M. Newmc rk

1. N. M. Newmark, "A Study of Patterns of Abutment Movements in an Arch Oam Corresponding to Some Simple Patterns of Abutment Thrusts," Technical Memorandum, U. 5. Bureau of Reclamation, June 1931.

2. W. M. Wilson and N. M. Newmark, "The Strength of Thin Cylindrical Shells as Columns ," Il l . Eng. Exp. Sta. Bull. 255, (45 pp.),1933

3. N. M. Newmark, " Interaction Between Rib and Superstructure in Concrete Arch Bridges," Univ. of Ill. Doctoral Dissertation, Printed Abstract, (12 pp.),1934

4. F. E. Richart and N. M. Newmark, "Ti.e Strength of Monolithic Concrete Wa l ls ," Il l . Eng. Exp. Sta. Bull. 277, (34 pp.),1935

5. N. M. Newmark, "Simpl if ic '

,omputation of Vertical Pressures in Elastic Foundat ions ," Il l . Eng. Exp. Sta. Cir. 24, (19 pp.),1935.

6. N. M. Newmark and R. E. Copeland, " Structural and Economic Studies of Mono l i t h ic Conc re te Wa l l s f or Owe l l i rgs ," Proceed i ngs , AC I, Vol . 31, pp. 478-498, 1935.

7 N. M. Newmark, Discussion of " Analysis of Multiple Arches," by Alexander Hrennikoff, Proceedings ASCE, Vol. 61, No. 5, pp. 724-726, 1935 Also, Transactions, ASCE, Vol. 101, pp. 407-410, 1936.

8. N. M. Newmark, "A Half Century of Progress in Foundation Theory," Ill.

Soc. of Eng. Golden Jubilee Souvenir Program, pp. 144-152, January 1936.

9 N. M. Newmark and R. E. Copeland, " Review of Strength Tests on Monolithic Concrete Walls for Res idences," Cencrete, Vol. 44, No. 2, pp. 13-14, Feb. 1936.

10. N. M. Newmark, Discussion of " Distribution of Stresses Under a Foundation,"

by A. E. Cummings, Proceedings, ASCE, Vol. 62, No. 4, pp. 536-541, 1936.

Also Transact ions , ASCE, Vol . 101, pp. 1115-1117, 1936.

11. N. M. Newmark, Discussion of "The Relation of Analys is to Structural Des ign," by Hardy Cross, Proceedings , ASCE, Vol. 62, No. 4, pp. 536-541, 1936. Also Transactions, ASCE, Vol. 101, pp. 1395-1400, 1936.

12. N. M. Newmark, " Interaction Between Rib and Superstructure in Concrete Arch Bridges," Proceedings ASCE, Vol . 62, No. 7, pp. 1043-1061, 1936.

Author's Closure to Discuss ion, Vol. 64, No. 2, pp. 341-343,.1938.

Also Transactions, ASCE, Vol. 103, pp. 62-88, (with discuss ions),1938.

, 1321 161

13 P M. Newmark, Discuss ion of " Graphical Distribution of Vert ical Pressure Ber.'ath Foundations," by Donald M. Burmis ter , Proceedings, ASCE, Vol. 63, No. 6, pp. 1098-1101, 1937. Also, Transact ions , ASCE, Vol. 103, pp. 321-324, 1938.

14. N. M. Newmark, "Es t imat ing Earth Pressures ," Eng ineering News-Record, Vol. 120, No. 1, pp. 23-24, 1938,

15. N. M. Newmark, Discuss ion of "A Simple Method b r the Computat ion of Temperatures in Concrete Structures," by Roy W. Carlson, Proceedings, ACI, Vol. 34, pp. 104-1 to 104-4, 1938.

16. N. M. Newmark, Discuss ion of "A Reduct ion Method for the Anal ys is of Continuous Beams and Open Frames ," by Miklos Hetenyi, Proceedings, ACI, Vol. 34, pp. 364-4 to 364-5, 1938.

17 N. M. Newmark, "A Distribution Procedure for the Analys is of Slabs Cont inuous Over Flexible Beams ," Ill . Eng. Exp. Sta. Bull . 304, (118 pp. ),

1938.

18. N. M. Newmark, Review of " Die Knickfestigkeit von Staben und Stabwerken,"

by Julius Ratzersdorfer, Journal of Applied Mechanics, Vol. 6, No. 1, pp. A-47 to A-48, March 1939 19 N. M. Newmark and Henry A. Lepper, Jr. , "Tes ts of Plas ter-Model Slabs Subjected to Concentrated Loads," Ill. Eng. Exp. Sta. Bull. 313, (53 pp.),1939

20. N. M. Newmark, " Stress Distribution in Soils," Proceedings, Conference on Soil Mechanics and its Appilcations, Purdue Univers ity, pp. 295-303, September 1940.

21. N. M. Newmark, "What Do We Know About Concrete Slabs," Civil Engineering, Vol. 10, No. 9, pp. 559-562, 1940.

22. N. M. Newmark, " Note on Calculation of Influence Surfaces in Plates by Use of Dif ference Equations," Journal of Applied Mechanics , Vol. 8, No. 2, p. A-92, June 1941.

23. N. M. Newmark and C. P. Sless , " Moments in I-Beam Bridges ," Ill . Eng. Exp.

Sta. Bull. 336, (150 pp.),1942.

24 N. M. Newmark, " Numerical Procedures for Comput ing Deflect ions , Moments ,

and Buckling Loads," Proceedings, ASCE, Vol. 68, No. 5, pp. 691-718, May 1942. Also, Reprint No. 23, Univ of Ill. Eng. Exp. Sta., (28 pp.), 1942.

25. N. M. Newmark, " Influence Charts for Computation of Stresses in Elastic Foundat ions ," Ill . Eng. Exp. Sta. Bul l . 338, (28 pp. ), 1942.

26. N. M. Newmark and C. P. Siess, " Design o' Slab and Stringer Highway Br idges," Public Roads , Vol. 23, No. 7, pp. 157-164, January, Februa ry, March 1943 1321 1<2

t 27 N. M. Newmark, " Numerical Procedure for Computing Deflections, Moments, and Buckl ing Loads ," Transact ions , ASCE, Vol . 108, (1943), pp. 11.61-1231'.

28. N. M. Newmark, Discussion of "Ef fects of Radiant Heat on Reinforced Concrete Rigid Frames," by Milan A. Johns ton, Proceedings, ASCE, Vol. 71, No. 9, pp. 1431-1433, 1945 29 N. H. Newmark, C. P. Siess, anu R. R. Penman, " Studies of Slab and Beam Highway Bridges, Part I, Tests of Simple-Span Right I-Beam Bridges ,"

Univ. of III. Eng. Exp. Sta. Bull. 363, (132 pp. ) 1946.

30. F. E. Richart and N. M. Newmark, " Impact Tests of Reinforced Concrete Bears," NORC Report No. A-125,1942, (41 pp.)

31. N. M. Newmark and F. E. Richart, " Impact Tests of Reinforced Concrete Beams , II," NDRC Report No. A-213, (77 pp. ), 1943

32. N. M. Newmark, " Aerodynamics and Aircraft Design; Part III, Aircraft Materials and Structures ," pp. 101-116, Report of AAF Sc.ientific Advisory Group, published May 1946, my HQ Air Materiel Command, Wright Field, Dayton, Ohio.

33 N. M. Newmark, " Explosives and Terminal Ballistics; Part III, Terminal Ballistics and Destructive Effects," pp. 61-78, Report of AAF Scientific Advisory Group, published May 1946 by HQ Air Materiel Command, Wright Field, Dayton, Ohio.

34. N. M. Newnerk, " Influence Charts for Computation of Vertical Displacements in Elas t ic Foundat ions ," Univ. of Ill . Eng. Exp. Sta. Bull . 367, (11 op. ),

1947

35. C. P. Siess and N. M. Newmark, Discuss ion of " Reinforced Concrete Columns Under Combined Compression and Bending," by H. E. Wessman, Proceedings ACI, Vol. 43, pp. 8-1 to 8-3, 1947

36. N. M. Newmark, C. P. Siess, and W. M. Peckham, " Studies of Slab and Beam Highway Bridges, Part II, Tests of Simple-Span Skew I-Beam Bridges ,"

Univ. of Ill. Eng. Exp. Sta. Bull. 375, (60 pp.), 1948.

37 E. C. Col in, Jr. , and N. M. Newmark, "A Numerical Solution for the Tors ion of Hollow Sections ," Journal of Applied Mechanics, Vol.14, No. 4, pp. A313-315, December 1947.

38. N. M. Newmark, " Des ign of I-Beam Bridges , Highway Bridge Floors , A Sympos ium," Proceed ings , ASCE, Vol . 74, No. 3, pp. 305-330, March 1948.

39 W. H. Bruckner and N. M. Newmark, " Axial Tens ion Impact Tes ts of Structural Steels," The Welding Journal, Vol. 28, No. 2, Research Supplement, pp. 67s-88s, February 1949 1321 163

4

40. C. P. Siess and N. M. Newmark, " Rat ional Anal ys is and Des ign of Two-Vay Concrete Slabs," Journal American Concrete Ins titute, Vol . 20, No. 4, pp. 273-315, Decenber 1948.

41. F. E. Richart, Jr., and N. M. Newnerk, "An Hypothes is for the Determination of Cumulative Damage in Fatigue," Proceedings, ASTM, Vol. 48, pp. 767-798, 1948.

42. N. M. Newmark, " Numerical Methods of Analysis of Bars, Plates, and Elastic Bodies," Chapter 9, Numerical Methods of Analysis in Eng i neering, edited by L. E. Grinter, The McMillan Company, New York, pp. 138-168, 1949.

43 N. M. Newmark, "A Simple Approximate Formula for Effective End-Fixity of Columns," Journal of the Aeronaut ical Sc iences , Vol . 16, No. 2, p. 116, February 1949 44 N. M. Newmark, Review of " Soil Mechanics in Engineering Pract ice," by K. Terzaghi and R. B. Peck, Journal of Applied Mechanics, Vol.16, No. 1,

p. 107, March 1949.

45 N. M. Newmark, Review of " Buckling of Curved Sheet in Compression and Its Relation to the Secant Modulus," by E. H. Schuette, Journal of Aeronautical Sciences, Vol. 15, No. 5, p. 262, May 1948.

46. F. E. Richart, N. M. Newma r k, a nd C. P. Siess , " Des ign of I-Beam Bridges ,

Highway Bridge Floors, A Sympos ium," Transactions, ASCE, Vol. 114, pp. 979-1072, 1949

47. W. H. Bruckner and N. M. Newmark, " Axial Tension Impact Tests of Strygtural Steels," The Welding Journal, Vol. 29, No. 4, Research Supplement, pp.

212-216, April 1950.

48. C. P. Sicss and N. M. Newmark, " Moments in Two-Way Concrete Floor Slabs," Univ. of Ill. Eng. Exp. Sta. Bull. 385, (124 pp.) February 1950.

49 M. L. Gossard, C. P. Siess , N. M. Newmark, and L. E. Goodman, " Studies of Highway Skew Slab-Bridges with Curbs, Part II: Laboratory Tests,"

Univ. of Ill. Eng. Exp. Sta. Bull. 386, (80 pp.), February 1950.

27. N. M. Newmark and C. P. Siess, " Proposed Design Specin cations for Two-

'Way Floor Slabs," Journal of the American Concrete Institute, Vol. 21, No. 8, pp. 597-607, April 1950. (Proceedings ACI, Vol. 46, 1950).

51. C. P. Sless and N. M. Newmark, Clos ing discuss ion of paper on " Rational Analysis and Design of Two-Way Concrete Slabs," Journal of the American Concrete Ins t i tute, Vol . 21, No. 4, pp. 316-4, 5, December 1949 Also, Proceedings , ACI, Vol. 45, 1949

52. N. M. Newmark and C. P. Sless, Authors closing discussion to paper on

" Proposed Design Specifications for Two-Way Floor Slabs," Journal of the American Concrete Institute, pp. 608-5-8, Decen6er 1950.

1321 164

53. N. M. Newmark, " Methods of Analysis for Structures Subjected to Dynamic Loading," Directorate of Intelligence, U. S. Air Force, (95 pp.),

18 December 1950.

54 N. M. Newmark, C. P. Siess , and I. M. Viest, "Tes ts and Analyses of Compos ite Beams with Incorrplete Interaction," Proceedings, Society for Experimental Stress Analysis, Vol. 9, No. 1, pp. 75-92, October 1951.

55. N. M. Newmark, R. J. Mosborg, W. H. Munse, and R. E. Elling, " Fatigue Tests in A>!al Corrpress ion," Proceedings, American Society for Tes ting Material s , Vol . 51, pp. 792-810,1951.

56. C. P. Sless , I. M. Vier t , and N. M. Newmark, " Studies of Slab and Beam Highway Bridges : Part III - Small-Scale Tests of Shear Connectors and Compos i te T-Beams ," Univ. of Il l . Eng. Exp. Sta. Bull. 396, (133 pp.),

February 1952.

57. N. M. Newmark, " Analysis and Design of Structures Subjected to Dynamic Loading," Proceedings, Conference on Building in the Atomic Age, MIT, pp. 34-47, 1952.

58. N. M. Newmark, " Computation of Dynamic Structural Response in the Range Approaching Failure," Proceedirgs, Syrrpos ium on Earthquake and Blas t Effects on Structures, UCLA, pp. 114-129, 1952.

59 I. M. Vies t, C. P. Sless, J. H. Appleton, and N. M. Newmark, " Studies of Slab end Beam Highway Bridges: Part IV--Full-Scale Tes ts of Channel Shear Connectors and Composite T-Beams," Univ. of Ill. Eng. Exp. Sta.

Bul l . 405, (155 pp. ),1952.

60. N. M. Newmark, "The Ins t i tute's Research Program--Part III (Riveted and Bolted Structural Joints)," Proceedings, American Institute of Stee1 Cons truct ion Nat lonal Engineering Conference, pp. 24-32, 1952.

61. W. C. Hoel tj e and N. M. Newmark, " Brittle Strength and Trans ition Temperature of Structural Steel," Welding Rercarch Supplement, Vol. 17, pp. 515s-521s, 1952.

62. N. M. Newmark and A. S. Veletsos, "A Sirrple Approximation for the Natural Frequencies of Partly Restrained Bars," Journal of Applied Mechanics, Voi. 19, pp. 563, 1952. -

63. N. M. Newmark, " Bounds and Convergence of Relaxation and Iteration Procedures," Proceedings of the First National Congress of Applied Mechanics, pp. 9-14, 1952.

64 N. M. Newmark and E. D' Appolonia, "A Method for the Solution of the Restrained Cylinder under Comoression," Proceedings, Firs t Na t ional Congress of Applied Mechanics, pp. 217-226, 1952.

1321 165

65. W. J. Austin and N. M. Newmark, "A Numerical Method f or the Solution of Plate Buckling Problens," Proceedings, First Nat ional Congress of Appl ied Mechanics , pp. 363-371, 1952.

66. N. M. Newmark, "What Do We Need to Know About Prestressed Concrete,"

Journal American Concrete Ins titute, Vol. 24, No. 5, 445-456,1953.

67. N. M. Newmark, "Vhat Do We Need to Know About Prestressed Concrete,"

Civil Engineering, Vol. 23, No. 1, pp. 59-63, 1953.

68. N. M. Newmark, "A Review of Cumulat ive Damage in Fat igue," Chapter 10 in " Fatigue and Fracture of Metals," MIT and John Wiley, New York, pp. 197-228, 1952.

69 N. M. Newmark, "An Engineering Approach to Blas t Res is tant Des ign,"

Proceedings, 22nd Annual Convention Structural Engineers Association of California, pp. 5-1 to 5-18, 1953

70. N. M. Newmark, "An Engineering Approach to Blast Res istant Des ign,"

Proceedings Sep6 rate No. 306, ASCE, Vol . 79, (16 pp. ) , 1953.

71. L. E. Goodman, E. Rosenblueth , and N. M. Newnerk, "Aseismic Design of Elastic Structures Founded on Firm Ground," Proceedings Separate No. 349, ASCE, Vol. 79, (27 pp.),1953.

72. R. B. Ha t th i es e n, L. A. Ha r r i s , a nd N. M. Newma rk, "Fa t igue Prope rt ies of Weld Metal," Welding Research Supplement, Vo l . 1,8, No. 9, pp.

441s-453s, 1953.

73. L. A. Ha r r is , R. B. Ma t th ies en, a nd N. M. Newma r k , " Low-Tempe ra t u re Bend Test Precerties of Bead-on-Plate Welds," Welding Research Supplement, Vol . 18, No. 12, pp. 585s-599s, 1953 74 W. H. Munse, D. T. Wright, and N. M. Newmark, " Laboratory Tes ts of High Tens ile Boited Structural Joints," Proceedings, ASCE, Vol. 80, Separate No. 441, (38 pp. ),1954

75. N. M. Newmark and C. P. Siess, "Research on Highway Bridge Floors at the Univers ity of Illinois ; 1936-1954," Proceedings, Highway Research Board, Vol. 33, pp. 30-53, 1954 Also issued as Univ. of Ill. Eng.

Exp. Sta. Reprint No. 52, 1954

76. W. C. Hoe l tj e a nd N. M. Newmark, ing Discussion " Brittle Strength and Trans ition Temperature of Structural Steel," Welding Research, Vol . 19, p. 133-S, 1954 77 N. M. Newmark, " Review of Brittle Fracture Research at University of Illinois," Ship Structure Committee Serial No. SSC-69, pp. 185-200, 1954

78. A. Laupa, C. P. Siess , and N. M. Newmark, " Strength in Shear of Reinforced Cencrete Beans," Univ. of Ill. Eng. Exp. Sta. Bull. 428, 1955.

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. 79 L. A. Harris, G. E. Nordmark: and N. M. Newmark, " Fatigue 3trength of Butt Welds in Structural Steels," Welding Research Vol. 20, pp. 83-96, 1954.

80. N. M. Newmark, Closing Discussion, "An Engineering Approach to Blast Res istant Des ign," Proceedings, ASCE, Vol. 81, Separate No. 701, (2 pp.)

1955

81. W. J Hall and N. M. Newmark, " Shear Deflection of Wide Flange Steel Beans in the Plastic Range," Proceedings, ASCE, Vol. 81, Separate No. 814, (30 pp. ), 1955.

82. N. M. Newmark and C. P. Sless, "Research on Highway Bridge Floors at the University of Illinois; 1936-1954," Univ. of Ill. Eng. Exp. Sta.

Reprint 52, (24 pp.), 1955.

83. T. P. Tung and N. M. Newmark, " Numerical Analys is of Earthquake Response of a Tall Building," Bulletin Seismological Society of America, Vol. 45, pp. 269-278, 1955.

8h. A. S. Velets~ 5 and N. M. Newmark, "A Simple Approximation for the Fundamental f requencies of Two-Span and Three-Span Continuous Beacs,"

Proceedings, 2nd U. S. National Congress of Applied Mechanics, pp. 143-146, 1954

85. A. S. Veletsos and N. M. Neweark, " Determination of the Natur,i Frequencies of Continuous Beans on Flexible Supports," Proceed,1gs, 2nd U. S, Nat ional Congress of Applied Mechanics, pp. 147-155, 1954

86. A. S. Veletsos and N. M. Neweerk, " Natural Frequencies of Continuous Flexural Members," Proceedings, ASCE, Vol. 81, Separate No. 735, (37 pp.),1955 87 N. A. Well and N. M. Newmark, "Large Plastic Deformations of Circular Membranes," Jolrnal of Applied Mechanics, Vol. 22, pp. 533-538,1955

88. L. E. Goodnen, E. Rosenblueth, and N. M. Newmark, "Aseismic Des ign of Firmly Founded Elastic Structures ," Transactions , ASCE, Vol. 120, pp. 782-802, 1955.

89 L. A. Ha r r i s , G. E. Nordma r k, a nd N. M. Newmark, "' atigue Strength of Butt Welds in Structural Steels," Welding Research Supplement, Vol. 20, pp. 83s-90s, 1955 9F. A. Laupa, C. P. Siess, and N. M. Newmark, " Strength in Shear of Reinforced Concrete Bear.s," Univ. of Ill. Eng. Exp. Sta. Bull. 428, (73 pp. ),1955.

91. W. H . Mu ns e , D . T. W r i g h t , a nd N. M. Newmark, " Laboratory Tes ts of Bol ted Joints ," Transactions , ASCE, Vol . 120, pp. 1299-1321, 1955 132 I67

92. N. M. Newmark, "/.n Engineer ing Approach to Blas t Res is tant Design,"

Transact ions , ASCE, Vol . 121, pp. 45-64, 1956.

93. N. M. Newmark, "An Engineering Approach to Blas t-Res is tant Design,"

Uni *- of Ill. Eng. Exp. Sta., Reprint Series No. 56, 1956.

94 N. M. Newmark, " Analysis and Design of Structures to Res ist Atomic Blest," Bulletin of the Virginia Polytechnic Institute, Eng. Exp. Sta.

Saries No. 106, Part 2, pp. 49-77, January 1956.

95. N. M. Newmark, "A Philosophy for Anti-Blast Structural Des ign,"

Proceedings, Conference on "The A-Bomb and Industry," Arnour Research Foundat ion, pp. 49-62, 1955.

96. J. E. Sta11meyer, G. E. Nordmark, W. H. Munse, and N. M. Newma r k ,

" Fatigue Strength of Welds in Low Alloy Structural Steels," Welding Research, Vol. 21, pp. 298-307, J :.>e 1956.

97. T. P. Tung and N. M. Newmark, " Shears in a Tall Building Subjected to Strong Motion Earthquakes," Proceedings of the World Conference on Earthquake Engineering, Earthquake Engineering Research Institute, Berkeley, California, pp. 10-1 -- 10-11, 1956.

98. T. P. Tung, T. Y. Chen, L. E. Goodman, and N. M. Newmark, " Highway-Bridge Impact Problems," Highway Research Board Bulletin 124, Vibration and Stresses in Girder Cridges, pp. 111-134, 1956.

99. A. S. Veletsos and N. M. Newmark, " Natural Frequencies of Continuous Plates," Journal of Applied Mechanics, Vol . 71, pp.97-102,1956.

100. A. S. Veletsos and N. M. Newmark, Clos ing Discuss ion, " Natural Frequencies of Continuous Flexural Members," Proceedings, ASCE, No. ST-5, Vol. 82, pp. 1067-3 -- 1067-6, 1956.

101. N. A. Weil and N. M. Newmark, "Large Deflect ions of Ell ipt ical Plates ,"

Journal of Appliad Mechanic ; ua' 23, pp. 21-26, 1956.

102. Leonardo Zeevaert and N. M. Newmark, "Aseismic Design of Latino Americana Tower in Mexico City," Proceedings of the World Conference on Earthquake Engineering, Earthquake Engineering Research Institute, Berkeley, California, pp. 35-1 -- 35-11, 1956.

103 N. M. Newmark, " Reinforced Concrete," Encyclopedia Br i tannica , Vol . 19, pp. 79-80, 1957.

104. N. M. Newmark, " Designing for Atomic Blast Protection," Proceedings, Struc. Engrs. Assoc. of Calif., 25th Annual Convention, pp. 48-56, 1956.

105. N. M. Newmark, " Des igning for Atomic Blas t Protection," Bu0ccks Technical Diges t, Navy Dept. , No. 75, pp. 21-30, March-Apr il 1957.

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106. N. M. Newmark, "The Ef fect of Dynamic Loads on Of fshore Structures,"

Proceedings, Eighth Texas Conference on Soil Mechanics and Foundation Engineering, Univ. of Tex. Bu. Eng. Res., Special Publication No. 29, (30 pp.),1956.

107 L. A. Harris and N. M. Newmark, "The Ef fect of Fabricated Edge Conditions on Brittle Fracture of Structural Steels," Bull. Am. Railway Eng'Ineering Association, Vol. 59, pp. 245-290, 1957 108. T. Y. Chen, C. P. Sies s , and N. . M. Newmark, " Studies of Slab and Beam Highway Bridges: Part VI -- Moments in Simply Supported Skew I-Beam Bridges," Ill. Eng. Exp. Sta. Bull. 439, (72 pp.),1957 109 W. J. Ha l l and N. M. Newmark, " Shear Deflection of Wide-Flange Steel Beams in the Plas t ic Range," Transact ions, ASCE, Vol. 122, pp. 666-687, 1957.

110. A. S. Veletsos and N. M. Newmark, " Natural Frequencies of Continuous Flexural Members ," Transact ions , ASCE, Vol . 122, pp. 249-285, 1957.

111. C. H. Brown, H. O. Banks, F. B. Farquharson, N. M. Newma r k, K. Smith, J. B. Wilbur, and A. Ackerman, " Report of Task Cormiittee on Profess ional Education," Civil Engineering, Vol. 28, pp. 111-123, 1958.

112. N. M. Newmark, " Recommended FCDA Specifications for Blast Resistant Structural Des ign (Method A)," Federal Civil Defense Administration Technical Report TR-5-1, (6 pp. ) , 1958.

113. L. A. Harr is arid N. M. Newmark, "Effect of Fabricated Edge Conditions on Br*:tle Fracture of Structural Steels," Welding Research Supplement to M ei ng Journa l, Vol . 37, p. 137-5.

114 N. d. Ne rark, "A Revolution in Des ign Practice," Civil Engineering, Vol . 28, s. '15, 1958.

115 Robert .. orser., Bruce G. Johns ton, N. M. Newma r k, and Me r i t P. Wh i te ,

Discuss ion of Paper, " Destructive Lroulse Loading of Reinforced Concrete Beams ," by F. T. Mavis and M. J. Greaves , Proceed ings , ACI, Vol . 54, pp. 815-816, 1958.

116. N. M. Newmark, "Welcome Address," Proceedings Conference on Electronic Cormutat ion, ASCE, pp. 1-2, November 1958.

117 S. T. Rol fe, W. J. Ha l l , and N. M. Newmark, " Brittle-Fracture Tests of Steel Plates Containing Res idual Compress Ive Strain," Welding Research Supplement, Velding Journal, Volume 38, No. 4, pp. 169s-175s, April 1959 1321 169

• w

118. "The Place of the University in the Education of Civil Engineers":

a) " Undergraduate Study and the Curriculum," pp. N10-11; b) " Postgraduate Education," pp. N18-19; c) "The Place of Engineering Research in Universities," pp. N24-25; d) "Conclud ing Remarks ," p. N24. Proceedings the Institution of Civil Engineers, Great Britain, Vol.12, April 1959 119 "A Method of Comutation for Structural Dynamics," Journal Engineering Mechanics Division, ASCE, Vol. 85, July 1959, pp. 67-94 120. " Remarks on Analytical Methods for Protective Structural Des ign,"

Proceedings of the Second Protective Construction Symposium (Deep Underground Cons truction), The hand Corporation, Report R-341, Vol. I, pp. 367-386, March 1959 121. Discussion of " Solving Structural Mechanics Problems on Digital Computers,"

by H. J. Greenberg, Structural Mechanics , Proc. 1st Sympos ium on Naval Structural Mechanics, Pergamon Press, New York,1960, p. 554-556.

122. "La Investigacion sobre Estructuras en la Universidad de Illinois,"

Informes de la Construccion, Instituto Tecnico de la Construction y del Cemento, Madrid, h, 1951 (4 pp.)

123 Closing Discussion of "A Method of Comutation for Structural Dynamics,"

by N. M. Newmark, Journal Strue. Div. , Proc. American Society of Civil Engineers, 86: ST 8, p. 89, 1960.

124 Alfredo H.S. Ang, and N. M. Newmark, "A Numerical Procedure for the Analysis of Continuous Plates," American Society of Civil Engineers, Second Conference on Electronic Computation, Pittsburgh, Pa. , pp.

379-413, 1960.

125. " Keynote Address - The Future of Civil Engineering Education," Civil

~

Engineering Education, ASCE, New York,1961, p. 21-27 126. R. L. Jennings and N. M. Newmark, " Elastic Response of Multi-Story Shear Beam Type Structures Subjected to Strong Ground Motion," Proc. 2nd World Conference on Earthquake Engineering, Vol. II, Toky), p. 699-717 127. A. S. Veletsos and N. M. Newmark, "Ef fects of Inelas tic Behavior on the Response of Simle Systems to Earthquake Motions," Proc. 2nd World Conference on Earthquake Engineering, Vol. II, Tokyo, p. 895-912.

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128. " Failure Hypotheses for Soils," Opening Address, Research Conference on Shear Strength of Cohes ive Soils, ASCE, 1961, p. 17-32.

129. F. E. Anderson, Jr., R. J. Hansen, H. L. Murphy, N. M. Newma rk, a nd M. P. White, " Des ign of Structures to Res ist Nuclear Weapons Ef fects,"

ASCE Manual of Engrg. Practice No. 42, 1961, 150 pp.

130. N. M. Newmark and R. J. Hansen, " Des ign of Blas t Res is tant Structures,"

Chapter 49, Vol. III, Shock and Vibration Handbook (edited by C. M. Harris and C. E. Crede), McGraw-Hill, New York, 1961, 24 pp.

131. - "Research and Civil Engineering Education," Journal of Professional Practice, Proceedings ASCE, Vol. 87, No. PP2, October 1961, 14 pp.

132. D. L. Lycan and N. M. Newmark, "Effect of Structure and Foundation Interact ion," Journal Engineering Mech. Div. , Proceedings ASCE, Vol. 87, No. EMS, October 1961, 32 pp.

133. J. A. Blume, N. M. Newmark, and Leo Corning, " Des ign of Mul t i-Story Reinforced Concrete Buildings for Earthquake Motions," Portland Cement Association, Chicago, 1961, 350 pp.

134 W. W. Sanders, Jr., W. H. Munse, and N. M. Newma rk, "The La te ra l a nd Longitudinal Distribution of Loading in Steel Railway Bridges," Bulletin Am. Rwy. Engrg. Association, Vol . 63, No. 566, p. 13-16, September -

October 1961.

135. N. M. Newmark, " Remarks on Analytical Methods for Protective Structural Des ign," Chapter 20, Vol. I, Protective Construction in a Nuclear Age (edited by J. J. O' Sullivan), The Macmillan Co. , New York,1961, pp. 329-347 136. W. J. Hall, S. T. Rolfe, F. W. Barton, and N. M. Newmark, " Brittle-Fracture Propagation in Wide Steel Plates," National Academy of Sciences, National Research Council, Ship Structure Committee Report No. SSC-131, 30 pp.,

October 1961.

137. G. K. Sinnamon and N. M. Newmark, " Facilities for Dynamic Testing of Soils,"

Sympos ium on Soil Dynamics, ASTM Technical Publication No. 3c5,1962,

p. 38-44 138. With others, " Engineering Conference Report Based on Meeting Held at Boulder, Colorado, Augus t 9-15, 1961," Journal Engineering Education, Vol. 52, No. 9, May 1962, po. 624-641.

139. "Educacion en Ingenieria," Incenter ra, National Univers ity of Mexico, Vol. 32, No. 4, October 1962, pp. 73-78, (Mexico City) 140. "A Method of Computation for Structural Dynamics," Transactions ASCE, Vol. 127, Part I,1962 (Paper No. 3324) p. 1406-1435 (with discuss ion) .

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141. N. M. Newmark and J. D. Hal t iwanger, " Air Force Des ign Manual - Pr inc iples and Practices for Des ign of Hardened Structures," Report SWC-TDR-62-138 Research Directorate, Air Force Special Weapons Center, Albuquerque, 615 pp.

142. N. M. Newme r k, W. D. Al exa nde r , R. E. Fadum, E. Hognes tad, W. E. Smith and D. C. Taylor, "!9o2 ASCE Research Conference, Report by the Committee on Research, ASCE," Journal of hofessional Practice, Proceedings ASCE, Vol . 89, No. PP1, p. 37-91, January 1963.

143 Author's Closure, "Research and Civil Engineering Education," Journal of Profess ional Pract ice, Proc. ASEE, Vol. 89, No. PP1, p. 101-104, January 1963.

144 Introduction *o " Arches, Continuous Frames, Columns, and Conduits," Selected papers of Hardy Cross, p. vii-x, Univers ity of Illinois Press, Urbana, 1963.

145. D. L. Lycan and N. M. Newmark, Author's Closure, "Ef fect of Structure and Founda tion Interaction," Journal Engineering Mechanics Divis ion, ASCE, Vol.

89, No. EM4, p. 69-70, August 1963 146. "Research and Civil Engineering Educat ion," Trans. ASCE, Vol. 128, Part V,

p. 1-16, 1963.

147. " Design of Structures for Dynamic Lcads Including the Effects of Vibration and Ground Shock," Sympos ium on Scientific Problems of Protective Construction, Swiss Federal Institute of Technology, Zurich, July 1963, pp. 148-248.

148. N. M. Newmark, " Structural Engineering," Chapter 6, in LISTEN TO LEADERS IN ENGINEERING, edited by Albert Love and James Saxon Childers, Tupper and Love, Atlanta, January 1965, pp. 73-84 149 N. M. Newmark and W. J. Hall, Design Criteria for Reactor Cells, Building 315, Argonne National Laboratory. Appendices I and J, Safety Analys is Report Argonne Fast Critical Facility (ZPR-VI), Argonne National Laboratory Report 6271, December 1963, pp. 171-198.

150. N. M. Newmark, C. P. Siess, M. A. Sozen, " Moment-RG ation Characteristics of Reinforced Concrete and Ductility Requirements for Earthquake Resistance,"

Proc. 30th Annual Convention Structural Engineers Association of California, Yosemite, October 3-5, 1963, pp. 54-66.

151. "The Basis of Current Criteria for the Design of Underground Protective Construction," Proc. Sympos ium on Soil-Structure Interact ion, Univers ity of Arizona, Tucson, September 1964, pp. 1-24 152. " Effects of Earthquakes on Dams and Embankments," Fif th Rankine Lecture, Geotechnique, Vol. XV, No. 2, June 1965, pp. 139-159, Institution of Civil Engineers, London.

153. N. M. Newmark and A. S. Veletsos, Des ign Procedures for Shock Isolation

.ivs tems of Underground Protective Structures, Vol. 3, Response Spectrurt of Single-Degree-of-Freedom Elastic and Inelastic Systems, Report RT3 TDR 63-3096, Vol. III, Air Force Weapons Laboratory, Albuquerque, New Mexico, 316 pages, June 1964.

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154 N. M. Newmark, W. H. Wal ke r , A. S. Veletsos and R. J. Mosborg, Design Procedures for Shock Isolation Sys tems of Underground Protective Structures, Vol. IV, Respons e of Two-Degree-of-Freedom Elas tic and Inelastic Systers, Report RTD TDR 63-3096, Vol. IV, Air Force Weapons Laboratory, Albuquerque, New Mexico, 212 pages, December 1965.

155. N. M. Newmark, W. H. Walker and R. J. Mosborg, Des ign Procedures for Shock Isolation Systems of Underground Protective Structures, Vol. V, Response Spectra of Multi-Degree-of-Freedom Elastic Systens, Report RTD TDR 63-3096, Vol. V, Air Force Weapons Laboratory, Albuquerque, New Mexico,126 pages, December 1965.

156. Des ign of Model Test Program for a Buried Field Shelter, Report No. 1-110, Waterways Experinent Station, Vicksburg, Miss iss ippi, 108 pages May 1965.

157. N. M. Newmark, " Current Trends in the Seismic Analys is and Des ign of High Rise Structures," Proceedings of the Symposium on Earthquake Engineering, University of British Columbia, Vancouver, September 1965, pages VI-1 to VI-55 158. N. M. Newmark, " State of the Art in Dynamic Analysis and Techniques for the Design of Underground Protective Construction," Proceedings Symposium on Protective Structures for Civilian Populations, National Academy of Sciences - National Research Council, April 1965, pp 166-179 159 N. M. Newmark, " Notes on Shock Isolation Concepts," in " Vibration in Civil Engineering," Proceedings of a Symposium organized by the British National Section of the International Association for Earthquake Engi neering, Butterworths , London, 1966, pp 71-82.

160. A. S. Ve le tsos , N. M. Newma r k, a nd C. V. Chelapat i, "Deformat ion Spectra for Elastic and Elas to-plastic Systens Subjected to Ground Shock and Earthquake Motions," Proceedings Third World Congress on Earthquake Engineering, New Zealand,1965, Vol. 2, pp II-663 to II-682.

161. N. M. Newmark and W. J. Hall, " Dynamic Behavior of Reinforced and Prestressed Concrete Buildings under Horizontal Forces and the Design of Joints (Including Wind, Earthquake, Blast Effects)," pp 585-613, Preliminary publication, 8 Congress, International Association Bridge and Structural Engineering, New York, 9-14 September 1968. French Translation pp 614-638, German Translation, pp 639-661.

162. N. M. Newmark, " Prize Bridges of 1967," Modern Steel Construction, Vol. 8, No. 4, 4th Quarter 1967, pp 17-20, American Institute of Steel Cons truction, New York, 132i 173

163 N. M. Newmark, "Section 3 Earthquake-Res is tant Building Des ign," in Structural Enoineerino Handbook, edited by E. H. and C. N. Gaylord, McGraw-Hill Book Company, New York 1968, pages 3 ' to 3-30.

164 N. M. Newmark, G. W. Housner, T. Hisada and others, "Aseismic Des ign a nd Testing of Nuclear Facilities," (Report of Panel, Tokyo, 12-16 June' 1967)

International Atomic Energy Agency Technical Reports, Series No. 88, Vienna, 1968, 49 pages (Monograph) 165. M. A. Sozen, P. C. Jennings, R. B. Matthiesen, G. W. Housner, and N. M. Newma rk,

" Engineering Report on the Caracas Earthquake of 29 July 1967," Committee on Earthquake Engineering Research, Division of Engineering, National Research Council - National Academy of Engineering, published by National Academy of Sciences, Washington, D.C., 1968, 217 pages (Monograph) 166. N. M. Newmark, " Civil Engineering," in Section on The Science Year in Review, 1969 Brittanica Yearbook of Science and the Futu.e, Ency1. Brittan.

Inc. , Ch icago, 1969, p. 299-300.

167. N. M. Newmark, " Problems in Wave Propagation in Soll and Rock," Proceedings International Synposium on Wave Propagation and Dynamic Properties of Earth Materials, August 23-25, 1967, Univers ity of New Mexico Press, Albuquerque, 1968, pages 7-26, 168. N. M. Newmark, " Relation between Wind and Earthquake Response of Tall Buildings," Proceedings 1966 Illirois Structural Engineering Conference, February 1969, pp. 137-156.

169. N. M. Newmark, " Earthquake Engineering - Learning f rom Failures,"

Washington Award Address, Midwest Engineer, Vol. 21, No. 7, March 1969, pp. 10-13.

170. N. M. Newmark, " Design Criteria for Nuclear Reactors Subjected to Earthquake Hazards," pp.90-113, Proceedings of the IAEA Panel on Aseismic Design and Testing of Nuclear Facilities, the Japan Earthquake Promotion Sc:lety, Tokyo, 1969 171. N. M. Newmark and W. J. Hall, "Special Tcpics for Consideration in Des ign of Nuclear Power Plants Subjected to Seismic Motion," pp. 114-119, Proceedings of the IAEA Panel on Aseismic Design and Testing of Nuclear Facilities, the Japan Earthquake Engineering Promotion Society, Tokyo,1969.

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172. N. M. Newmark, " Structural Synthesis and Design," Chapter 6, p. 199-232, in Ea ?% quake Engineering Research, Report to NSF by the NAE Comittee on Earthquake Engineering Research, National Academy of Sciences, Washington, D. C., 1969.

173. N. M. Newmark, " Current Trends in the Seismic Analysis and Design of High Rise Structures ," Chapter 16, p. 403-424, in Earthauake Engineering, edi ted by Robert L. Wiegel, Prentice-Hall, Inc. , Englewood Cli f fs , N.J. ,

1970.

174. N. M. Newmark, " Torsion in Symmetrical Buildings," Proceedings Fourth World Conference on Earthquake Engineering, Vol. II, Santiago, Chile, 1969, pp. A3-19 to A3-32.

175. N. M. Newmark and W. J. Hall, " Seismic Design Criteria for Nuclear Reactor Facilities," Proceedings Fourth World Conference on Earthquake Engineering, Vol. II, Santiago, Chile, 1969, pp. 84-37 to 84-50.

176. S. J. Fenves and N. M. Newmark, '" Seismic Forces and Overturning Moments in Buildings, Towers and Chimneys," Proceedings Fourth World Conference on Earthquake Engineering, Vol. III, Santiago, Chile, 1969, pp. 85-1 to 85-12.

177. M. A. Sozen, N. M. Newmark, and G. W. Housner, " Implications on Seismic Structural Design of the Evaluation of Damage to the Sheraton-Macuto,"

Proceedings Fourth World Conference on Earthquake Engineering, Vol. III, Santiago, Chile, 1969, pp. J2-137 to J2-150.

178. N. M. Newmark, " Seismic Response of Reactor Facili ty Components," in Symoosium on Seismic Analysis of Pressure Vessel and Piping Components, edi ted by David H. Pai , ASME, N.Y . , 197i, pp. 1-24 179. M. Amin, W. J. Hall, N. M. Newmark, and R. P. Kassawara, " Earthquake Response of Mul tiply Connected Light Secondary Systems by Spectrum Meth-odt," in Symposium on Seismic Analysis of Pressure Vessel and Ploing Comoonents, edited by David H. Pai, ASME, N.Y., 1971, pp. 103-129.

180. N. M. Newmark and E. Rosenblueth, Fundamentals of Earthcuake Engineer-

_i_n3, n Prentice-Hal1, Inc. , Englewood C I i fis , N.J. , 1971, 640 pp.

181. K. Steinbrugge, N. M. Newmark, (and other members of Comittee on Earth-quake Hazard Reduction) In the Interest of Earthquake Safety, Ins ti tuts of Governmental Studies, Universi ty of Cali fornia, Berkeley, 1971, 22 pp.

182. N. M. Newmark, " Earthquake Response Analysis of Reactor Structures ,"

Nuch-- Engineering and Des ign, Vol. 20, No. 2, 1972, pp. 303-322, July 1972.

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183 N. M. Newmark, " Design Specifications for Earthquake Resistance,"

pp. 101-113 in Civil Encineerino Frontiers in Environmental Technoloov, (a program of Public Lectures to comemorate the Dedication of Raymo,9 E.

Davis Hall), Department of Civil Engineering, University of California, Berkeley, 1971.

184. N . M . Newma rk a nd W . J . Ha l l , C ha pt e r 4, "Se i sm i c Ana l y s i s , " p p . 1408-1413, In Pressure Vessels and Ploino : Desion and Analysis, edited by G. J. Bohm, R. L. C loud , L. C . Hsu , D. H . Pa l, and R. F. Reedy, Vol . II, ASME, New York,1972.

185. N. M. Newmark and u. J. Hall, " Seismic Design Criteria for Nuclear Reactor Facilities' .leprinted f rom Proc. 4th World Conference on Earthquake Enginet ..g), pp. 1414-1427 in Pressure Vessels and Ploing:

Desion and Analysis, edited by G. J. Bohm, R. L. Cloud, L. C. Hsu, D. H. Pai, and R. F. Reedy, Vol II, ASME, New York,1972.

186. N. M. Newmark, A. R. Robinson, A. H.-S. Ang , L. A. Lopez, and W. J. Hall,

" Methods for Determining Site Cl aracteristics", Proc. Inti, Conf. on Microzonation, NSF-UNESCD-Un iv. Wash ington-ASCE-Acad. Mechs , Vol .1, 1972, pp. I13-129 187. N. M. Newmark and W. J. Ha11, " Procedures and Criterla for Earthquake Resistant Design," Buildino Practices for Disaster Mit toation, National Bureau of Standards, Bldg. Science Series 46, Vol . I , pp. 209-236, Feb. 1973 188. N. M. Newma x, " External Blast", State of Art Report No. 7, ASCE-IABSE In te rna t i o... : Unference on Planning and Design of Tall Buildings, Fire and Blast Vol.lb-8, pp. 143-158, Am. Soc. Civ. Engineers, New York, 1972.

189 N. M. Newmark (Chairman) et al, Earthcuake Guidelines for Reactor Sitino, Technical Reports Series No. 139, International Atomic Energy Agency, Vienna, 1972 (26 pp).

190. N. M. Newmark, J. A. Blume and K. K. Kapur, " Seismic Design Spectra for Nuclear Power Plancs," Journal Power Division, ASCE, Proceedings ASCE, Vol. 99, No. P02, Nov. 1973, pp. 287-303.

191. K. V. Steinbrugge, G. V. Berg, N. M. Newmark, C. H. Savitt, H. B. Seed, G. H. Sutton, M. D. Trifunac, J. T. Wilson, " Strong-Motion Engineering Seismology - The Key to Understanding and Reducing the Damaging Ef fects of Earthquakes," National Academy of Sciences, Washington, D.C.,

1973, 17 + II pp.

192. N. M. Newmark, W. J. Hall, and B. Mohraz, "A Study of Vertical and Horizontal Earthquake Spectra," Directorate of Licensing, U. S. Atomic Energy Commission, Rept. WASH-1255, April 1973. 151 + il pp.

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.37-193. W. J. Hall, N. M. Newmark, and B. Mohraz, " Comments on Earthquake Transmission f rom Basement Rock to Surface," Vol.1, pp. 737-740, Proceedings, Fif th World Conference on Earthquake Engineering, International Association for Earthquake Engineering, Rome, 1974 194 N . P: . Newmark and W. J. Hall, " Seismic Design Spectra for Trans-Alaska Pi peline," Vol . 1, pp. 554-557, Proceedings, Fifth World Conference on Earthquake Engineering, International Association for Earthquake Engineering, Rome, 1974 195. -N. M. Newmark and W. J. Hall, "A Rational Approach to Seismic Design Standards for Structures, Vol. 2, pp. 2266-2275, Proceedings, Fifth World Conference on Earthquake Engineering, International Association for Earthquake Engineering, Rome, 1974 196. N. M. Newmark, " Interpretation of Apparent Upthrow of Objects in Earthquakes," Vol. 2, pp. 2338-2343, Proceedings, Fif th World Conference on Earthquake Engineering, International Association for Earthquake Engineering, Rome, 1974 197. W. J. Hall, N. M. Newmark, and A. J. Hendron, Jr. , ' Classification, Engineering Properties and Field Exploration of Soils, Intact Rock and In Situ Rock Masses," Directorate of Regulatory Standards, U. S.

Atomic Energy Commission, Rept. WASH-1301, May 1974, 256 + vi pp.

198. J. D. Haltiwanger, W. J. Hall, and N. M. Newmark, " Civil Engineering Graduate Education in Evolution," Civil Enaineering Education, American Society of Civil Engineers,1974, Vol. 1, Part 1, pp. 149-156.

199 N. M. Newmark, " Report of Working Subgroup, Analytical and Numerical Techniques," in Proceedinos 3rd National Meetino of the Universities Council for Earthouake Encineerino Research, UCEER, Calif. Institute of Technology, May 1974, pp. 233-235.

200. N. M. Newmark, " Panel on Special Structures," Final Reoort and Proceedincs of a Workshoo on Simulation of Earthcuake Effects on Structures, National Academy of Engineering, Washington, D. C., 1974, pp. 245-255.

201. N. M. Newmark, " Overview of Seismic Des ign Ma rgins," pp. 63 'A. o rogram Report, Workshop on Reactor Licensing and Safety, Vol. 2,.... ., Atomic Industrial Forum, May 1975 202. N. M. Newmark, " Seismic Design Criteria for Structures and Facilities, Trans-Alaska Pipeline System," pp.94-103, Proc. U. S. National Conference on Earthquake Engineering, Ann Arbor, Michigan, Earthquake Engineering Research Institute, June 1975.

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e 203. R. L. Sharpe, N. M. Newmark, A. Goldberg, B. Bresler, N. S. Remmer, and N. C. Donovan, " Nationally-Applicable Seismic Design Recommenda-tions -- A Progress Report," pp. 77-86, Proc. U. S. National Conference on Earthquake Engineering, Ann Arbor, Michigan, Ea rthquake Engineering Research Institute, June 1975 20'4 . N. M. Newmark and W. J. Hall, " Pipeline Design to Resist Large Fault Displacement, pp. 416-425, Proc. U. S. National Conference on Earthquake Engineering, Ann Arbor, Michigan, Earthquake Engineering Research Institute, June 1975.

205. W. J. Hall, V. J. Mcdonald, D. J. Nyman, and N. M. Newmark, "Observa-tions on the Process of Equipment qualification," pp. 495-501, Proc. U. S. National Conference on Earthquake Engineering, Ann Arbor, Michigan, Earthquake Engineering Research Institute, June 1975.

206. N. M. Newmark, " Design of Structures to Resist Seismic Motions,"

pp. 235-275, in Proc. Earthcuake Engineerino Conference, Jan. 23-24, 1975, Univ. of South Carolina College of Engineering.

207. N. M. Newmark, "A Response Spectrum Approach for Inelastic Seismic Design of Nuclear Reactor Facili ties," Paper K 5/1, Transactions Thi rd International Conference on Structural Mechanics in Reactor Technology, Vol. 4, Part K, Sept. 1975, 14 pp.

208. W. J. Hall, B. Mohraz, and N. M. Newmark, " Statistical Analyses of Earthquake Response Spectra," Paper K 1/6, Transactions Third International Conference on Structural Mechanics in Reactor Technology, Vol. 4, Part K Sept. 1975, 11 pp.

209. N. M. Newmark, " Effects of Earthquakes on Dams and Embankments,"

p. 109-129 in Milestones in Soil Mechanics, TFe First Ten Rankine Lectures, Institution of Civil Engineers, London, 1975.

210. N. M. Newmark, " Nuclear Power Plants," Structural Desion of Nuclear Pf art Facilities, ASCE Specialty Conference in 1973, Vol. III, pp. 84-88, 1976.

211. W. J. Hall, B. Mohraz, and N. M. Newmark, " Statistical Studies of Vertical and Horizontal Earthquake Spectra," The Division of Systems Safety, United States Regulatory Commission, NUREG-0003,128 + ix pp.,

January 1976.

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212. N. M. Newmark, " Earthquake Prediction and Earthquake Engineering Research," Proceedings 4th National Meetino of Universities Council for Earthouake Engineerino Research, Rept. UCEER-4, California Ins ti tute of Tet:inology, Pasadena, pp. 21-24, 1976.

213 N. M. Newmark and W. J. Hall, Chapter 29, Part I, " Vibration of Structures Induced by Ground Motion," po. 29-1 to 29-19 in Shock and Vibration Handbook, Second Edition, edited by Cyril M.

Harris and Charles E. Crede, McGraw Hill Book Co., New York, 1976.

214 N. M. Newmark and E. Rosenblueth, Fundamentos de Incenieria Sismica, Edi torial D iana, Mexico, 1976 (680 pp.).

215. Selected Pacers by Nathan M. Newmark, Civil Encineerino Classics, American Society of Civil Engineers, New York, 1976 (889 + viii pp.)

216. Nathan M. Newmark, "The Future of Earthquake Engineering," Proceedinos Inauaural Svmoosium John A. Blume Earthouake Engineerino Center, pp. 159-173, Stanford university, September 1976.

217. Roland L. Sharpe and Nathan M. Newmark, " Extending Seismic Design Provisions for Buildings to the Design of Offshore Structures,"

Proceedings Offshore Technology Conference, Houston, Texas, May 1977, pp. 177-181.

218. J. R. Whitley, J. R. Morgan, W. J. Hall , and N. M. Newmark, " Base Responses Arising f rom Fre2-Field Motions," Trans. 4th International Conference on Structural Mechanics in Reactor Technoloov, San Francisco, Vol. K(a),1977, Paper K2/15,10 pp.

219 N. M. Newmark, " Inelastic Design of Nuclear Reactor Structures and Its i

Implications on Design of Critical Equipms nt," Trans 4th Internat onal Conference on Structural Mechanics in Reacter Technoloov, San Francisco, Vol. K(a), 1977, Paper K4/1, 10 pp.

220. N. M. Newmark and Others, " Earthquake Prediccion and Hazard Mitigation Options for USGS and NSF Programs," National Science Foundation-RANN and Department of Interior-USGS, A Report Prepared for the President's Science Adv*ser by an Advisory Group Chaired by N. M. Newmark, Sept. 1976, Superint*.ndent of Documents, U. S. Government Printing Office, Washington, D. C.

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t 221. N. M. Newmark and R. Riddell, " Statistical Study of Earthquake Response Spectra," Proceedings 2nd Chilean Conference on Seismology and Earthquake Engineering, pp. 82,1 - 15, July 1976.

222. W. J. Hall and N. M. Newmark, " Seismic Design Cri teria for Pipelines and Facilities," in The Current State of Knmaledge of Lifeline Earthouake Engineerino, Proceedings Technical Council of Lifeline Earthquake Engineering Specialty Conference, ASCE, pp. 18-34, August 1977.

223. N. M. Newmark, W. J. Hall, and 'J. R. Morgan, "Compa rison of Building

Response and Free Fleid Motion in Earthquakes," Proceedings Sixth World Conference on Earthquake Engineering, Vol. II, New Delhi, India, 1977, pp. 972-978.

224. R. Smilowitz and N. M. Newmark, " Seismic Force Dis tribution for Computation of Shears and Overturning in Buildings," Proceedings Sixth World Conference on Earthquaks Engineering, Vcl. II, New Delhi, India, 1977, pp. 1819 - 1825.

225. N. M. Newmark, H. J. Degenkolb , A. K. Chopra, A. S. Veletsos ,

E. Rosenblueth, and R. L. Sharpe, " Seismic Design and Analysis Pro-visions for the United States," Proceedings Sixth World Conference on Earthquake Engineering, Vol. II, New Delhi, India,1977, pp. 1986 -

1992.

226. Nathan M. Newmark and William J. Hall, " Earthquake Resistant Design of Nuclear Power Plants," in The Assessment and Mitication of Earthouake Risk, UNESCO, Paris,1978, pp. 198-218. (ISBN Ref. No. 92-3 -101451 -X )

227. N. M. Newmark and W. J. Hall, Develooment of Criteria for Seismic Review of Selected Nuclear Power Plants, U. S. Nuclear Regulatory Commissian, NUREG/CR-0098, May 1978.

228. C. Allin Cor'nell and Nathan M. Newmark, "On the Seismic Reliability of Nuclear Power Plants," Proceedings of Topical Meeting on Probabilistic Analysis of Nuclear Reactor Safety, Vol. 3, American Nuclear Society, May 1978, pp. XIV.1-1 to XIV. l-14.

22 9 N. M. Newmark et al, Tentative Provisions for the Development of Seismic Requidtions for Buildings, Applied Technology Council Report ATC 3-06, NBS Special Publication 510, NSF Publication 78-8, June 1978, xxiv + 506 pp.

230. W. J. Hall and N. M. Newmark, " Seismic Design Criteria for Pipelines and Facilities," Journal of the Technical Councils of ASCE, Proceedings ASCE, Vol .104, No. TC1, pp.91-107, November 1978.

231. N. M. Newmark, " Earthquake Design Philosophies, Past Developments and

'.*uture Trends," in Erdbebenaerechtes Bauen, Swiss Association of Engineers and Architects, SIA Document 31, September 1978, pp. 59-84.

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a .

232. Nathan M. Newmark and William J. Hall, " Comments on inelastic Scismic Capacity of Nuclear Reactor Structures," in Civil Encineering and Nuclear Power, Vol. 11, American Society of Civil Engineers, April 1979, 21 pp.

233 G. W. Housner, N. M. Newmark, F. E. Richart, H. Bolton Seed, S. D. Wilson, and Robert V. Whitman, " Synopsis of Summary Session,"

Earthquake Engineering and Soil Dynamics, Vol. Ill, American Society of Civil Engineers, June 1978, pp. 1318-1319 234. N. M. Newmark and W. J. Hall, " Earthquake Resistant Design,"

Sec. tion 3, p. 3-1 to 3-27 in Structural Engineering Handbook, 2nd Edition, edited by E. H. Gaylord and C. N. Gaylord, Mc-Graw-Hill Book Company, New York, 1979 235. N. M. Newmark, " Earthquake Resistant Design and ATC Provisions,"

Chapter 25, Proceedings Third Canadian Conference on Earthquake Engineering, Vol. 1, pp. 609-651, Montreal, June 1979 236. W. J. Hall, J. R. Morgan, and N. M. Newmark, " Traveling Seismic Waves and Structural Response," Proceedings of the Second International Conference on Microzonation, San Francisco, California, 1970, pp. 1235-46.

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