ML19331B494

Testimony Briefing Fundamental Issues in Earthquake Resistant Design,In Response to Aslab 800624 decision,ALAB- 598.Design Criteria Conservative & Requires No Change.Prof Qualification Encl

ML19331B494
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Site:	Diablo Canyon
Issue date:	08/08/1980
From:	Newmark N ILLINOIS, UNIV. OF, URBANA, IL
To:	NRC ATOMIC SAFETY & LICENSING APPEAL PANEL (ASLAP)
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ML19331B489	List: ML19331B494 ML19331B542 ML19331B546 ML19331B551
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ALAB-598, ISSUANCES-OL, NUDOCS 8008120342
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O UNITED STATES OF AMERICA NUCLEAR REGULATORY COMMISSION BEFORE THE ATOMIC SAFETY AND LICENSING APPEAL BOARD m

In the Matter of PACIFIC GAS AND ELECTRIC COMPANY Docket Nos.

(Diablo Canyon Nuclear Power Plant 50-275 0.L.

Units Nos. I and 2) 50-323 0.L.

Testimony of Nathan M. Newmark Consultant to the U.S. Nuclear Regulatory Conmission i

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o o INTRODUCTION The purpose of .nis testimony is to reply to certain questions concerning seismicity, seismic design, and safety to resist the effects of earth-quakes, of the Diablo Canyon Nuclear Power Plant Units 1 and 2 raised by the Atomic Safety and Licensing Appeal Board (ASLAB) in its Decision dated June 24, 1980.

In order to present ny comments and answers in a consistent manner, this document is divided into two parts. The first part is a brief discussion of fundamental issues in earthquake resistant design, to lay the groundwork and explain the basis of the second part, which con-sists of answers to specific questions raised by the ASLAB.

My qualifications for this work are described briefly below. I have been a consultant to the NRC and to its predecessor, the Atomic Energy Commission, for nearly 20 years. A summary of ny extensive experience and responsibilities is contained in my testimony of 8 November 1978 before the Atomic Safety and Licensing Appeal Board. A list of my degrees, both earned and honorary, and ny awards, medals, and honors, is contained in my biographical sketch dated November 1979, attached hereto, with an addendum to June 1980. A list of ny published technical papers and books, numbering 243 as of this date, is also attached.

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O 9 I. FUNDAMENTAL ISSUES IN EARTHQUAKE RESISTANT DESIGN A. Relation Between Seismic Response Soectra and Seismic Design Coefficients In order to understand some of the data concerning earthquake damage, the damage, a1d also the lack of damage, must be considered in re-lation to the design basis. Nuclear reactor structures are designed with the use of a seismic response spectrum with generally c'.uttic behavior, with allowable stresses not exceeding the yield strength of the material. See, for example, Newmark and Rosenblueth (1971), and Newmark (1970). Other structures, and particularly buildings, in-cluding schools, apartment buildings, commercial structures, etc.

are generally designed using a seismic coefficient specified by building codes, such as the Uniform Building Code, for the total lateral or shearing force at the base of the building, with some distribution of lateral force over the height of the building, at a level of stress corresponding to the allowable static working stress augmented by a factor of 1/3 when earthquake (or wind) forces act on the building. The net design coeffi-cient at the base of the building is used with about 2/3 of the yield strength. The equivalent coefficient is, therefore, about twice the allowable static coefficient at the yield point of the material. There is an implied requirement of ductility to resist the actual expected earthquake, because the earthquake forces may be several times greater than the static coefficient. Taking into account the spectrum amplification factor, the peak ground

o o acceleration used for nuclear reactor structures is at least 3 to 4 times that corresponding to the seismic coefficient used for even the most important building when the sites are the same, but nuclear reactors are generally designed for a peak site ground acceleration of 1 1/2 to 2 or more times that used for an ordinary building.

Recently, design recommendations were made for design of structures using a design response spectrum and a ductility factor or spectral reduction factor depending on the framing and material of the building, ranging from about I for unreinforced masonry walls to about 8 for ductile steel frames. SeeATC-3(1978). The spectral reduction factors developed give design coefficients generally exceeding those in current building codes.

The design response spectrum is obtained by taking the peak effective ground accelerations, velocities, and displacements expected at the site, and amplifying them by factors such as those given in Newmark and Hall (1978), where these factors are a function of the damping in the structure and its foundation.

As a result of the fact that the effective peak acceleration used for structures as in ATC-3 (1978) are generally only about half of the SSE acceleration levels used for nuclear reactors, and because there is no spectral reduction factor used in nuclear structural design, nuclear reactor structures are designed for seismic forces ranging from 4 to 10 times those corresponding to the Uniform

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_4 Building Code or other building codes, for the same seismic envi-renment or site, as explained above.

B. Effect of Eccentricity of Seismic Loading As discussed in Newmark and Rosenblueth (1971) or Chopra and Newmart (1980), there are two sources of enhanced response of a structure in an earthquake over the response computed by assuming only uniform lateral deformat'ons over the width of a building. If the center of stiffness of the framing of a building departs significantly from its center of mass, there is a real eccentricity giving rise to a forsional or twisting deformation coupled with the uniform lateral deformatfon.

This torsional response causes one side of the building to deform more than the opposite side, and often causes a progressive failure or collapse. Moreover, as failure occurs, the torsicnal response increases.

There is also a small torsional response even for symmetrical structures with no real eccentricity, caused by the wave passage of the earthquke motions over the width of the building.

These topics are discussed in ATC-3 (1978) in the ccamentary on Chapter 4. In general, buildings to resist earthquakes should be symretric, and real torsional eccentricity should be avoided.

Where it cannot be avoided, provision for the increased response must be provided. Most older buildings do not have any provision

• C even for real torsion in their design. Much of the damage noted in earthquakes is caused by eccentricity of shear walls, or by concen-trating the shear resisting element near the center of the structure, enhancing the torsional response due to wave passage effects.

C. Overturning and Compressive Vertical Forces Because a building must inevit:bly have a moment at its base (over-turning moment) due to the distribution of inertial lateral forces over its height, there is a tendency to cause tilting or tipping, which produces higher compressive forces in the vertical direction near the perimeter of the structure. This topic is discussed in the commen-tary on Chapters 3 and 4 of ATC-3 (1978), and in Newmark and Rosenblueth (1971), Sect.15.7.

The increased compression due to the overturning moment must be provided for in the outer and especially the corner vertical members (columns and walls) of the structure. Methods of increasing the vertical compression capability of columns near joints and connections is required to give both increased strength and increased ductility. Many of the failures observed in earthquakes were caused by inadequate or no provision for the increased compressive forces. The Imperial County Services Building is a particularly good example of inadequate provision for both over-turning and torsional eccentricity, with ties spaced at about 12 inches or more apart rather than the 2 or 3 inches corresponding to good design practice near the joint.

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D. Effects of Discontinuities in Strenoth or Stiffness When there are abrupt changes in stiffness or strength over the height of a building there is a concentration of stress at the discontinuity which may give rise to collapse or failure. Such discontinuities have played an important part in many of the observed failures in earth-quakes. One of the most common discontinuities is the use of a so-called flexible first story, either intentional or unintentional.

Several examples are discussed herein of failure due to discontinuities or abrupt changes as documented in reports of earthquake damage. For example, the Macuto-Sheraton Hotel near Caracas had its three lower floors supported only on columns, while the upper stories of the ten-story building was of heavy shear wall construction. The columns in the lower stories failed and the building nearly collapsed.

A description of the building is contained in Hanson and Degenkolb (1967), p. 98-99, and a detailed description of the damage in Sozen et al (1968), p. 58-62. A sketch of the framing of the building is shown in Fig. 7.5 from that reference. The column failures were influenced primarily by the discontinuities in strength and stiffness between the lower 3 stories to the upper part of the building, but were contributed to by the effect of accidental torsion and the over-turning moment.

A particularly interesting response occurred in the Palace Corvin in Caracas, which is described in Hanson and Degenkolb (1967),

. s is pp. 48-49. This structure consisted of two nearly identical ten-story apartment buildings joined by a common elevator shaft and staircase. The west building had exterior walls continuing to the foundation level, and the east building had the walls removed in the first story to provide for parking. The east building collapsed completely, while the west building had no structural damage. A -

photograph of the remaining west building, looking across the site of the collapsed eastern half is shown in Fig. 4.11 taken from Sozen et al (1968). This building failure demonstrates clearly tne damaging effect of discontinuities in strength and stiffness.

It is examples like this which led the ATC to provide for an increased resistance near discontinuities. See ATC-3 (1978),

Sect. 3.7.3.

E. Effects of Piles and Wave Passages In' general, piles do not affect the lateral response of a building due to earthquakes, since they must conform to even soft ground shear deformations because the soil mass is stiffer by a larger margin than the piles. However, large and stiff caissons or piers may affect the lateral response, depending on the design of the pile cap between the piles or piers of the building. Piles do affect the vertical response of a building because of their transfer of the point of support to a level where the soil is generally stiffer than at the surface level or the foundation mat or footing level. The fact that a building is supported on individual footings may affect its response

compared with a building supported on a raft or large foundation, if the individual footings are not well tied together. However, building codes generally provide for heavy ties or braces between the individual footings, whether or not they are supported on piles. When these are present and properly designed, the building responds as if it were supported on a single foundation structure.

Hence, the wave propagation effect in reducing the high frequency response of a building is not affected by pile supports, but rather by the design of the pile cap under the building and the presence or abserce of ties connecting the pile caps. However, one should not expect to identify Tau effect reductions in response for poorly designed buildings in which, because of torsional effects or high overturning compressions not provided for or stress concentrations due to discontinuities, there is a major increase in response in the lower floors. Moderately well designed buildings will generally show the wave passage reduction effects. Poorly or inadequately designed buildings will only show failure.

F. Over Registration of Rescanse in Vertical Acceleration The instruments used to measure acceleration time relationships are themselves responding structures coupled with their supports. When instruments that are mounted on isolated blocks, generally of concrete, resting on or only slightly embedded in the ground, the block and the soil imediately beneath it give a response which is amplified above that of the acceleration of the ground itself in the free field. This

. o is true also of instruments in buildings if they are not firmly tied with ties of high rigidity to the building structure. This over registration gives a spurious indication of high vertical acceleration for frequencies in excess of 3 to 4 hertz, as demonstrated in Newmark (1974) and in Bolt and Hansen (1977). This over registration may be as much a factor of 2, and may lead to indications that vertical accelerations greater than 1 g exist, when the actual vertical accel-eration in the free field is of the order of 0.5 to 0.6 g.

Although there is a slight tendency, similarly, to over record-hori-zontal responses, it is relatively negligible and has not been con-sidered in development of design criteria. The over registration in vertical response, as indicated in the references, is taken into account in the criteria that I developed for the design of buildings and nuclear reactor facilities, ir, which the vertical acceleration response is taken as 2/3rds of the hocizontal acceleration response over the entire range of frequencies, as developed from statistical studies reported in Newmark and Hall (1978), and in contrast with the earlier design re-quirements of USNRC Regulatory Guide 1.60. This is also taken into account in Hall, Mohraz and Newmark (1976). Occasionally in thrust faults the vertical acceleration response may exceed 2/3rds of the horizontal value but rarely if ever in strikes-slip fault motions.

G. Probability Levels Imolied in Des:gn Response Soectra In general, in all of the design criteria for design response spectra, the SSE earthquake acceleration at which the spectrum is anchored is

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taken at the median plus one standard deviation value, and the spectrum is also taken as the median plus one standard deviation value. Similarly, the fragility or strength of structures and equipment is taken at the median plus one standard deviation. When these are combined, the proba-bility of exceeding the design level is at a much lower probability level than the median plus one standard deviation. The techniques for making the combination are described in Cornell and Newmark (1978) and in Ang and Newmark (1977).

Extreme upper limits for free field earthquake acceleration may be very high but are not of significance since the spectrum does not depend on isolated high peaks of acceleration. If one were to take an envelope of all of the values developed for response spectra for various ea th-quakes one would obtain an unreasonably high degree of conservatism that would make it impossible to design buildings of any sort, and particularly nuclear reactors, without causing failures from other tources such as thernal stresses, and brittle fractures arising from lack of ductility in highly overdesigned sections.

Ductility and energy absorbing capacity are the aims of earthquake j resistant design. Consideration of strea;th alone can often be self defeating.

II. ISSUES RAISED BY APPEAL BOARD The following discussion is in reply to specific topics raised by ASLAB for the Diablo Canyon facilities.

A. Imperial Valley Earthquake Data In general, the revised and corrected data for the Imperial Valley Earthquake give results that are not greater than those used in nuclear reactor design as exemplified in the design criteria specified by me for the Diablo Canyon reactor facility. See Newmark (1976). There are some instances in which the uncorrected data are greater, and there are also some instances in which the vertical measurements in the high frequency region are greater than the horizontal reading of acceleration.

However, these instances are generally due to over registration in frequencies in excess of 3 to 4 hertz as discussed in Part I F, above and to site conditions in the Imperial Valley which do not exist at Diablo Canyon.

A recent study by Donovan (1980) shows data from 115 stations within 20 kilometers of a fault, plotted to show the relation between peak recorded acceleration and distance from the fault in kilometers.

Magnitudes from 3.5.or less up to 7.5 are considered, and the data show no consistent relationship with magnitude. This is an indication of the fact that the high dependence on magnitudes reported in some attenuation relationships is probably a spurious one. Basic physical principles indicate that close to the source of the earthquake the peak acceleration should be dependent only on the local conditions, including

• a the shear strength of the rock at the focus and is not a function of the magnitude, although at larger distances the acceleration is dependent on magnitude or amount of energy release. A plot of these data is shown in Plate C-1 taken from Donovan (1980). The linear relationship shown on Plate C-1 was drawn to indicate the approximate level of the 84 percentile or median plus one standard deviation value, and indicates a peak acceleration level at about 6 kilometers from the fault, corresponding to the Diablo Canyon situation, of approximately 0.6 g or slightly less.

The Imperial Valley data do not require an increase in the design requirements for nuclear reactors and other structures that I have used since the mid 1960's, and may even justify a less conservative reauirement than I specified for Diablo Canyon in Newmark (1976).

B. Vertical Relative to Horizontal Acceleration The over registration of the vertical relative to the horizontal accel-erations measured for various earthquakes in the high frequency region, when taken into account, justifies the use of a vertical response spectrum of approximately 2/3rds the horizontal response spectral values throughout the entire range of frequencies. The actual statis-tical value of the mean of the vertical acceleratio,n is less than 2/3rds of the horizontal acceleration, as indicated in Hall, Mohraz and Newmrk (1976). The bases of this conclusion is presented in detail in Item I-F. It is noted that this over registration of vertical acceleration occurs only close to the source or epicenter

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(or close to the fault break) where the frequency content of the acceleration record is high.

C. Wave Passage Effects The wave passage effect or so-called Tau effect is a real effect.

This has been demonstrated by a number of examples, and is discussed in some detail in Newmark (1976). Further studies by others, not yet published, including studi.es by the TERA Corporation, indicate at least a 20 percent reduction for a number of structures for which free field data and data in buildings are both available. Part of the reduction is due also to lack of coherence in time of the acceleration versus time acceleration data over a moderately large area corresponding to the width of the building. This reduction, of course, exists only at frequencies in excess of 2 hertz and in a near field phenomenon.

As explained in I' tem I.E. the presence or absence of piles is not relevant to the behavior or response of buildings or to the Tau effect. However, no Tau effect should be expected in buildings that are supported on independent spread footings not well tied together whether or not the footings bear directly on soil or on piles.

D. Conservatism of Newmark's Spectra Some of the Imperial earthquake specrta are stated to exceed the Diablo Canyon design value. Only a relatively small number of exceedances are obtained from the corrected Imperial data and the exceedance exists only over very short ranges of frequency, different

for different stations. However, the design spectrum for Diablo Canyon, those in USNRC Regulatory Guide 1.60 and those in Newmark and Hall (1978) are intended to be a median plus one standard deviation value, and are not upper bounds. Hence occasional exceedances over small ranges of frequency should be expected and have no important significance. If conservatism were not used in other aspects of the design calculations, it would be desirable to use an envelope of the response spectra, but in order to obtain a l balanced degree of conservatism and to avoid other design difficulties, the mean plus one standard deviation value is the standard that has been used, and is adequately conservative when proper account is taken of all the parameters involved in earthquake resistant design.

E. Imperial County Services Building The damage to the Imperial County Services Building is due to the fact that the building was inadequately designed. This has been pointed out in a number of reports, and the topics discussed in Items I B, C and D are particulary pertinent. There was a large torsional effect because of real eccentricity in the first story shear wall. This eccentricity is shown in the ground floor plan of l Services Building taken from Blaylock-Willis and Associates (1980) in a figure entitled " Services Building - Ground Floor Plan" and more clearly described in the report by Sozen et al (1968), shown in Fig. I taken from that report. The center of shear stiffness of the four shear walls in the north south direction in the central bay of the first story really is located west of the center of mass

of the building. This could enhance the response of the eastern perimeter of the building.

The overturning moment was apparently neglected, and provisions for concrete restraint at the joints were inadequate. The ties that were used to confine the concrete were only nominal and had a wide spacing which allowed the steel bars to buckle outward and rupture the concrete.

Closely spaced ties or spiral reinforcement containing the steel would have helped to prevent this effect, as discussed in Item I.C.

There were abrupt changes in stiffness between the first story and higher levels in the building which caused stress concentrations in the columns of the first story which exceeded the capacity of these columns. This point of view is supported by a news article in Enriineering News Record for 17 July 1980 in an interview with Dr. Paul Jennings of the California Institue of Technology. He is quoted as saying that he feels the use of continuous walls on the first floor rather than beams and columns "would have definitely reduced or eliminated the damage."

"The dam 3De to this building shows that this is a disadvantageous form for earthquake country." Similar coments were made in Brandow and Leeds (1980) in a review of damage in the Imperial earth-quake.

In my view these 3 inadequacies in design dicussed above were of primary importance in contributing to the failure of the building

as discussed in Items I.B. C and D.

F. Effect of Pile Foundations As explained in Item I.E, the piles are not a factor in either the Hollywood Storage Building or the Imperial County Services Building failure. The Hollywood Storage Building, although founded on piles, wculd have no effect from the piles since the building was properly designed and was not subjectea to a strong enough earthquake to cause damage to the building. The Imperial County Services Building was improperly designed and the response of the building failing in torsion and overturning increases as the earthquake vibration continued. It is not appropriate to consider the results of measure-ments made in the Imperial County Services Building as indicative of the effects of wave propagation or the adequacy of properly designed struct 's, because higher response accelerations would be developed in the progressive failure of the supporting elements in the first story of the building.

G. El Centro Steam Power Station The El Centro Steam Power Station was designed for a seismic co-efficient of 0.2 g at working stress plus a 1/3 increase, according to a private communication from the designer of Unit 4 of the building.

This sorresponds to a yield value of the response spectral acceler-ation of about 0.4 g and therefore to a ground acceleration design value for 5 percent damping of approximately 0.14 g. The actual ground acceleration as reported in Brandow and Leeds (1980) in an I

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article by Otto W. Steinhardt on " Earthquake Effects at El Centro Power Plant," pages 57 to 60, indicates that the actual ground acccleration was of the order of 0.4 to 0.5 g for measurements near the building. Hence the building was overloaded by a factor of approximately 3 to 4 times. Only slight damage was developed because of good design practices used in general for both Units 3 and 4. Some of the equipment was not properly anchored and suffered slight damage but these units were able to be put on the line within a very short time after the earthquake, Unit 3 being restored to services 5 minutes after the main shock, and Unit 4 being restored to service some 5 hours5.787037e-5 days <br />0.00139 hours <br />8.267196e-6 weeks <br />1.9025e-6 months <br /> late; after repairs were made to the unit substation which powers the cooling tower fans and circulating water pump valves. This damage was not necessarily seismic induced, according to the reference previously cited.

H. Hard Rock Versus Soft Sediment Site Energy losses and attenuation of acceleration are greater in soft soil than competent rock when the shearing stresses exceed the strength in the material. Because of this fact one may expect higher accelerations in soft sediment than in rock when the peak effective acceleration is less than acuut .2 g, about the same values for peak effective accelerations about .4 g, lower values when the peak effective accelerations exceed about .6 g. These phenomena have been taken into account in the development of the design spectra reconnended by me for Diablo Canyon Newmark 1976.

However, the apparent wave propagation velocity used in determining the Tau effect should be based on the shear wave velocity at a depth of several hundred feet below the surface of the site. The softer near surface layers at the site cause a refraction of the wave, telting it upwards, but not changing its apparent horizontal velocity. For this reason the Tau effect at the Hollywood Storage Building was taken as corresponding to the apparent wave propagation velocity of 2000 ft per second and that at Diablo Canyon at 4000 ft per second.

It should be noted that the Tau effect is essentially a soil structure interaction effect. In my practice I have never combined the Tau effect with the effect of soil structure interaction. In all cases either of these effects reduces the response and never increases it above the free field indicated values except in instances of progressive failure due to inadequate design.

I. General Comments Many of the points made in this testimony were developed and accepted by competent engineers at least as early as the latter part of the 1950's. The," were emphasized in a number of reports including Hanson and Degenkolb (1967), Blume, Newmark and Corning (1961),

Newmark (1969), and Newmark and Hall (1969). Of particular interest is a section entitled " Lessons Learned and Relearned" taken from Hanson and Degenkolb (1967), pages 125 to 128. This points out the 4

influence of nonstructural elements which was not discussed in this testimony, the effect of overturning forces, sudden changes of stiff-I

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ness and framing, column ties, and connections.

It can be inferred from the discussion in this testimony, and from consideration of earthquake damage and lack of damage in various earthquakes, that the factor of safety for nuclear reactors based i

on current design procedures is at least 3, and may greatly exceed that i value.

In my opinion, based on my extensive experience and observations of the effect of earthquakes and explosions, the design criteria given in Newmark (1976) for Diablo Canyon are conservative and require no change in the light of the Imperial Valley Data.

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REFERENCES A. H.-S. Ang and fl. M. fler. ark (1977), "A Pretabilistic Seismic Safety Assessrent of tre Diablo Canycn tiuclear Power Plant," Report to the US'.RC.

ATC-3 (1978), Tentative Provisiens fcr the Ceveleprent of Seismic Regu-lations for Buildings, Applied Technology Report ATC 3-06.

Blayleck-Willis and Associates (1950), "Darage Evaluation for Irperial County Services Building, El Centro, California," Preliminary Report to Irperial County Depart en of Public Werks.

J. A. Blu e, ii. M. Newrark and Leo Corning (1961), Cesign of Multi-Stcry Reinforced Cencrete Buildings for Eartncuake Motions, Portlanc Ce.er.t Asscciation, Cnicago, Illinois.

Bruce A. Bolt and R. A. Hansen (197/), "The Upthrew of Objects in Earth-quakes," Sulletin Seis olegical Society of

• erica, 'lel. 67, No. 5, pp. 1415-1427.

G. E. Brandcw and D. J. Leeds (1930), Reconnaissance Report Ircerial County, California Earthcuake, October 16, 1979, Eartnquake Engir.eering Fasearcn Institute.

A. K. Chcpra and fi. M. Newmark (1930), Chapter 2, " Analysis," p . 27-53, in Desien of Earthcuake Resistant Structures, edited by E. Rosenblueth, Pentecn Press, Lcncon.

C. A. Cornell and fi. M. fiewrark (1973), "Cn the Seiscic Reliability of Nuclear Peder Plants," Prcceedings Tepical Meeting en Prcbabilistic pnalysis of Nuclear Reactory Safety, 'lol. 3, Arerican fiuclear Scciety, pp. XI'/ 1-1 to 1-14 N. C. Donovan (1980), "Preslems of an Expanding Field of Applicatiens in Seismic Risk," A: erican Gecphysical Unicn, Abstract, Spring Peeting, Torcnto.

W. J. Hall, 3. Mohra: and N. M. Newark (1976), " Statistical Studies of

'lertical and Horizontal Earthquake 5;ettra," USSRC, SUREG-0003.

R. D. Hanson and H. J. Cegenkelb (1967), The 'lenezuela Earthcuate July 29.

1967, Arerican Iron and Steel Institute, hew scr(.

N. M. Nerark (1969), "Cesign Criteria fo,- Nuclear Reactors Subjected to Earthquake Hazards," pp.90-113, Prcceedings I*EA Panel cn Aseisnic Design and Testing of Nuclear Facilities, Japan Earthquake Prcmtien Sc:iety, Tokyo.

N. M. Newmark (1970), " Current Trends in the Seismic Analysis and Design of High Rise Structures," Chapter 16, pp. 403-424, in Earthquake Engineering, edited by R. L. Wiegel, Prentice-Hall, Inc., Englewood Cliffs, New Jersey.

N. M. Newmark (1974), " Interpretation of Apparent Upthrow of Objects in Earthquakes," Vol. 2, p. 2338-2343, Proceedings Fi'th World Conference on Earthquake Engineering, Rome.

-N. M. Newmark (1976), "A Rationale for Development of Design Spectra for Diablo Canyon Reactor Facility," Report to the USNRC.

N. M. Newmark and W. J. Hall (1969), "Special Topics for Consideration in Design of Nuclear Power Plants Subjected to Seismic Motions," pp. 114-119, Proceedings IAEA Panel on Aseismic Design and Testing of Nuclear Facilities, Japan Earthquake Promotion Society, Tokyo.

N. M. Newmark and W. J. Hall (1978), Develo] ment of Criteria for Seismic Review of Selected Nuclear Power Plants, NUREG/CR-0098, USNRC, Washington,D.C.

N. M. Newmark and E. Rosenblueth (1971), Fundamentals of Earthquake Engineering, Prentice-Hall, Inc. , Englewood Cliffs, New Jersey.

M. A. Sozen, P. C. Jennings, R. B. Matthiesen, G. W. Housner, and N. M.

Newmark (1968), Engineering Report on the Caracas Earthquake of 29 July 1967, NRC-NAE-NAS, Washington, D. C.

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o o LIST OF REFERENCES

1. Nathan M. Nextiark, Biographical Data, dated 1 1ovember 1979. (Addendum dated July 1980 attached.)

2. Nathan M. Newmark, List of Publications.

3. R. D. Hanson and H. J. Degenkolb (1967), " Palace Corvin," The Venezuela Earthquake July 29, 1967, pp. 48-49, American Iron and Steel Institute, New York.

4. R. D. Hanson ard H. J. Degenkolb (1967), "Macuto Sheraton Hotel,"

The Venezuela Earthquake July 29, 1967, pp. 98-99, American Iron and Steel Institute, New York.

5. R. D. Hanson and H. J. Degenkolb (1967), " Lessons Learned and Relearned,"

The Venezuela Earthquake July 29,1967, pp.125-128, American Iron and Steel Institute, New York.

6. C. Allin Cornell and Nathan M. Newmark, "On the Seismic Reliability of Nuclear Power Plants," Invited Paper, ANS Topical Meeting on Probabilistic Reactor Safety, Newport, California, May 8-10, 1978.

7. Bruce A. Bolt and R. A. Hansen, "The Upthrow of Objects in Earthquakes,"

Bulletin of the Seismological Society of America, Vol. 67, No. 5, pp. 1415-1427, October 1977.

8. N. M. Newnerk, " Interpretation of Apparent Upthrow of Objects in Earthquakes," Published in Proceedings, Fif th World Conference on Earthquake Engineering, Vol. 2, pp. 2338-2343, Rome, 1974.

9. N. M. Newmark, " Design Criteria for Nuclear Reactors Subjected to Earthquake Hazards," Proceedings of the IAEA Panel on Aseismic Design and Testing of Nuclear Facilities, pp.90-119, 12-16 June 1967, Tokyo, Japan.

, e LIST OF PUBLICATIONS Na than M. Newma r k

1. N. M. Newmark, "A Study of Patterns of Abutment Movements in an Arch Dam Corresponding to Some Simple Patterns of Abutment Thrus ts ," Technical Memorandum, U. S. Bureau of Reclamation, June 1931.

2. W. M. Wilson and N. M. Newmark, "The Strength of Ti'in Cylindrical Shells as Columns ," Ill . 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 ar.d N. M. Newmark, "The Strength of Monolithic Concrete Wa l l s ," Il l . Eng. Exp. Sta. Bull. 277, (34 pp.),1935

5. N. M. Newmark " Simplified Computation 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 Monolithic Corcrete Walls for Dwellings." Proceedings, ACI, Vol. 31, pp. 478-498, 1935.

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

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

Soc. of Eng. Golden Jubilee Souvenir Pror; ram, pp. 144-152, January 1936.

9 N. M. Newmark and R. E. Copeland, " Review of Strength Tests on Monolithic Concrete Walls for Res idences," Concrete, 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 Transactions, ASCE, Vol. 101, pp. 1115-1117, 1936.

i 11. N. M. Newmark, Discussion of "The Relation of Analysis to Structural I Des ign," by Hardy Cross , Proceedings , ASCE, Vol . 62, No. 4, pp. 536-541, 1936. Also Transactions, ASCE, Vol. 101, pp. 1395-1400,936.

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

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

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

l l

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13. N. M. Newmark, Discuss ion of " Graphical Distribution of Vertical Pressure Beneath 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 Press ures ," Eng ineer ing News-Record, Vol. 120, No. 1, pp. 23-24, 1938.

15. N. M. Newmark, Discussion of "A Sinple Method b r the Computation of Tenperatures in Concrete Structures," by Roy W. Carlson, Proceedings, ACI, Vol. 34, pp. 104-1 to 104-4, 1938.

16. N. M. Newmark, Discussion of "A Reduct ion Method for the Analys is of Continuous Beans and Open Frames ," by Miklos Petenyi, 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 Applications, Purdue University, 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. Bull . 338, (28 pp. ) ,1942.

26. N. M. Newmark and C. P. Siess, " Design of Slab and Stringer Highway Br idges ," Publ ic Roads , Vol . 23, No. 7, pp. 157-164, January, February, March 1943

• s l

27 N. M. Newmark, "Numer ical Procedure for Computing Deflections , Me' .snts ,

and Buckling Loads," Transactions, ASCE, Vol. 108, (1943), pp. 1161-1234

28. N. M. Newmark, Discussion of " Effects of Radiant Heat on Reinforced Concrete Rigid Frames," by Milan A. Johnston, Proceedings, ASCE, Vol. 71, No. 9, pp. 1431-1433, 1945

29. N. M. Newmark, C. P. Siess , and R. R. Penman, " Studies of Slab and Beam Highway Bridges, Part I, Tests of Simple-Span Right I-Beam Bridges ,"

Univ. of Ill. Eng. Exp. Sta. Bull. 363, (132 op. ) 1946.

30. F. E. Richart and N. M. Newmark, " Impact Te',ts of Reinforced Concrete Beans," NDRC Report No. A-125, 1942, (41 pp. )

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

32. N. M. Newmark, " Aerodynamics and Aircraf t Design; Part III, Aircraft Materials and Structures," pp. 101-116, Report of AAF Scientific Advisory Group, pubilshed May 1946, by HQ Air Materiel Command, Wright Field, Dayton, Ohio.

33 N. M. Newmark, "Explos ives and Terminal Ballist ics ; 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. Newmark, " Influence Charts for Computation of Vertical Displacements in Elas tic Foundat ions," Univ, of Ill. Eng. Exp. Sta. Sull. 367, (11 pp.),

1947

35. C. P. Sless 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. Sless, 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. Colin, 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, Decen6er 1947.

38. N. M. Newmark, " Design of I-Beam Bridges, Highway Bridge Floors , A Sympos ium," Proceedings , ASCE, Vol. 74, No. 3, pp. 305-330, March 1948, 39 W. H. Bruckner and N. M. Newmark, " Axial Tension Impact Tests of Structural Steels ," The Welding Journal, Vol . 28, No. 2, Research Supplement, pp. 67s-88s, February 1949

- o 4

40. C. P. Siess and N. M. Newmark, " Rat ional Analys is and Des ign of Two-Way Concrete Slabs," Journal American Concrete Institute, Vol. 20, No. 4, pp. 273-315, December 1948.

41. e. E. Richart, Jr. , and N. M. Newmark, "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 Engineerino, edited by L. E. Grinter, The McMillan Company, New York, pp. 138-168, 1949 43 N. M. Newmark, "A Simple Approximate Formula for Ef fective End-Fixity of Columns," Journal of the Aeronautical Sciences, Vol. 16, No. 2, p. 116, February 1949 44 N. M. Newmark, Review of " Soil Mechanics in Engineering Practice," 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 Compresslen and Its Relation to the Secant Modulus," by E. H. Schuette, Journal of Aeronaut ical Sciences , Vol. 15, No. 5, p. 262, May 1948.

46. F. E. Richart, N. M. Newmark, and C. P. Sless, " Design of I-Beam Bridges, Highway Bridge Floors, A Sympos ium," Transact ions, ASCE, Vol.114, pp. 979-1072, 1949 47 W. H. Bruckner and N. M. Newmark, " Axial Tension Impact Tests of Structural Steels," The Welding Journal, Vol. 29, No. 4, Research Supplement, pp.

212-216, April 1950.

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

1 49 M. L. Gossard, C. P. Sless , N. M. Newmark, and I.. E. Goodman, " Studies j of Highway Skew Slab-Bridges with Curbs, Part II: Laboratory Tests,"

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

50. N. M. Newmark and C. P. Siess, " Proposed Design Specift cations for Two-Way Floor Slabs," Journal of the American Concrete Ins t i tute, Vol. 21, No. 8, pp. 597-607, April 1950. (Proceedings ACI, Vol. 46,1950).

51. C. P. Siess and N. M. Newmark, Clos ing discussion of paper on " Rational Analysis and Design of Two-Way Concrete Slabs," Journal of the American Concrete Institute, Vol. 21, No. 4, pp. 316-4, 5, December 1949 Also, Proceedings, ACI, Vol. 45, 1949 1

! 52. N. M. Newmark and C. P. Siess, Authors clos ing discussion to paper on

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

<m.

4 f

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

18 Decenter 1950, 54 N. M. Newmark, C. P. Siess , and I. M. Viest, "Tes ts and Analyses of Composite Beams with Incomplete Interaction," Proceedings , Society for Experimental Stress Analysis, Vol. 9, No. 1, pp. 75-92, October 1951.

6

55. N. M. Newmark, R. J. Mosborg, W. H. Munse, and R. E. Elling, " Fatigue Tests in Axial Compression," Proceedings, American Society for Testing Mate r ial s , Vol . 51, pp. '792-810, 1951.

l 56. C. P.' Sless, I. M. Vies 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 Ill . 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," Proceedings , Sympos ium on Earthquake and Blas t Effects on Structures, UCLA, pp. 114-129 1952.

59 I. M. Viest, C. P. Siess, J. H. Appleton, and N. M. Newmark, " Studies of Slab and Beam Highway Bridges: Part 17--Full-Scale Tes ts of Channel Shear Connectors and Composite T-Beams," Univ. of Ill. Eng. Exp. Sta.

Bull. 405, (155 pp.),1952.

60. N. M. Newmark, "The Institute's Research Progranr-Part III (Riveted and Bolted Structural Joints), ' Proceedings, American Institute of Steel Construction National Engineerirs Conference, pp. 24-32, 1952.

61. W. C. Hoeltje and N. M. Newmark, " Brittle Strength and Transition Temperature of Structural Steel," Welding Research Supplement, Vol. 17, pp. 515s-521s, 1952.

62. N. M. Newma rk and A. S. Veletsos, "A Simple Approximation for the Natural

> Frequencies of Partly Res trained Bars," Journal of Applied Mechanics, vol. 19, pp. 563, 1952.

63. N. M. Newmark, " Bounds and Convergence of Relaxation and Iteration Procedures," Proceedings of the First National Congress of App 11ed Mechanics, pp. 9-14, 1952.

64 N. M. Newmark and E. D' Appolonia, "A Method for the Solution of the Restrained Cylinder under Compression," Proceedings, First Nat ional Congress of Applied Mechanics, pp. 217-226, 1952.

i

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65 W. J. Austin and N. M. Newmark, "A Numerical Method f or the Solution of Plate Buckl ing Problems ," Proceedings , Firs t National 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 Institute, Vol. 24, No. 5, 445-456, 1953 67 N. M. Newmark, "What Do We Need to Know About Prestressed Concrete,"

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

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

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

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

70. N. M. Newmark, "An Engineering Approach to Blast Resistant Design,"

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

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

72. R. B. Mat thiesen, L. A. Harris , and N. M. Newmark, " Fatigue Properties of Weld Metal," Welding Research Supplement, Vol . 18, No. 9, pp.

441s-453s, 1953.

l I 73. L. A. Harris , R. B. Matthiesen, and N. M. Newmark, " Low-Temperature Bend Test Properties of Bead-on-Plate Welds," Welding Research l

Supplement, Vol . 18, No. 12, pp. 585s-599s, 1953.

! 74 W. H. Munse, D. T. Wright, and N. M. Newmark, " Laboratory Tes ts of l High Tensile Bolted Structural Joints," Proceedings, ASCE, Vol. 80, 1 Separate No. 441, (38 pp.),1954.

l 75 N. M. Newmark and C. P. Siess, "Research or. Highway Bridge Floors at l

the University 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. HoeltJe and N. M. Newmark, Closing Discussion "Britt1e Strength and Transition Temperature of Structural Steel," Welding Research, l 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 l 78. A. Laupa, C. P. Sless , and N. M. Newmark, " Strength in Shear of Reinforced l

Concrete Beams," Univ. of Ill. Eng. Exp. Sta. Bull. 428, 1955 1

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

80. N. M. Newmark, Clos ing Discuss ion, "An Engineering Approach to Blast Res is tant 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.

84. A. S. Veletsos and N. M. Newmark, "A Simple Approximation for the Fundamental Frequencies of Two-Span and Three-Span Continuous Bears,"

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

85. A. S. Veletsos and N. M. Newmark, " Determination of the Natural Frequencies of Continut.s Beams on Flexible Supports," Proceedings, 2nd U. S. National Congress of Applied Mechanics, pp. 147-155, 1954.

i

86. A. S. Veletsos and N. M. Newmark, " Natural Frequencies of Continuous Flexural Members," Proceedings, ASCE, Vol. 81, Separate No. 735, (37 pp. ),1955.

87 N. A. We ll and N. M. Newmark, "Large Plastic Deforinations of Circular Membranes," Journal of Applied Mechanics, Vol. 22, pp. 533-538,1955.

i 88. L. E. Goodman, 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. Harris , G. E. Nordmark, and N. M. Newmark, " Fat igue Strength of i Butt Welds in Structural Steef s," Welding Research Supplement, Vol. 20,

! pp. 83s-90s, 1955

90. A. Laupa, C. P. Siess, ano N. M. Newmark, " Strength in Shear of Reinforced Concrete Beams," Univ. of Ill. Eng. Exp. Sta. Bull. 428, (73 pp. ), 1955.

91. W. H. Munse, D. T. Wright , a nd N. M. Newmark, " Laboratory Tests of Bolted Joints," Transactions, ASCE, Vol. 120, pp. 1299-1321, 1955 i

92. N. M. Newmark, "An Engineering Approach to Blast 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 Des ign,"

Univ. of Ill. Eng. Exp. Sta., Reprint Series No. 56, 1956.

94 N. M. Newmark, "Analys is ar.d Des ign of Structures to Res ist Atomic Blast," Bulletin of the Virginia Polytechnic Institute, Eng. Exp. Sta.

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

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

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

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

" Fatigue Strength of We lds in Low Alloy Structural Steels," W ldinge Research, Vol. 21, pp. 298-307, June 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 Bridges, pp. 111-134, 1956.

99 A. S. Veletsos and N. M. Newmark, " Natural Frequencies of Continuous Plates ," Journal of Applied Mechanics, Vol. 23, pp.97-102,1956.

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

101. N. A. We ll and N. M. Newmark, "Large Deflect ions of Elliptical Plates ,"

Journal of Applied Mechanics, Vol. 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.

l 103 N. M. Newmark, " Reinforced Concrete," Encyclopedia Britannica, Vol. 19, pp. 79-80, 1957.

l 104. N. M. Newmark, " Designing for Atomic Blast Protection," Proceedings, l

Struc. Engrs. Assoc. of Calif., 25th Annual Convention, pp. 48-56, 1956.

105. N. M. Newmark, " Des igning for Atomic Blas t Protection," BuDocks Technical Digest, Navy Dept. , No. 75, pp. 21-30, March-April 1957

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

Proceedings, Eighth Texas Conference on Soit Mechanics and Foundation Engineering,IJniv. of Tex. Bu. Eng. Res. , Special Publication No. 20, (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 Engineering Association, Vcl. 59, pp. 245-290,1957 108. T. Y. Chen, C. P. Siess, and N. M. Newmark, " Studies of Slab and Beam Highway Bridges: Part VI -- Moments in Simply Suoported Skew I-Beam Br idges ," Ill . Eng. Exp. Sta. Bull. 439, (72 pp.),1957 109 W. J. Hall and N. M. Newmark, " Shear Deflection of Wide-Flange Steel Beams in the Plastic Range," Transactions, ASCE, Vol.122, pp. 666-687, 1957 110. A. S. Veletsos ar.d S. M. Newmark, " Natural Frequencies of Continuous Flexural f4mbers," Transact ions, ASCE, Vol.122, pp. 249-285, 1957.

111. C. H. Brown, H. O. Banks, F. B. Farquharson, N. M. Newmark, K. Sm th, J. B. Wilbur, and A. Ackerman, " Report of Task Cocynittee on Professional Education," Civil Engineering, Vol. 28, pp. 111-123, 1958.

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

113. L. A. Harris and N. M. Newmark, "Ef fect of Fabricated Edge Conditions on Brittle Fracture of Structural Steels," Welding Research Supplement to the Welding Journal, Vol. 37, p. 137-5.

114 N. M. Newmark, "A Revolution in Design Practice," Civil Engineering, Vol. 28, p. 315, 1958.

115. Robert J. Hansen, Bruce G. Johnston, N. M. Newmark, and Meri t P. White, Discussion of Paper, " Destructive Irpulse Loading of Reinforced Concrete Beams ," by F. T. Havis and M. J. Greaves , Proceedings , ACI, Vol. 54, pp. 815-816, 1958.

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

117 S . T. Rol f e , W. J. Ha l l , a nd N. M. Newmark, " Brittle-Fracture Tests of Steel Plates Containing Residual Compressive Strain," Welding Research Supplement, Welding Journal, Volurre 38 No. 4, pp. 169s-175s, April 1959

- o 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) " Concluding Renerks," p. N24. Proceedings the Institution of Civil Engineers, Great Britain, Vol.12, April 1959 119 "A Method of Computation for Structural Dynamics," Journal Engineering Mechanics Division, ASCE, Vol. 85, July 1959, pp. 67-94.

120. " Remarks on Analytical Methods for Protective Structural Design,"

Proceedings of the Second Protective Construction Symposium (Deep Underground Construction), The Rand Corporation, Report R-341, Vol.1, pp. 367-386, March 1959 121. Discussion of " Solving Structural Mechanics Problems on Digital Computers,"

by H. J. Greenberg, Structural Mechanics, Proc. Ist 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, 4,1951 (4 pp.)

123 Clos ing Discuss ion of "A Method of Computation for Structural Dynamics,"

by N. M. Newmark, Journal Struc. 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 l 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, Tokyo, p. 699-717 127 A. S. Veletsos and N. M. Newmark, "Ef fects of Inelastic Behavior on the Response of Simple Systens to Earthquake Motions," Proc. 2nd World Conference on Earthquake Engineering, Vol. II, Tokyo, p. 895-912.

k

- o 128. " Failure Hypotheses for Soils," Opening Address, Research Conference on Shear Strength of Cohesive Soils, ASCE, 1961, p. 17-32, 129 F. E. Anderson, Jr., R. J. Hansen, H. L. Murphy, N. M. Newmark, and M. P. White, " Des ign of Structures to Res is t Nuclear Weapons Ef fects ,"

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

130. N. M. Newmark and R. J. Hansen, " Design of Blast Res istant 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 Pr:-tice, Proceedings ASCE, Vol. 87, No. PP2, October 1961, 14 pp.

132. D. L. Lycan and N. M. Newmark, "Effect of Structure and Foundation Interaction," 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 Mult 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 Design," 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,"

Symposium on Soil Dynamics, ASTM Technical Publication No. 305, 1962,

p. 38-44.

138. With others, " Engineering Conference Report Based on Meeting Held at Boulder, Colorado, August 9-15, 1961," Journal Engineering Education, Vol . 52, No. 9, May 1962, pp. 624-641.

139 "Educacion en Ingenieria," Incenieria, National Univers ity of Mexico, Vol. 32, No. 4, October 1962, pp. 73-78, (Mexico City) 140, "A Method of Computat ion for Structural Dynamics," Transartions ASCE, Vol. 127, Part I,1962 (Paper No. 3384) p. 1406-1435 (with discuss ion).

- o 141. N. M. Newmark and J. D. Haltiwanger, " Air Force Design Manual - Principles and Practices for Design of Hardened Structures," Report SWC-TDR-62-138 ygggarch Directorate, Air Force Special Weapons Center, Albuquerque, 615 pp.,

'42. N. M. Newmark, W. D. Alexander, R. E. Fadum, E. Hognestad, W. E. Smith and D. C. Taylor, "1962 ASCE Research Conference, Report by the Committee on Research, ASCE," Journal of Professional Practice, Proceedings ASCE, Vol. 89, No. PPI, p. 37-91, January 1963.

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

144 Introduction to Arches , Cont inuous 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 Foundation Interaction," Journal Engineering Mechanics Divis ion, ASCE, Vol.

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

p. 1-16, 1963.

147. " Design of Structures for Dynamic Loads Including the Effects of Vibration and Ground Shock," Symposium on Scientific Problens 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 i ENGINEERING, edited by Albert Love and Janes 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. Newma r k, C. P. Sless , M. A. Sozen, " Moment-Rotat ion Characterist ics 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. Symposium on Soil-Structure Interaction, University 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. A. S. Veletsos and N. M. Newmark, Design Procedures for Shock Isolation Systems of Underground Protective Structures, Vol. 3, Response Spectrum of Single-Degree-of Freedom Elastic and Inelastic Systens, Report RTD TDR 63-3096, vol. III, Air Force Weapons Laboratory, Albuquerque, New Mexico, 316 pages, June 1964.

154 N. M. Newee rk, W. H. Wa l ke r , A. S. Veletsos and R. J. Mosborg, Design Procedures for Shock Isolation Systees of Underground Protective Structures, Vol. IV, Response of Two-Cegree-of-Freedom Elastic and Inelastic Systers, Report RTD TCR 63-3096, Vol. IV, Air Force Weapons Laboratory, Albuquerque, New Mexico, 212 pages, December 1965.

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

156. Design of Model Test Program for a Buried Fleid Shelter, Report No.1-110, Waterways Expericent Station, Vicksburg, Mississippi, 108 pages, May 1965 157. N. M. Newmark, " Current Trends in the Seismic Analysis and Cesign of High Rise Structures," Proceedings of the. Syncos tum 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 Analys is 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. Newmerk, " 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 Ingi neering, Butte rworths , London, 1966, pp 71-82.

160. A. S. Ve l e t s os , N. M. Newmerk, and C. V. Chelacati, " Deformation Spectra for Elastic and Elasto-plastic Systees 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 Schavior of Reinforced and Prestressed Concrete Buildings under Horizontal Forces and the Design of Joints (Including Wind, Earthquake, Blast Effects)," pp 585-613, Preliminary pubi tcation, 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, kth Quarter 1967, pp 17-20, American Ins titute of Steel Construction, New York.

- o 163. N. M. Newmark, "Section 3 Earthquake-Res is tant Building Des ign," in Structural Enoineerina Handbook, edited by E. H. and C. N. Gaylord, McGraw-Hill Book Company, New York 1968, pages 3-1 to 3-30.

164. N. M. Newmark, G. W. Housner, T. Hisada and others, "Aseismic Des ign and 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 (Honograph) 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, publishcJ 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 Future, Ency). Brittan.

Inc., Chicago, 1969, p. 299-300.

167. N. M. Newmark, " Problems in Wave Propagation in Soll and Rock," Proceedings International Symposium on Wave Propagation and Dynamic Properties of Earth Materials, August 23-25, 1967, University of New Mexico Press, Albuquerque, 1968, pages 7-26.

168. N. M. Newmark, " Relation between Wind and Earthquake Response of Tall Buildings," Proceedings 1966 Illinois Structural Engine ering 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 Society, Tokyo, 1969 l 171. N. M. Newmark and W. J. Hall, "Special To r ics for Consideration in Design

' 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 l

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172. N. M. Newmark, " Structural Synthesis and Design," Chapter 6, p. 199-232, in Earthquake Engineering Research, Report to NSF by the NAE Committee 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 Earthquake 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 ~ourth 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. B4-37 to B4-50.

17 6. 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. BS-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 Facility Components," In Symposium on Seismic Analysis of Pressure Vessel and Ploing Components, edi ted by David H. Pai , ASME, N.Y. , 1971, pp. 1-24.

179. M. Amin, W. J. Hall, N. M. Newmark, and R. P. Kassawara, " Earthquake Response of Multiply Connected Light Secondary Systems by Spectrum Meth-ods," in Symposium on Seismic Analysis of Pressure Vessel and Ploing Components , edi ted by David H. Pai, ASME, N.Y. , 1971, pp. 103-129 180. N. M. Newmark and E. Rosenblueth, Fundamentals of Earthquake Engineer-Ing, Prentice-Hall , Inc. , Englewood C li f fs , N.J. , 1971, 640 pp.

1 181. K. Steinbrugge, N. M. Newmark, (and other members of Committee on Earth-quake Hazard Reduction), In the Interest of Earthquake Safety, Institute of Governmental Studies, University of Cali fornia, Berkeley, 1971, 22 pp.

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

Nuclear Engineering and Design, Vol. 20, No. 2, 1972, pp. 303-322, July 1972.

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

pp. 101-113 In Civil Engineering Frontiers in Environmental Technology, (a program of Public Lectures to commemorate the Dedication of Raymond E.

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

184. N . M . Newma rk a nd W . J . Ha l l , Chap te r 4, "Se i smi c Ana l y s i s , " p p . 1408-1413, in Pressure Vessels and Piping: Desion and Analysis, edited by G. J. Bohm, R . L. C l oud , L. C . H su , D . H . Pal, and R. F. Reedy, Vol . II, ASME, New York, 1972.

185. N. M. Newmark and W. J. Hall, " Seismic Design Criteria for Nuclear Reactor Facilities" (Reprinted from Proc. 4th World Confarence on Earthquake Engineering), pp. 1414-1427 in Pressure Vessels and Piping:

Des lan 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 Characteristics", Proc. Inti. Conf, on Microzonation, NSF-UNESCO-Univ. Washington-ASCE-Acad. Mechs, Vol.I. 1972, pp. 113-129 l

187. N. M. Newmark and W. J. Hall, " Procedures and Criteria for Earthquake Resistant Design," Building Practices for Disaster Hitlaation, National Bureau of Standards, Bldg. Science Series 46, Vol. I , pp. 209-236, Feb. 1973 188. N. M, Newmark, " External Blast", State of Art Report No. 7, ASCE-IABSE International Conference on Planning and Design of Tall Buildings, Fire and Blast Vol.lb, pp. 661-676, Am. Soc. Civ. Engineers, New York, 1972.

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

I 190. N. M. Newmark, J. A. Blume and K. K. Kapur, " Seismic Design Spectra for Nuclear Power Plants," 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 Effects of Earthquakes," National Academy of Sciences, Washington, D.C.,

1973, 17 + il 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 f Energy Commission, Rept. WASH-1255, April 1973. 151 + 31 pp.

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• a 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, Fifth World Conference on Earthquake Engineering, International Association for Earthquake Engineering, Rome, 1974 194. N. M. Newmark and W. J. Hall, " Seismic Design Spectra for Trans-Alaska Pipeline," Vol. 1, pp. 554-557, Proceedings, Fif th World Conference on Earthquake Eng:.ieering, 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, Fifth World Conference on Earthquake Engineering, International Association for Earthquake Engineering, Rome, 1974 197. W. J. Hall, N. M. Newmark, and A. J. Hendron, Jr. , 'C lass ification, 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 Engineering 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 Proceedinas 3rd National Meeting of the Universities Council for Earthquake Engineering Research, UCEER, Calif. Institute of Technology, May 1974, pp. 233-235.

l l 200. N. M. Newmark, " Panel on Special Structures," Final Report and Proceedings of a Workshop on Simulation of Earthouake Ef fects on Structures, National Academy of Engineering, Washington, D. C., 1974, pp. 245-255 201. N. M. Newmark, " Overview of Seismic Design Margins," pp. 63-84, Program Report, Workshop on Reactor Licensing and Safety, Vol. 2, No. 1, Atomic Industrial Forum, May 1975, 1 202. N. M. Newmark, " Seismic Design Criteria for Structures and Facilities, l Trans-Alaska Pipeline System," pp.94-103, Proc. U. S. National Conference on Earthquake Engineering, Ann Arbor, Michigan, Earthquake Engineering Research Institute, June 1975 l

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, Earthquake Engineering Research Institute, June 1975.

204 N. M. Newmark and W. J. Hall, " Pipeline Design to Resist Large Fault Di splacement," 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 Equipcent 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 Enoineerino 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 Facilities," Paper K 5/1, Transactions Third 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, The Fi rst Ten Rankine lectures, Institution of Civil Engineers, London, 1975 210. N. M. Newmark, " Nuclear Power Plants," Structural Design of Nuclear Plant Facilities, ASCE Specialty Conference in 1973, Vol. III, pp. 84-88, 19767 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.

- o 212. N. M. Newmark, " Earthquake Prediction and Earthquake Engineering Research," Proceedinos 4th National Meeting of Universities Council for Eart5cuake Enoineerino Research, Rept. UCEER-4, Cal i fornia Ins ti tute of Technology, Pasadena, pp. 21-24, 1976.

213. N. M. Newmark and W. J. Hall, Chapter 29, Part I, ' Vibration of Structures Induced by Ground Motion," pp. 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 Papers by Nathan M. Newmark, Civil Enoineering Classics, American Society of Civil Engineers, New York, 1976 (889 + vili pp.)

216. Nathan M. Newmark, "The Future of Earthquake Engineering," Proceedings Inaugural Symoosium John A. Blume Earthouake Engineerino Center, pp. 159-173, S tanford Univers i ty, September 1976.

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

Proceedings Of fshore 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 Free-Fleid Motions," Trans. 4th International Conference on Structural Mechanics in Reactor Technology, San Francisco, Vol . K(a),1977, Paper K2/15,10 pp.

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

Implications on Design of Critical Equipment," Trans. 4th international Conference on Structural Mechanics in Reactor Technology, San Francisco, Vol . K(a),1977, Paper K4/l, 10 pp.

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

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 Knowledge of Life 1Ine 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, " Comparison of Building Response and Free Field 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 Distribution for Computation of Shears and Overturning in Buildings," Proceedings Sixth World Conference on Earthquake Engineering, Vol. 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 Mitigation of Earthquake Risk, UNESCO, Paris,1978, pp. 198-218. (ISBN Ref. No. 92-3-101451-X) 227. N. M. Newmark and W. J. Hall, Development of Criteria for Selsmic, Review of Selected Nuclear Power Plants, U. S. Nuclear Regulatory Commission, NUREG/CR-0098, May 1978.

228. C. Allin Cornell 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.1-14 229 N. M. Newmark et al, Tentative Provisions for the Development of Seismic Regulations 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. TC l, pp. 91 -107, November 1978.

231. N. M. Newmark, " Earthquake Design Philosophies, Past Developments and Future Trends," in Erdbebengerechtes Bauen, Swiss Association of Engineers and Architects, SIA Document 31, September 1978, pp. 59-84 l

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232. Nathan M. Newmark and William J. Hall, " Comments on inelastic Seismic Capacity of Nuclear Reactor Structures," in Civil Engineering and Nuclear Power, Vol. II, 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,"

Earthouake 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,"

Section 3, p. 3-1 to 3-27 in Structural Engineering Handbook, 2nd Edition, edited by E. H. Gaylord ar.d C. N. Gay lord , McGraw-Hill Book Company, New York, 1979 235. N. M. Newmark, " Earthquake Resistant Design and ATC Provisions,"

Chapter 25, Proceedings Third Canadian Conference on Earthauake Engineering, Vol. I, 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 Micrcr gation, San Francisco, California, 1978, pp. 1235-46.

237. Robert Smilowitz and Nathan M. Newmark, " Design Seismic Accelerations in Buildings," Journal Structural Division, ASCE, Vol. 105, No. ST12, December 1979, pp. 2487-2496.

238. Rafael Riddell and Nathan M. Newmark, " Force-Deformation Models for Nonlinear Analysis," Journal Structural Division, ASCE, Technical Notes, Vol. 105, No. ST12, December 1979, pp. 2773-2778.

239 W. J. Hall and N. M. Newmark, " Seismic Desige < F Br'dges--An Overview of Research Needs," In Earthauake Resistagg3,o[ Hig'(way Bridges, Proceedings Applied Technology Council 'a <w aan Sponsored by the National Science Foundation, January 2 3 -), . ! ' g , San Di ego, California, pp. 163-181.

240. N. M. Newmark, W. J. Hall, R. P. Kennedy, J. D. Stevenson, and

! F. J. Tokarz, Seismic Review of Dresden Nuclear Power Station - Unit 2 for the Systematic Evaluation Program, U. S. Nuclear Regulatory Commi ss ion, NUREG/CR-0891, Apri l 1980.

241. Nathan M. Newmark and R. f ael Riddell, "A Statistical Study of inela2 tic Response Spectra," Proceedings of the Second U. S. National Conference on Earthcuake Engineering, pp. 495-504, Stanford university, California, August 22-24, 1979

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242. C. A. Cornell , N. M. Newmark, and E. H. Vanmarke, Concluding Report of the Seminar on Probabilistic Seismic Analysis of Nuclear Power Plants, January 1978, Bundesanstalt fur MaterialprUfung (BAM), Berlin.

(Monograph - 123 pp.)

243 Anil K. Chopra and Nathan M. Newmark, " Analysis," Chapter 2, pp. 27-53, Design of Earthquake Resistant Structures, edited by Emilio Rosenblueth, Pentech Press, London, 1980.

244. J. R. Morgan, W. J. Hall and N. M. Newmark, " Response of Simple Structural Systems to Traveling Seismic Waves," Civil Engineering Studies, SRS #467, Department of Civil Engineering, University of Illinois at Urbana-Champaign, September 1979, 114 pp.

245 R. Riddell and N. M. Newmark, " Statistical Analysis of the Response of Nonlinear Systems Subjected to Earthquakes," Civil Engineering Studies, SRS #468, Department of Civil Engineering, University of Illinois at Urbana-Champaign, August 1979, 291 pp.

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1 November 1979 NATHAN M. NEWMARK Biographical Data Nathan M. Newmark, Professor of Civil Engineering and in the Center for Advanced Study, Emeritus, at the University of Illinois has been a member of the faculty at the Urbana Campus since 1930. He has been engaged in research, instruction and engineering practice in applied mechanics, structural engineering and structural dynamics for his entire career.

He was born on 22 September 1910 in Plainfield, New Jersey. He attended Rutgers University where he received the B.S. degree in Civil Engineering in June 1930. He received the degree of Master of Science in Civil Engineering from the University of Illinois in June 1932 and the degree of Ph.D. In Engineering from the same institution in June 1934.

In January 1969 Professor Newmark was awarded the 1968 National Medal of Science by President L. B. Johnson. On 21 February 1969 he became the 46th recipient of the Washington Award. On 2 April 1979 he received the John Fritz Medal, awarded annually since 1902 by the five major engineering societies of the United States. In April 1980 he will receive the Gold Medal of the Institution of Structural Engineers of Great Britain, the fourteenth time this medal has been awarded in the past 57 years.

In 1955 Rutgers University conferred the honorary degree of Doctor of Science on him. In 1967 he was awarded the degree of Doctor Honoris Causa by the University of Liege in Belgium on the occasion of the 150th anniversary of the founding of that University, and in 1969 he was awarded the honorary degree of Doctor of Laws by the University of Notre Dame. He was honored in 1972 by a degree from the National Civil Engineering Laboratory of Lisbon, Portugal, and in 1978 by the honorary degree of Doctor of Science by the University of Illinois at Urbana-Champaign.

Dr. Newmark's awards and honors include election to membership in the National Academy of Sciences in April 1966, election as a Fellow of the American Academy of Arts and Sciences in 1962, and election as a Founding Member of the National Academy of Engineering when it was formed in December 1964. He was a member of the Council and of the Executive Committee of NAE until 1968. In August 1970, Dr. Newmark was made a Fellow of the Argentine Academy of Exact, Natural and Physical Sciences, and in June 1975 he was designated as corresponding academician of the Academy of Engineering of the Mexican Institute of Culture.

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Q His other honors include the Vincent Bendix Award for Engineer-ing Research from the American Society of Engineering Education in June 1961, the Norman Medal of the American Society of Civil Engineers in 1958 and the Ernest E. Howard Award of ASCE in the same year. He received also from ASCE the J. James R. Croes Medal in 1945, the Moisselff Award in 1950, and the Theodore von Karman Medal in 1962. In 1950 he received the Wason Medal of the American Concrete Institute and in 1956 an award from the Concrete Reinforcing Steel Institute in recognition of his contribu-tions to the field of reinforced concrete resear~h. In 1965 Dr. Newmark was awarded the Order of Lincoln of Achievement in the field of technology and engineering by the Lincoln Academy of Illinois.

Dr. Newmark was elected to Honorary Membership in the American Society of Civil Engineers in 1966, and to Honorary Membership in the American Concrete Institute in 1967. In 1969 he was elected an Honorary Fellow of the International Association of Earthquake Engineering, and in 1971 an Honorary Member of the American Society of Mechanical Engineers.

He is a Fellow of the ASCE, ASME, the American Association for the Advance-ment of Science, the American Geophysical Union, and the Institution of Civil Engineers of Great Britain.

In May 1958 the 43-story Latino Americana Tower f:. Mexico City, for which Dr. Newmark was the seismic consultant, was given a special award by the American Institute of Steel Construction because of its success-ful resistance to the major earthquake of July 1957. A stainless steel plaque was attached to the building indicating the part in its design that was played by Dr. Newmark.

Professor Newmark is the author of over 236 papers, articles, monographs and books in the fields of structural analysis and design, applied mechanics, numerical methods of stress analysis, and effects of impact, shock, vibration, wave action, blast and earthquakes on structures.

He is the co-author of two books on earthquake engineering including " Design

- of Multistory Reinforced Concrete Buildings for Earthquake Motion" with J. A. Blume and Leo Corning, published by the Portland Cement Association in Chicago in 1961, and " Fundamentals of Earthquake Engineering," with Emilio Rosenblueth, published by Prentice-Hall, Inc. in 1971.

Professor Newmark's chapters in books include Chapter 16, " Current Trends in the Seismic Analysis and Design of High Rise Structures," in Earthquake Engineering, published by Prentice-Hall, Inc. in 1970; Chapter 4,

" Seismic Analysis," in " Pressure Vessels and Piping: Design and Analysis,"

published by the American Society of Mechanical Engineers, in 1972; and others. Dr. Newmark is editor of a series of texts in Civil Engineering and Engineering Mechanics for Prentice-Hall, Inc.

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In February 1965 Professor Newmark was selected to give the Fif th Rankine Lecture under the auspices of the Institution of Civil Engineers of Great Brita'.n, in London; and in September 1978 he was selected to give the Terzaght Lecture by the American Society of Civil Engineers. Both of these lectureships . involve the area of soil mechanics and geotechnical engineering.

In June 1968 he was selected as one of the twenty-two engineering educators for the American Society for Engineering Education Hall of Fame.

Dr. Newmark has been active on a number of national committees and boards including: the Commission on Engineering Education, of which he has been a member from its inception in 1962 until 1972; the Commerce Technical Advisory Board of the U. S. Department of Commerce, during 1963-64; the National Science Foundation's Advisory Panel on University Computir g Facilities, from 1964-1966; and the National Science Foundation's Advisory Committee for Engineering, from 1966 to 1969.

From 1969 to 1972 Dr. Newmark was Chairman of the Section on Engineering of the National Academy of Sciences, and from 1974 to 1978 he was Chairman of the National Research Council Committee on Natural Hazards.

Since 1977 he has been Chairman of the Advisory Committee on Earthquakes to the U. S. Geological Survey.

In 1976 Dr. Newmark was appointed by the President's Science Advisor as Chairman of an Advisory Group on Earthquake Prediction and Hazard Mitigation to prepare plans to augment the earthquake-related research programs of the U. S. Geological Survey and the National Science Foundation.

This Advisory Group's report was published in September 1976 and has since served as the basis for earthquake related research by the two agencies.

From 1974 to 1978 Dr. Newmark had the principal technical responsi-bility for the development of the Applied Technology Council's Recommended Seismic Design Provisions for Buildings, as Chairman of the Task Grcsp Coordinating Committee, the Steering Committee, and Task Group II on

. Structural Behavior. These recommendations involved the cooperation of l over 80 engineers, seismologists, and building code officials, and were l

published in July 1978.

I During World War II, Dr. Newmark was a consultant to the National Defense Research Committee and the Office of Field Service of OSRD. For

, this service he was awarded the President's Certificate of Merit in 1948.

l In March 1971, he was awarded the outstanding Civilian Service Medal by the Department of the Army.

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He has been a member of numerous boards and committees, including the Scientific Advisory Board of the U. S. Air Force from 1945-49, the "Caither Committee" in 1957, and various other groups including boards and panels for the Office of the Chief of Engineers, the Air Fort:s Space and Missiles System Organization, the Air Force k'eapons Laboratory, the Defense Atomic Support Agency, the Defense Nuclear Agency, the Defense i Intelligence Agency, the Office of Secretary of Defense, the Nuclear Regulatory Commission, and other agencies.

He has been a consultant to a great many industrial organizations and agencies, and has been associated with development of seismic design criteria for the San Francisco Bay Area Rapid Transit System, Le Chateau Champlain, a multi-story hotel building for the Canadian Pacific Railways in Montreal, the sewer outfall for the City and County of San Francisco (which crosses the San Andreas Fault under water), and the Liquified Natural Gas Terminal at Point Conception, California, among others.

Other important consulting work includes his activities since 1970 as principal seismic consultant on the Trans-Alaska Oil Pipeline System and the proposed Canadian Gas Arctic Pipeline. Recently he has been engaged in the preparation of seismic design criteria for the Northwest Alaska Gas Pipeline and the Foothills (South Yukon) Gas Pipeline in Canada.

Since 1972 he has had an association with the Bechtel Corporation on seismic, structural, and geodynamic problems. Since 1960, Dr. Newmark has been a consultant to the Atomic Energy Commission and its successor, the Nuclear Regulatory Commission, on various aspects of the seismic resistance of nuclear reactor facilities. He has been engaged in development of seismic design criteria for buildings in the United States, Canada, and Mexico, i and on nuclear reactor projects in Iran, Israel, Italy, and France. He'

( was engaged by Electricite de France to develop criteria for inelastic l design of nuclear reactor power f acilities in 1978-79.

Dr. Newmark has been involved in seismic design studies and criteria for a number of major dams and proposed dam projects including l Kremasta Dam in Greece, Portage Mountain Dam on the Peace River in' Canada, j

Richard B. Russell Dam in Georgia, Mirpur Dike, a part of the Mangla Dam project, in Pakistan, and others. His Rankine Lecture describes his early original contributions in this field. His Terzaghi Lecture is concerned with design concepts for tunnel linings.

He is a registerd Professional and Structural Engineer in Illinois and a registered Civil Engineer in California. As a Fellow of the Institution of Civil En'gineers he is licensed to practice engineering in the United Kingdom.

n Professor Newmark's career at the University of Illinois included service as a Research Assistant and Research Associate fro = 1034 to 1937, Assistant Professor to 1943, and Professor of Civil Engineering since 1943.

He served as Head of the Department of Civil Engineering from 1956 to 1973, and as Chairman of the Digital Computer Laboratory from 1947 to 1957.

In September 1973 Dr. Newmark resigned as Head of the Department of Civil Engineering and became Professor of Civil Engineering and Professor in the Center for Advanced Study at the University of Illinois at Urbana-Champaign. He retired and became Professor Emeritus in July 1976.

Since that date he has devoted full time to work on national boards and committees and on his consulting practice.

The following was included in a state =ent prepared by his colleagues in support of his nomination for the Honorary Degree from the University of Illinois in 1978:

" Professor Newmark has =ade outstanding research contributions in a wide variety of areas of structural engineering and foundation engineer-ing. His papers, books and chapters in books form a list of publications with more than two hundred entries. These, however, are not the sus total of his efforts, for his concern has always extended to the realization of new concepts in the steel and concrete of actual engineering works."

"His influence on engineering education has been extensive.

Graduate study in structural engineering today bears his indelible i= print as a result of the large group that he attracted to Illinois to work with him and because of the more than ninety Ph.D. 's for whom Professor Newmark was adviser or co-adviser. His style, combining rigorous analysis with a sophisticated appeal to experience and intuitive leaps, while inimitable, has provided generations of graduate students with a model of engineering creativity at its best."

"The threefold purpose of this University, teaching, research, and public service, rarely finds exemplification in a single career. The engineering profession, the nation and the University of Illinois are the

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richer for the remarkable exception of Professor Nathan M. Newmark."

i The following is the citation for the John Fritz Medal:

"for inspired service in enhancing the welfare of =ankind and the practice of engineering. By his unceasing devotion to research, his noteworthy contributions to improving design practices and his leadership in engineering education he has been an inspiration and a source of guidance to the engineering professien."

A list of former John Fritz medalists is appended.

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JOHN FRITZ MEDALISTS 1902 John Fritz 1942 Everette Lee De Golyer 1905 Lord Kelvin 1943 Willis Rodney Whitney 1906 George Westinghouse 1944 Charles Franklin Kettering 1907 Alexander Graham Bell 1945 John Lucian Savage 1908 Thomas Alva Edison 1946 Zay Jeffries 1909 Charles Talbot Porter 1947 Lewis Warrington Chubb 1910 Alfred Noble 1948 Theodore Von Karman 1911 Sir William Henry White 1949 Charles Metcalf Allen 1912 Robert Woolston Hunt 1950 5: alter Hull Aldridge 1914 John Edson Sweet 1951 Vannevar Bush 1915 James Douglas 1952 Ervin George BaiJey 1916 Elihu Thomson 1953 denjamin F. Fairless 1917 Henry Marion Howe 1954 William E. Wrather 1918 J. Waldo Smith 1955 Harry A. Winne 1919 George W. Goethals 1956 Philip Sporn 1920 Orville Wright 1957 Ben Moreell 1921 Sir Robert A. Hadfield 1958 John R. Suman 1922 Charles P. E. Schneider 1959 Mervin J. Kelly 1923 Guglielmo Marconi 1960 Gwilym A. Price 1924 Ambrose Swasey 1961 Stephen D. Bechtel 1925 John F Stevens 1962 Crawford H. Greenewalt 1926 Edward Desa Adams 1963 Hugh L. Dryden 1927 Elmer Ambrose Sperry 1964 Lucius D. Clay 1928 John Joseph Carty 1965 Frederick R. Kappel 1929 Herbert Hoover 1966 Warren K. Lewis 1930 Ralph Modjeski 1967 Walker L. Cisler 1931 David Watson Taylor 1968 Igor Ivan Sikorsky 1932 Michael Idvorsky Pupin 1969 Michael L. Haider 1933 Daniel Cowan Jackling 1970 Glenn B. Warren 1934 John Ripley Freeman 1971 Patrick E. Haggerty 1935 Frank Julian Sprague 1972 William Webster l

1936 William Frederick Durand 1973 Lyman W. Wilbur

! 1937 Arthur Newell Talbot 1974 H. I. Romnes 1938 Paul Dyer Merica 1975 Manson Benedict 1939 Frank Baldwin Jewett 1976 Thomas 0. Paine 1940 Clarence Floyd Hirshfeld 1977 George R. Brown 1941 Ralph Budd 1978 Robert G. Heitz 1979 Nathan M. Newmark i

4 e Addendum: July 1980 NATHAN M. NEWMARK i

Biographical Data On April 15, 1980, Dr. Newmark was awarded the 16th Gold Medal in 57 years by the Institution of Structural Engineers of Great Britain.

l only one other American engineer has received this medal.

In June 1980, Dr. Newmark was elected as the 5th honorary member of the Seismological Society of America.

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