ML20239A626

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Draft Seismic Effects on Bodega Bay Reactor. Related Info Encl
ML20239A626
Person / Time
Site: 05000000, Bodega Bay
Issue date: 08/22/1964
From: Newmark N
NATHAN M. NEWMARK CONSULTING ENGINEERING SERVICES
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FOIA-85-665 NUDOCS 8709180018
Download: ML20239A626 (22)
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DRAFT OF REPORT t

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SEISMIC EFFECTS ON' BODEGA BAY REACTOR by H

-N. M. Newmark j

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22 August 1964 i-

' INTRODUCTION 1

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This report concerns the ability of the reactor proposed by' the t

Pacific Gas and Electric Company ~ to ' resist 'en earthquak'e. opposite Bodega Head having the maximum effects described by the U. S. Geological Survey and the

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U. S. Coast and Geodetic Survey. Reference is made in this report to i

f Amendment No. 8 of the Pacific Gas and Electric Company' concerning this l

reactor. Consideration has been given to the danger to public health and safety in the event 'of the earthquake occurring, accompanied by movements on faults under the reactor containment structure.

The general description of the maximum possible earthquake involves a pattern of ground motions similar to that recorded by the Coast and Geodetic Survey in the El Centro Earthquake of May 18, 1940, but with approximately twice the Intensity, corresponding to a maximum acceleration 1

of two-thirds. gravity. a maximum velocity of 2.5 f t/sec..: and a maximum ground j

. displacement of 3 feet, but with occasional and Intermittent pulses of -

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,1 acceleration up to 1.0 times the acceleration of gravity. The response' spectrum j

I for the' earthquake without the acceleration pulse up 'to 1.0g will be similar j

1 to that of the El Centro Earthquake. With the additional accelerations, the high frequency part of the spectrum will be increased somewhat.

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In addition,. the structures are considered to be subjected to.

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simultaneous ground displacements ranging up to 3 feet, along' faults

, f extending under tne containment structure or other parts. of Ehe plant, with t.I' motions in either horizontal or. vertical directions along the fault.- It i'

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is. assumed also that af ter-shocks of intensity equal. to. the El Centro quake l

might be suffered before comedial action could b'e taken.

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Under these conditions, and with the: design considerations described in Amendment No.-8, it ls my conclusion, after study of the matter, that t

the structural Integrity and leak tightness of the containment building can be 1 maintained under the conditions' described,- and with the provisions ~ made -

P by the appilcant, as described in Amendment No. 8 and-In previous amendnents -

and applications. However, certain precautions that must be considered in.

the design are outlined more fully herein. There are 'also questions expressed

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concerning the behavior of the structure in the event of somewhat'hlgher input motions and fault motions.

Similarly, the ability to shut down the reactor and maintain It In the shut-down condition would not be impaired, provided that the Intensities t

of motion and the magnitudes of fault slip do not exceed those. described.

Again, certain precautions are required as described more fully below.

The primary system, being. contained. in the massive _ reactor containment structure, would remain intact up to fault' movements not. exceeding 3 feet, and under earthquake motions' as described above, provided that the f

piping system carrying the main steam lines from 'the dry wh1 to the turbine

?l' Inlet is made sufficiently flexible' to accommodate a relative movement of.

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3 feet without failure, and at the same time is damped to reduce. Its dynamic response to earthquake oscillations. Further comment ( on this ma uet

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-is made below.

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The supply of. power to the facillty, from' power lines crossing

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the ' major f ault, might be Interrupted, although thel probability 'of such '

' Interruption Is probably fairly low. :In the event of such Interruption,-

i The description of.these auxillary auxillary power supplies are required.

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. power provisions'seems adequate.

.I In general, the provisions for meeting the various requirements, f'

are based on methods for which some' background of experience is available, or 5

on minor modifications of such methods, which in the light of analysis and -

t' study appear to be reasonably adequate.

The earthquake motions, Including acceleration 'and velocity'as wel1 ~

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as displacement, appear' to be 2 to 3 times more Intense'than any that have; l'ecorded been -- "

in the United States,. and probably about'twice as intense l-i as those experl snced anywhere else in the world in recent years for.which i.t 1

we have fairly good records. Nevertheless, it appears that the design objectives can be accomplished.

q A more detailed discussion of the various points described in Amendment No. 8 Is contained in the following material. In. addi tion, t

consideration Is given to several points not : specifically discussed in the amendnent.

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Ef-ISOLATION OF SHOCK FROM FAUl. TING BY MEANS OF SAND 1.AYER In the study of this problem I have had the benefit of a review I!.

of the current state of knowledge of this aspect of-the problem made by i.

Mr. R.- A. Williamson of. Holmes and Narver. The statements made herel'n reflect in general his studies, as interpreted by me, and the final conclusions are based on my views as well as his.

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y The properties of sand under static loading have been studied 1

for many years and are well understood. The frictional resistance in natural l

beds of sand has been measured and compared with behavior of such beds j

under various condi tions. Within recent years dynamic tests of.the, behavior of sand have been made by Dr. R. V. Whitman of MIT, Dr. H.. B. Seed of the University of California at Berkeley, and by others. The results of these

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tests, and of the engineering experience for many years, Indicate that the

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frictional resistance of sand, as measured by the angle of Internal friction, i

l1 changes very.11ttle for velocities of the order of 2 f t/sec., and the change Is not greater than about 20% for velocities slightly greater than 3 f t/sec.

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The coefficient of friction, as measured by the tangent of the angle of Internal friction, corresponds to values ranging from about 0.5 or slightly l

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greater up to about 0.9, and in general there appears to be a slight decrease In the coefficient of friction for high contact pressures or for high loadings.

I The constancy of the angle of Internal friction is dependent on i

the relative density of the sand. If it is in a condition corresponding to a density of the order of 90 to 95% of its maximum possible density, the j

p f riction angle does not increase with motion.. For very low relative densities, or for loosely packed sand, the friction angle of dry sand will increase with loading. On the other hand, this increase in friction angle

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of loosely packed sand.is. accompanied by a reduction in volume, and this reduction in volume, under conditions of saturation, corresponds to a great increase in the pressure carried by the Inter-granular water. This results In a temporarily decreased effective frictional resistance, and therefore l-f it is quite reasonable to expect that under the conditions of deposition l

of the sand layer, the frictional resistance will not effectively be increased I

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long period of time. However, af ter an earthquake has occurred, the conditions prior to the next earthquake will have been.slightly changed, If.the sand t

is in a very loose condition to begin with. Nevertheless, a change'In

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' density of the-sand would not be expected.to c>ccur unless 'relatively large motions take place. Consequently, the structure should be able to resist -

j very successfully a majbr earthquake, although there are possibilities 'of s

it not being able to react with full effectiveness against a second major

. 4 earthquake of the same Intensity. Since this Is a most unrealistic j

l condition, however, it will not be considered further In'this report.

1 The skin friction ' angle between relatively smooth concrete and l

send is generally slightly less than the friction angle in the sand itself; I

i hence the resistance.to sliding of a properly constructed structure on a j

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sand bed can be made as low as that which corresponds to a coefficient of I

friction of the order of 0.6 to 0.8, and it can be expected with some confidence that this coefficient of friction will not increase with time If the sand is clean and the water Inundating it does-not contain cementing compounds.

Minor earthquakes having accelerations lessi han that required i

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to overcone the fr.lctional resistance,would not affect the behavior of the

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sand at all.

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DESIGN OF ' PIPING. ETC.. TO ACCOMMODATE RELATIVE MOVEMENT AND VIBRATORY EFFECTS L

The amendment Indicates that adequate anchors and bracing will be provided to prevent large relative motions of the piping connecting the dry well to the containment shell. Beyond the anchor at the containment shell, and extending to the anchor near the turbine generator foundation, I

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the piping will be subject to the differential. fault' motions ranging up j

I to'or as much a three feet, as well as the vibratory motions induced by.

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.the earthquake acce erat ons. Since the time sequence of the faulting and l

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the oscillation is entirely a random matter, both of the effects must be i

j considered as occurring at any time, even simultaneously.

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l The precise strains in the pipe due to relative motions or due to s;

earthquake vibrations are functions of the length of the pipe runs in the various directions and the method of anchoring. The curvatures In the pipe, and hence the maximum strains In it, due to a slow relative motion of the ends of a pipe run, are primarily a function of the geometry of the system, and are Independent of the thickness of the pipe shell. The diameter of the pipe and the length of the runs in the various directions, as well as the conditions at the support, namely whether these are fixed.or hinged to provide rotation, are the primary influences affecting the strains accompanying a given relative motlon of the ends of the run. The maximum strain is in general of, the order of 4. times the diameter of the pipe times the relative displacement divided by the square of the component 6f length p

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of the run in the direction perpendicular to the displacement. This value of the strain corresponds to a condition of fixity at the ends of the run.

l If the ends are hinged, which is an almost extreme condition that can not be obtained except with flexible connections, then the strains are reduced two AirJs to possibly W as much as those corresponding to fixed ends.

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Therefore, the higher value will be used in the estimates made herein.

I Both the horizontal and vertical' components of the pipe runs f

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h. the 20 Inch mange steam lines are approximately 80 feet. Since t

l the pipe is 20 inches in diameter, the corresponding strain is approximately i

0.003 fin /In. This is about twice the strain at the yleid point. Therefore, l

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.O i-7 without" flexible connections, the strain in the pipe due to a three foot I

relative action wIll exceed the yleid point, but only slightly, and by

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an amount that should not cause any serious problem..To reduce the strains -

to yleid point values would require the Introduction of flexib!!! y at possibly two of the joints or elbows in the pipe, or 'oneLor'more bellows connections at the ends of the pipe run. It does not seem feasible to

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f increase the length of the pipe run from 80 f t. to 115 f t.,

which would L

t,e the requirement to reduce the straln' to the yleid point value merely by 4

flexibility of the pipeline Itself..

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The dynamic response of the piping depends on its fundamental

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'l period of kibration and can be-obtained from the shock response spectrum.

Since both the welght of the ping and Its stiffness depend on its well thickness, the deflection of piping due to a given acceleration is Independent g

of the well thickness. Only the diameter of the pipe and the length of the pipe runs determine the frequency of a pipe not carrying additional load,

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For several different configurations of. pipe a fairly consistent relationship f

between maximum dynamic strain due to earthquake. vibration and maximum strain due to movement of the supports can be obtained.-

The ratto of the maximum strain due to a spectral displacement, D,.

for vibration at a given frequency, compared with the strain due to a relative static displacement at the ends, A, is approximately enWE 9.3 Hence the earthquake strains which accompany earthquake motions will'be of the same order as the strains for the three foot movement of the ends if the earthquake displacement is approximately 4sEE f t.

For'the pipe runs

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considered, Mr. Williamson estimates a period of vibration of the order of:

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'n For a' period of 0. 5 secs., and for the PG & E spectrum in Figure 1 of Amendment 8, for 0.5% damping,: the displacement is of the order of -

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M feet,'and for tulce this earthquake the displacement will be 4

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tuenemitse feet. On this basis, it can be estimated that the strains due s

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to the ' earthquake response are h as great as those due to the 3

3 ft, relative displacement of the supports. Hence, under combined earthquake and relative displacement due to faulting, the pipe will be l t g ell offAM.

I overstressed, bot riot on) N/d'e, tima,5 44 j

It shodd be noted that the response determined above varies directly as the natural period in the range from about 0.4 sec. to more l

I than 3.0 sec. In other words, if the period of the pipe can be reduced,'

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l its displacement will be decreased in the same proportion. However, reduclag

,l the period of the pipe will require an increase in stiffness in general,.

which would cause difficulties in resisting the relative displacement of 1

the ends. Conversely, introducing flexible connections will in general i

byesiL-strains,

l Increase the period of the pipe which will increase the earthquake omsponse l

g ehenesasemnas..

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It appears therefore that some further consideration of the piping design is required before assurance can be given that the piping can sustain both the earthquake vibrations and the relative fault motions without being overtrained, t[

It might be pointed out in this regard that the maximum displacement

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of the p,1pe, should it become inel stic in an earthquake, would probably not I

be different from the maximum displacement were the pipe to remain elastic.

Hence the pipe, under the most serious combination of conditions, will be J

strained to about A times the elastic limit strain at yielding (under the combined effcWln of the fault motion and earthquake motion). This is a i

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be. Dptek-i NtMD bit severe A possible means of reducing the stress involves Introduction g

s of damping by artificial means. If the damping factor is increased from d

0.5% to about 20%, the;3namic, displacements are cut by almost a factor of i ' ; ' y '_ - -

- i Hence, dampers or snubbers attached to the i

pipe in some fashlon may be required. These should probably be attached in such a way that they correspond to Internal damping in the pipe rather than i

absolute damping by connection to the ground, since the latter will introduce additional disturbing forcer in the pipe when relative motions of the ground or the containment structures take place.

SAFETY OF AUXII.IARY EQUIPMENT The auxiliary equipment contained within the reactor containment building ~ will, in general, move as a unit within the containment structure.

I The fault displacement of 3 f t. for which provision is made does'not produce a similar displacement within the structure, although it may produce' a rotation or tilting of the containment structure. However, the equipment i

described in the amendnent and in the original application can certainly be designed for tho. slight tipping pr tilting and rotation, provided it is not rigidly attached to items which move either a different:arount or i

do not move at all.

j It is stated in Amendment 8 that 85where vital components of the emergency systems are located within the turbine generator foundation of the

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control building, the Inter-connecting piping and cable will be designed I

to withstand up to 3 feet of relative displacement between the reactor containment structure and the turbine generator foundation, or control t

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l bullding." The provision of resistance to large relative displacement l

combined with resistance to oscillations seems capable of achievement for I.

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- relati'vely small diameter pipes, or for wires, although It-Is difficulth l

for the 20 Inch main steam lines.-

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SAFETY'0F PRIMARY SYSTEM ~

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,j Comments have been made previously regarding the main. steam lines l[

and the difficulties involved In'providing the necessary resistance to

'i t-relative motion and to earthquake vibrations. The statement is made -in -

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j the ' amendment that " accelerations experienced by the primary system during

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l such -a displacement would be less than the acceleration used in the design of the equipment." It is not clearly stated that the accelerations experienced f

by the primary system during the maximum earthquake would be less than.

O the acceleration used in the design of the equipment.. _ Moreover, it is not clear, if the relative motion of faulting should exceed 3 ft., whether there t

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will not be a greater maximum acceleration than that provided during the earthquake, owing to a possible crashing or battering of, the retaining walls.

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outside the gap against the reactor containment structure. These could-l 4

Induce fairly large,.but high frequency, accelerations. Because of the t

large mass to be moved, the Inertia of this mass, and the possible weakness j

of the walls of the reactor containmen't stducture against a localized.line 1

loading from outside, it is not clear at all that a relative movement of more than 3 feet can be sustained without producing serious. damage to the reactor containment structure or serious accelerations to the primary i

system within It. Nevertheless, for less than the three foot fault motion, t

i questions of this sort can not be raised.

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l POSSIBt.E INTERRUPTION TO SUPPL.Y OF POWER I

The vulnerability of the overhead transmission lines has not been j

.i established. These lines cross the San Andreas fault', and although theyj 3,

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are supported on' widely spaced towers; there Is a possibility that one or-0 1..

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'more of-the towers may be. displaced by as much as 20 f t. relative ~ to a

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l neighboring tower. It is possible that the towers can sustain such 'a'

'h motion without loss of all of-the lines. However, further study.of this -

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l problem is desirable if it is~ necessary to depend on this source of power.

The' amendment states, however, that if the external sources are unavailable i

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.' I the engine' generator, located within the reactor containment structure,

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will be capable of handling the load required to shut down thel plant-safely.

A further supply of power is available in the battery contained within the.

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reactor containment structure and control building.

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It must be regarded as possible that the main overhead transmission j

line would be severely impaired in.its functioning where it crosses,the j

mainfauli:.

L ABILITY OF STRUCTURES AND EQUIPMENTS TO RESIST EARTHQUAKE OSCILLATIONS

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l-h The procedure described for the design of critical and non-critical ~

f structures, on pages ig-25, appears in general, to be satisfactory, with minor exceptions. On page 21, the second paragraph Indicates Lthat "the design of the plant will be checked to assure that all critical structures, equipment and systems will.be capable of withstanding earthquake ground i '

motions corresponding to spectrum...(values).. 3,wp. times as great as shown j

t on Figure 1 without impairment of functions... This means an earthquake p li of maximum acceleration of 0.67g, but not with acceleration spikes ranging t

r up to 1.0g. The difference is not important for' items having periods of 1

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vibration greater than about 0.5 sec., but it can be substantial for elements R

. having shorter periods or higher frequencies, and the discrepancies.become i

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'I progressively larger as the frequency becomes higher or the period becomes

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A clear and unequivocal statement, about this point would be ' desirable.

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In general, there is a reserve margin.In almost every element

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beyond the point at which yleiding begins, even in items of equipment, control rods, fuel assemblies, etc. Dr. Housneis,s study of.the reserve 3

l capacity. of structural elements, in Appendix II of Amendment 8, is s'ound.

Nevertheless, for items of equipment which are not. designed.for yleiding

.at all, but which have to satisfy certain criteria such as clearance or N

displacement, it is stuumt essential to consider the higher spikes L

of acceleration In'their design in order to provide the necessary reserve margin to assure operation of these Items under the extreme maximum conditions.

In this regard, it should be noted that the design spectrum:In Figure 1 is not quite as large as the values.that correspond to the extreme peaks of the El Centro spectrum. The values in Figure 1 are in general those that correspond to the mean of the oscillations for tihe rather Jagged peaks in the individual response spectrum curves for various earthquakes, especially in the high frequency region. An envelope through the spikes I

would generally lie about a factor of 2 above the smoothed spectrum, particularly for the low values of damping, although it would approach the values reported for the higher values of damping. This is not regarded as an important discrepancy, however, as there are indications that the 3

mean of the oscillations in the spectrum is a much more significant value-E than the magnitude of the spikes. Calculations that have been' mede and that are reported for equipment mounted on submarines, and'for response of buildings to earthquake,In general Indicate that the measured responses are i

more nearly consistent with the mean of the oscillations of the spectral l'.I i

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.i SUITABILITY OF PROPOSED DAMPING COEFFICIENTS >

' The damping coefficients -listed on page 23 of ' Amendment No. 8 appear in general to be reasonable., The degree of practslon' implied in.

the selection of damping coefficients to two significant figures seems somewhat unwarranted. However, the values are In general reasonable for the stress levels impiled in the design of the Individual elements, or for the conditions which are involved in their behavior.:.The damping for the, reinforced concrete reactor containment structure would be considered high for a structure supported directly on the rock, but may be reasonable -

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considering the fact that.the. structure is. supported on a sand bed. 'For low Intensity earthquakes, possibly even for the 1/3g earthquake, if such is considered to be a des'Ign condition, the damping might be of the order i

of half as much as that used for the reinforced concrete'. reactor containment i

l structure. However, for the maximum earthquake considered, the damping f

factor used is not at all unreasonable..

l EFFECTIVENESS OF SAND LAYER IN CLIPPING PEAK ACCELERATIONS

.i In view of the comments on the behavior of the sand layer, it can be corcluded that the, sand layer will act to clip high peaks of acceleration g

that exceed its frictional capacity to transmit force t,o the reactor containment structure. NM l

DETAILED DYNAMIC ANALYSIS OF EQUIPMENT o

The method described on'pages,23 and 24 for haridl.ing the response-f of equipment within the building appears reasonable, although for senaltive

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l' Items near the upper part of. the building, the ' approximate method may 'not

.be adequate. A-detailed dynamic analysis, such as-described near the ' bottom =

l l7 of page 24, will be desirable for 'all extremely. sensitive' and critical l

Items of equipment. The method of analysis described can' take into ' account j

o-1 the interaction with the' reactor containment structure itself. Howeve r,,

' I the grou'nd accelerations or ground input motions considered should correspond' to the maximum earthquake, and not the 0.33g' earthquakes for which Figure 1 of the amendment Is drawn. -

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.The statement'on page 34 Impiles that double the seismic loads j

corresponding to Figure 1 will be considered, but.this 'does not take' into account the spikes of acceleration ranging up to Ig for the h'gher frequency.

e components. A further clarification'of this point is desirable.

ADDITIONAL. COMMENTS' The effect of the water in the annulus surrounding the reactor i

containment structure should not in general cause accelerations to be transmitted directly to the structure through the water because of the fact j

that the water has a free surface. However, It would be desirable to have

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a study by the appilcant of this problem to insure that the surging of the water will not introduce additlonal oscillations within the structure. This does not seem Ilkely and it appears most reasonable to expect that the water contained'in the annular space will damp the motion of the ' structure.

j Nevertheless, no specific data on this topic are available.

In general. although questions have been raised about the treatment in certain aspects of the amendment, it is not believed that any of these questions involve problems that are not possible of solution within the range 1

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" of curretitly evallable engineering knowledge.. It is my considered opinion.

P that the structure and its equipment can be designed to resist the' effects

- t of the maximum earthquake postulated.

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tm.oiiors pcR ctgats Yr ERYrste 3PAFT REPoM _or N. W. WEVWAPK i

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Paes 2, seesse fait paragresh - I understm4 he paupese,ef his pa;r;,;r.g.

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is te le41eate year esnelaniens wim sospeet to me skiltty"ef the aestaissent

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i buildisc to withstead the pestaleted earthgeske eff6ete/ent act to Goal vith

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ether fhetenes of the propened fesility essign. If thie is correst, thia peregraph midst to elarified to Satisme that it dess not Gael with the ii

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mangmeer of the ensism of the penetsettens to the esonalement building, soeb I

es the meia eteen line, etees this partionier fleetere veeld effbet the m." 4 i

'y leektightases of the easte& asset bailaiag. Alee, it is ad eleer te me the l

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ii nature of the 'eestela psweedleme" the are sofisered to la the Amst sentense Wj et t o seriset ereft.

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pago 2, last peregraph e his paragraph as written deele sair with the

~Y primary erstem. I sessest that it k espanted to feelete year eemmeste en

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eti vitai estlienla sammeeted to the seester eautdemmat strusters. In this

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,jg Mumt, this pesegraph probably empt to emetein a gealiftenties eeneerming l

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,g the need to peeries errengemente to provost ahearias er other failure of the l

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abiliante essees nr sentest of'eemorate welle, seek, earth, ete. esmiest I'

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'"f' h e conneettems.

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.77

3. Page 3, fiset fle11 parecrook. The meaning of the test sentenes in mis

. aj paragraph is met elear. ebvisuely, it to met meant to state that the ~

r b\\y espasity of the sue 111ery poner prwisiems is etegnete, but preh&ly to m

M indiente that he destam of this equipmeet is see that it osale readily r

withstant the pastalsted earthgeake effects.

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Faes 3, seessa fk11 peregraph - Tkte paragraph shou 14 he 4apesame to 7

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site specifie insteeen of the era 11able 'babhi.,., 4 et esportenee' did 1

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5 shes that the ensise mehoto propeest appear te be aesquete.

Page 4. first full parasresh - he veteettles of a me.3 f,eet per seasse 5.

gives is the nest to last moetenes eben14 be voleted to me seleesty of the n s.

3 foot thalt mette postulated fbr Bodega Reed. De

  • kip eestaat prosaures" est
  • kid lentimes' given la the last sentenee of this paragraph shen 14 be related to he easthquake efftets postulated at Bedese.

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6. Pese 5. first inessplete peregraph = If possible, the " relative 1r 1erse

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mettene' stves La the thire from Seet sentanee eben14 be sostehoe la esse c.,=

1.

goalitative teres. I uneesstant the last sentence to seem that the "uset

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werealistie emnetties' softered to is.the seenrsense of a seeene easthenske

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-p with the same mestasen effbete pestanatet by the W5 and WBCW. If this pg la entreet, this moetenes esm1A be rephreeet to more clearly Radioe6e its '

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neaming.

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,c T. Page 5, fisst fall;peregraph =,he last samtesse states 'thatlthei..g_

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7 eseffielest of fpietten of the seat will est 1 mess,ene with time'prer14e4.

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b hat the seet is sleen me the seter Aasadattag it esse act eestata

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eessating eespeande.

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It osale be helpful if this sustance esm14 be es-

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p.,F paneed to ta41eets the spee1Re mesenting sospenses wktsh weald be solo.

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- G-j terises, eaa what assias messores, if aer, ese14 he provided if the samedeking r.;L

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water wave eetermined te emetets omsk eenpeande.

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4. Paan 5, test paragreek - The value of eseelaretten of "atner ' earth o !r 8

quakes which weele met 5,sergene he frictiemal peelstesse of the esad cheald be gives.

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5. Paees 3 thwnab 5 - satta meetten en shook Isolette tr hane of

' < Q. 7 Seed Leger = !s general. I moderstant ute meeties to prories a [beste fbr

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a semelusism Rat a borteestal snound Esp 1======t of 3 feet venia met pc' 5 3. s sesult la movemost of the emeteiammet des to the presames'jer the emot 3M.. f.

1 1 eyer. Further, I understand it to pswide a beste for====t=aamg that a s

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vertteal greena Maplacement of 3 that would at aset MN b tihg of l

i the seateinment bu115 ag. If his to to pseeral peepest of his meettee, i~ --!

it wee 14 eypeer to be eevinable to etehe those essetestems e the ama of the sootten. Is it pesetble thek, if heriosatal ground motion ehem14 I

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essor, the oestat== net toilding een1A unterpo same votetiamat metten ebee 1

g a oestteel emio? If es, se 14 set possible that the setektenal displassoost

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et the surfome of the esoteimonet bui1Alag weeld be greater Osa that et the.

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este, one thesefore greater' then 3 thett If thie to pesetble it seems appeepstate to Mosene ekte test la thte seetten of the sepert.

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18. Peps 7, faret iall peregraph. Sheeld he a=h1=aad stratae la the c.:,

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p&ptag take inte esosant the pensible setektes of to===a.a a games 2, g

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, 4 4 -5..,. ;;.n.~,v,y s.3 rw

-m a os.so.4 a. stem, t. et z. esatta. e sh..eme.ee da

s. ate

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ZE etrutas esseedtag the yield potet shee14 set eense seg serises prehlea fc"

s ifnd ehealA be.sephrased to tatteste that souh stretae weald set samme Rose of

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integrity er estover is somettered br pea to be a certeus pechten.

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11. Page T, seeene Sol 1 paresseph. I been het e6 least two esmeente from

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1, porosos es de not undevotand the seesm4 sostanee of this peregraph. Please

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try to better esplets er alarify er the enfleettaa of the ytplag des to a p$,'

gives meseleretten to imeependent at the wall thieknees.

la. Pase 9, first fall paragraph. he "further enesideretten' et. the piping i,1 tgw 1 design obtek you believe to be setistree ehes24 be identifliet' da'sNee 5

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Page 9. seeene th11 parasymph. he thir4 sostanee h 13.

that strains t%.q-a of three tiuos the elastie limit strain e4 yielding ese W;w..but alpht be

x-tenerated". A mese unetstweel etsteenet weald be desirshle'me the eemettiene under which seek struis'weale be seiersted shoals be listed.

7 ab. Pepe 9, test peregreyh.1f votetten of the oestoiment ie peasthan as to Ateemseed la item 9 shese. We test samtenee of his page shes14 aske it sleer het thte effleet sheeld else be. taken inte'asseunt la the design of all mehilieels.

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15.. Page ib, Mast fle11 peregraph, last sessense. It eypears hat the ce_

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==matamies in this senhames te valid sely if a high eseach setente ess14pt

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eyestrum to eset in the ensign of strustases one agetpuest. If this is es, r:-

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this qualifisetten shea14 he seded to the last sentenses'

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16. Peps ab,last pareW = he last sentense Am41eshes that eastest of mg y nr -..

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the restatement was14 secur after a 3 feet fanit messesst9ermuss Seesif i

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' sees s1141ag seeses en the send". I unessetend that yes bellees tbst des g

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,7 iQ to the Amortin of the 'esotalement tudMme, one shou 14 ast depose se the _

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feet that such s114 tag utsht esser. Besseer, it is att steer to se bee W.^ &

est elities ese14 secar m1ess these la easteet wth he seester senteimment,

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but the last aantense la his paragreget seems to indieste that this is j

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possible. please alar 1%.

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17. Pues 15. first fall paragreek - me monk te last sentenes imatestes i

that he Amurias for the esetatammet etsweture utskt be of the order of O.

n~5?M half as ameh of that proposed in the esost of See latensity$ earthqua f'

possibly eyes ihr a 1/33 earthgeske. Sinee it most be as% 3 " %

i sumst.that g,

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M ude aseelerations 3ever then the anzim pm, m, t

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