ML20127A885

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Transmits Site Condition Info for Three of 10 Test Sites as Part of Seismic Hazard Characterization Program
ML20127A885
Person / Time
Site: 05000000
Issue date: 09/07/1983
From: Kimball J
Office of Nuclear Reactor Regulation
To: Bernreuter D
LAWRENCE LIVERMORE NATIONAL LABORATORY
Shared Package
ML082170592 List:
References
FOIA-84-243 NUDOCS 8309130363
Download: ML20127A885 (9)
v • d • e


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UNIT'ED STATES

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l NUCLEAR REGULATORY COMMISSION g

WASHINGTON, D. C. 20555

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d SEP 0 71983 Don Bernreuter Lawrence Livermore Lab L-95

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P. O. Box 808 Livermore, CA 94550 3

Dear Don:

'i 1

The purpose of this letter is to transmit site condition information (attached) for three of the ten test sites as part of the Seismic Hazard Characterization Program. These three sites are Limerick, Harris and Millstone.

If you need clarification on any of this infonnation feel l

free to call me.

Sincerely, f

('

9, 7 Jeff Kimball, Geophysicist Seismology Section Geosciences Branch

Attachment:

As stated cc: w/ attachment R. Jackson L. Reiter 7

[3 7/

363 $

P. Sobel

j A. K. Ibrahim H. Lefevre

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A. Murphy L. Beratan D. Guzy y

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'l Ij Summary I

Limerick: Rock site. Sedimentary rock consisting of siltstone, sandstone and shale of Triassic age. Average V = 12,500 ft/sec j

Vs=6,100 ft/sec.

P 4

Shearon Harris:' Rock site. Sedimentary rock consisting of siltstone and fine grained sandstones interbedded with shale and conglomerate.

V,= 10,900 to 13,600 ft/sec Vs = 5600 ft/sec.

j _

Millstone: Mainly a rock site. Metamorphic rock consisting of a

crystalline bedrock made up of gneiss. V = 12,800 to 13,500 ft/sec Vs = 6500 ft/sec. A few structures founded on shallow soil over rock 4

including the control and emergency generator buildings. For analysis the thickness of the soil should be assumed as 30 feet. For 0 to 20 ft Vp = 2,250 ft/sec Vs = 1000 ft/sec and for 20 to 30 ft V = 7575 ft/sec Vs = 1750 ft/sec.

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-2.'5.4.4.2 Shear Wave Velocity Survey 9

1 A shear wave velocity survey was performed to further evaluate Li dynamic bedrock characteristics.

Shear wave velocities were i

j computed from the records obtained using two Sprengnether 3-component engineering skismographs.

Observations.were made at~

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distances of between 500 and 1000 feet.from the shot point, at l

the locations indi1:S on Figure 2.5-21.

An apparent shear wave L

/ velocity (Vs) of 6100 feet per second was derived from.the line t

run perpendicula he rock strike, roughly in a north-south

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3 direction.

In the second line, which parallels the approximate east-west s

.the bedding plane,.an apparent shear wave f

velocity 580 et per second was measured.

Using elastic l,

theory,-a

's ratio of about 0.3 can be calculated using

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these shear wave velocities and average compressional wave data

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across the site.

Shear wave data are included in Table 2.5-3A.

~~--- 3. /

2.5.4.4.3 Uphole Velocity Survey t

An uphole velocity survey.was performed in the pump test well at the location shown on Figure 2.5-21'.

Measurements were obtained using'a Porta-Seis refraction seismograph, with small explosive T

j charges as energy sources, and an inhole cable with 25-foot

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geophone spacings.

Repeated shots were made and the cable was

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withdrawn in 5-foot increments.

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The uphole velocity survey was made to determine variations in the vertical compressional wave velocity of the underlying rock.

Compressional wave velocities (Vp) measured were 7700 fps from depth 110 to 140 feet, and 12,600 fps from depths 37 to 110 feet j

and from 140 to 187 feet.

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2.5.4.4.4 Micromotion Measurements

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'.I Measurements of the ambient background motion of the site and its response to natural motion generators, such as wind and tides, give an.index of the dynamic properties of the materials.

underlying the site.

An attempt was made to measure these 3

,i motions in the proposed plant ~ area-using the Dames and Moore n!-

microtremor. equipment.

This equipment is a highly sensitive, electronic, vibration recording device capable of magnification up to 150,000 times, and it is accurate over a frequency range of

i about 0.4 to 30 cycles per second.

The 3 component micromotion observation was made on the existing ground surface (prior to

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construction), near.the test well used for the uphole velocity

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L survey, as shown on Figure 2.5-21.

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required.

Descriptiond of the fracture zones are presented in

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\\ gy Section 2.5.1.2.5; theft locations at final foundation grades are 4

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shown on Figure 2.5-13.~

Treatment of these fracture zones is

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discussed in Section 2.5.4.12.

L Engineering evaluationtof the' site geology is discussed in Section 2.5.1.2.7.

The' bedrock at the site contains no unstable

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minerals or hazardous conditions.

The stress regime within the bedrock materials is lo'w and stable.

There are no mines in the 1

site area and no significant fluid withdrawal.

The bedrock in 7

the construction area 1's competent and provides satisfactory j

foundation support fortplant structures.

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.I 2.5.4.2 Properties of Subsurface Materials J

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The principal plant structures are founded on bedrock.

The spray i

pond is excavated partly in soil and partly in rock.

All or portions of other facilities not founded on bedrock are founded on natural soil or manmpde fills.

The locations of the major plant structures are shown on Figure 2.1-3.

Results of laboratory tests for foundation and construction materials are presented in Ref 2.5-39 and 2.5-51, and in FSAR Sections 2.5.1.2, 2.5.4.2, 2.5.4.4, 2.5.4.5, 2.5.4.7 and 2.5.4.10.

N 2.5.4.2.1 Properties of Foundation Rocks The seismic Category 1 reactor and diesel-generator enclosures, as well as'the turbine ind radwaste enclosures, are founded on hard, competent bedrocki The bedrock consists of siltstone, i

sandstone, and shale ofiBrunswick lithofacies of Triassic age.

The Brunswick is described in Section 2.5.1.2.

The Lockatong

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- lithofacies, represented by the Sanatoga Members, interfinger

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with the Brunswick in the northern part of the site area.

The Sanatoga Member consists of blue-gray calcareous argillite with two distinct beds of b1dek carbonaceous shale.

The spray pond is j' ;

underlain by both the Lockatong and Brunswick lithofacies.

j Bedding ~and jointing 3 patterns are well developed in the

!L foundation rocks.

Bedding plane spacing varies from a few inches 1

to several feet.

Beddidg planes strike generally east - west and dip to the north at 80 to 200 Two major joint systems are prevalent in the area.

Both are vertical or nearly vertical;

1 they strike approximately N 200 to 500 E and N 500 to 600 W.

's Three fracture zones and two minor clay seams along bedding _were encountered in the main power block foundation excavations; they lj are described in Sectiod 2.5.1.2.5.

Treatment of these zones is j (s s

j described in Section;2.5.4.12.

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Rev. 12, 10/82 2.5-40 9

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,... i values in this zone; however, bacause fsundations~for the main

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cd plant structuresMncluding the power biod:, radwaste, und. -

- -- 23 pumphouse enclosutes are carried to unweatheced rock,. rock

.- _r weathering is not'isignificant to foundatien design.for these,.

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facilities.

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Nevertheless*it was. recognized that.cccasional localized featuresm",

such as fracture.Ytmes or. clay seams encountered in the -

.=sh foundation rock would require evaluation as they occame exposed.

  • aamump Accordingly, foundet.ictn rock was mapped ar.d. e_va.luated for such N-ij features by emperfenced engineering.geclegists-daring the ccurse

. ment of. construction /1-Measures to inprc'ie f undation cnditions were muur carried out at certain areas where poi:encial rec). weakness was

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Detall'ed discut ion of.the:c r.easures is.provided

-as in Section 2 5.4.12.

I 2.5.4.2.2 Propertiet of Tec %

.~w The in-situ soils are.:..,iveui

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are,.ccrive fbemwe?.ther'ng of siltstone, standstone, and shale.

The.nr::::ticc ci th:20 soils were determinec ' y 14b.'ra toey tectiv,;..

o Testing of the in-situ scils at the cr ar Geotechnical Engineer:. Inc.

The ccc

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is given in Ref. 2.5

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The ::rer H - '

s in Sections 2.5.4.2.2.1 thr: ugh 2.5."..'..

d Table 2.5-4 (sheet 1).

f The properties of the in-::.tu soil: Other tn:n..:cr. ; nr.:

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-2 determined by Dames & Moore.

The complete 1 s sery test results are included in Ref. 2.5-51.

The prcperties c:- these i

soils are described in Section 2.5.A.2.2.4 and are summarized in' Table 2.5-4 (sheet 2).

2.5.4.2.2.1 Index: Prone. ties of ScL1r.st 9;ry r.n.d The index properties. i: cia &the felle ". ;.

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Visual and laboratory classification 'ef saniples set

,j ASTM D 24887 l

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Mechanical analysis - iSTM D 4.'.2 g.i.

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In-situ moisture content.and unit 1:eight

.iSTM D.2216t' <. o J a m.

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Atterberg liisits.- ASTM D 423 and D 424 l

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~ Specific gravity. teste - ASDt D.C 4 f

's The in-situ soil of the spr.y r:ond includes clayey silt, sandy I

silt, and silty.~ fine inand, 6 tn varying cu.ounts of grael-sized

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rock ~ fragments. -The peeaomt.mt soil is clayey silt, :lescified

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.RESULTS OF SEISMIC REFRACTION SURVEY

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Compressional 7

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Shear Wave Wave Poisson's Material *

'[j Depth

  • Velocity Velocity

' Ratio;,

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(ft. per sec.)

(ft. per sec.).

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0-8' residual 500* -

1,500 44.

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soil-

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my 2500 5,500

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weathered and fractured' l,

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rock.

m sound bedrock 5600 12,000

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  • This velocity was assumed on the basis of previous experiences under similar conditions.

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i-3 2.5.4.4.3 Seismic Veloc.ity Heasurements i

q 64 [ 4 Seismic velocity measur'ements using ah 3' explosive" source were conducted

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'at ~the' site to ~ de terinine compressional "P" ' wave velocities-and

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transverse,. or she'ar, "S" wave velocities of the underlying materials.-

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Both.' down-hole ' and ' cross-hole techniques were utilized. ~

Elastic parame'ters _ ' for' basal till' and bedrock obtained from these tests were i

~ used as the design basis for foundations on these materials. The field j

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' procedure.isdescribed[ndetailinAppendix2.5H.

h In the containment area, where bedrock is. shallow, velocity measurements L

in the-rock using cr'oss-hole techniques ~ were uniform throughout the

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(. depths investiCate'd, which ranged from el +10 feet to el -50 fe'et.

Down-hole _ velocity measurements'were'made from el

+5 feet to el ~-99 feet.-

There was good agreement in the values between the two

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techniques.

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1-4 Velocity. measurements of the overburden materials further distinguish between the two tills at the site. Shear wave velocity for the ablation L

till is approximately one-third lower than for the denser basal till.

1 The following,seisn'iic velocity profile is representative of materials in the vicinity of the turbine building:

Elevation Seismic "P" Wave "S" Wave

. (fps)

(ft)

Material Technique (fps)

'f i+1'5 to.+4 Ablation Till Cross-hole 5,600

'1,400

+4 to-24 Basal Till Cross-hole 6,800 2,200

-24 to -44 Bedrock Cross-hole 12,800 6,500

The. followirkg seismic velocity profile is representative of materials in m,'

the vicinity,of the reactor containment structure:

1

-F Elevation Seismic "P" Wave "S" Wave j;

(ft)

Material Technique (fps)

-(fps)-

c j :-

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+10 to -50 Bedrock Cross-hole 12,.800 6,500 H

+5 to-99 Bedrock Down-hole 13,500 6,500 G

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-Seismic velocity measurements were 'made using an " impact" source of

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' shear wave energy'to determine "P" and "S" wave vel'ocities of materials Q

underlying the discharge tunnel in the-area of the Millstone 1 J(

. ventilation stack. Bedrock is overlain by basal till, ablation till,

- t alluvium, and fill.

The _ overburden in this area is up to 60 feet in l

. thickness. In these tests, geophones were lowered into 2-inch receiving holes to pick up arrival times generated from impact blows on a split-q:'

spoon sampler ~ positioned at the same elevation. The following seismic

, velocity profile is representative of materials in the vicinity of the 1

discharge tunnel near the ventilation stack:

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3 2.5.4-9

-._.._ _ ~.

m.

. - ~.. - - - -

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f1105 M

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MNPS-3 FSAR 1

' Elevation ~

"P" Wave "S" Wave

'(ft)

Material (fps)

{ fps) 8

'eg j

+14 to +2 Fill 1,363-3,060 814-1,238

+2 to -13 Alluvium 4,820-5,818 383-684

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  • -13 to -18 Ablation Till 6,053-6,597 398-654 f'

-18 to -30 Basal Till 7,539-7,603 1,246-2,387 Lil

.The following conservatively estimated elastic constants.were used for investigating dynamic response of structures, based on "P" wave and r

"S" wave velocity measurements-from " explosive" and " impact" sources:

1.

' Young's Shear s

1 4

Modulus,-

Modulus, Poisson's

'.i Materiali

'E (psi)

G (psi)

Ratio e

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Rock 4 x 108 1.5 x 10s o,33 Basal Till 4 x 10s 1,4 x los o,44 Ablation Till 2.7 x 104 9.0 x 103 0.49 2.5.4.5 Excavations and Backfill The extent of excavations-and backfill for major Seismic Category I structures is shown on Figure 2.5.4-40.

Final grading, which includes dredging and backfilling in the vicinity of the circulating and service m-water pumphouse, is shown on Figure 2.5.4-41.

Profiles delineating the

/G extent of the excavation and backfill are shown on Figures 2.5.4-33

.through 2.5.4-35.

Geologic -mapping of the excavated surfaces is

~ described in Section 2.5.4.1.1.

2.5.4.5.1 Excavation The founding materials for major plant structures are listed in Table 2.5.4-14.

Most of the major safety related structures are founded on bedrock, wi_th the exception of the control building, emergency diesel' generator building, and the hydrogen recombiner building.

The control 1:

. building is founded on 1 to 4 feet of compacted structural backfill overlying basal till of thickness varying between 1 foot on the east c

side' and 15 feet on the west.

The emergency generator enclosure d

building wall footings are founded on basal till. The diesel generator

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pads are supported _ on approximately 8 feet of structural backfill

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241.3 overlying basal till as shown on Figure 2.5.4-55 (Geologic

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Profile J-J').

The hydrogen recombiner is founded on concrete fill overlying bedrock.

a Most of the circulating water discharge tunnel is founded on bedrock.

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Near the ventilation stack, for a distance of approximately 500 feet, g *y

.s the discharge tunnel is founded on crushed stone and concrete fill i

overlying basal till. Section 2.5.4.8.4 and Figure 2.5.4-51 (Geologic Profile H-H")

describe the founding _, conditions of the discharge tunnel in this area.

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The service water intake lines are founded on bedrock in the main plant 3 ' (.'

area; however, between the main plant area and the pumphouse they are Amendment 3 2.5.4-10 August.1983 I~

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f-p TABLE 2.5.4-14 go X

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FOUNDATION SETTLEMENT DATA FOR MAJOR STRUCTURE Ave rage Dimensions Maximum.

Foundation

Ave rage Thickness of Calculated Bea ring Enbedment Thickness St ruc tu ra l Foundation Static Load Depth Founding-Till Fill Ma te ria f Foundation Settlement

- St ructu re

-fosr1 frt)

Ma te ria l frt) frti frtl Type fint I

C ntainment 8,000

'62.7 Rock.

158 diameter Mat p.04 i

. Main Steam 5,000-15.0 Rock 70 x 60 Mat 0.01 l

Valve I~

Auxiila ry 5,000 24.5 Rock 177 x 102 Mat 0.02 3

Enginee red 3,500 24.5 Rock 139 x 23-Mat 0.01 Strety Features /-

C:ntrol

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3,500 24.5 Till O to 10 125 x 105 Mat 0.02 to,0,03 C-Eme rgency

'1,600 15.0

. Structura l 10 20 65 x 72 Mat and 0.22 f

ili Generator L.

Fill Strip l

Enclosure Footings g

l Eme rgency 1,600 22.5 Till 10 4

65 x 32 Ma t '

O.01 1

Gsnerator.

I Oil Tank s 1 R3 Fueling 18,000 9.0 Rock 45 diameter Mat less than 0.01

!l W2ter Storage j

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Deminera lized

.4,000 9.5

'ljock.

35 diameter Mat less than 0.01 I

W3ter % ' age i

1 Tant

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Fu21 5,500 21.0

. Rock 93 x 112 Mat less than 0.01 Waste-w *ee 3,500 23.5 Till 2 to 8 112 x 36 Mat 0.04

( L iqu k.;

l Hydrogen

-1,000 4.0 Concrete 13 39 x 27 Mat less than 0.01 Rzcombiner Fill 1.

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