ML20050E219

In Situ Velocity Measurements:Yankee Nuclear Power Station. Info Re Pond Borings,Concrete Structure Support & Foundation Studies Encl

ML20050E219
Person / Time
Site:	Yankee Rowe
Issue date:	03/30/1979
From:	WESTON GEOPHYSICAL CORP.
To:
Shared Package
ML20050E211	List: ML20050E210 ML20050E214 ML20050E216 ML20050E219
References
NUDOCS 8204130115
Download: ML20050E219 (53)

Text

_ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _.

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I IN-SITU VELOCITY MEASUREMENTS YANKEE NUCLEAR POWER STATION ROWE, MASSACHUSETTS I

prepared for YANKEE ATOMIC ELECTRIC COMPANY March 30, 1979

~P Weston Geophysical CORPORATION R ADOCK O O

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L-IN-SITU SEISMIC VELOCITY MEASUREMENTS YANKEE NUCLEAR POWER STATION l

ROWE, MASSACHUSETTS I

1 1

INTRODUCTION AND PURPOSE I

An in-situ seismic velocity measurement study was l

conducted in the vicinity of the containment at the Yankee Nuclear Power Station in Rowe, Massachusetts.

Fieldwork The took place between November 6 and December 6, 1978.

purpose of the study was to measure the in-situ compressional

(" P" ) and shear ("S") wave velocity values in overburden and rock materials.

These data are used to develop a velocity / depth l

relationship which is used for the calculation of elastic l

moduli values for earth materials under and in the vicinity of the containment.

LOCATION The area of investigation is shown on Figure 1, which is a section of the Rowe, Massachusetts, United States Geological Survey topographic quadrangle map (1:24,000).

The six boreholes used for this study are shown on Figure 2, I

prepared from data provided by New England Power Company.

IN-SITU VELOCITY MEASUREMENTS -

I CROSS-HOLE AND UPHOLE PROCEDURES Cross Hole I

Cross-hole velocity measurements were made using three orthogonal seismometers (one vertical and two horizontal).

Recordings were obtained using a 12-channel seismograph with a 2-millisecond timing system and time resolvable to less than 1 millisecond.

Seismic energy is generated in one

.s hole and detected in the seismometer holes with the seismic energy source and seismometers at the same elevation, where possible.

s For this survey, a sloping bedrock surface (apparent c

slope of 28 west) made it impossible to maintain the entire the same elevation below array of source and seismometers at a depth of 80 feet (Figure 2).

Measurements made in bedrock l

were obtained with the seismic array oriented parallel to I

the bedrock surface.

The energy source (s) for this survey included both small explosive charges and an air gun developed l

by Weston Geophysical for borehole studies.

The "P" wave and "S" wave velocity data were obtained at 10-foot intervals within the overburden column.

Velocity data were also obtained in the first 10 to 20 feet of the bedrock column.

Uphole In additior. to the cross-hole measurements, uphole measurements were made.

For uphole measurements, the energy source is generated in the shothole and detected at the surface by four 3-component seismometers.

For this survey, the four seismometers were located 15 feet, 30 feet, 40 feet, and 50 feet away from borehole S-2.

Data were taken at 10-foot intervals between elevations of 871 feet and 1,011 feet.

The reader is referred to Appendix A for a more detailed discussion of the cross-hole and uphole techniques.

I I

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l VERTICALITY MEASUREMENTS The purpose of verticality surveys is to determine the position of boreholes at depth so that any deviations from H

vertical, in terms of distance and direction can be measured.

l These measurements are used in the processing of data obtained I

during in-situ velocity surveys.

Since borehole S-2 was cased with steel, it was impossible to obtain reliable verticality information with the verticality I

system employed by Weston, which includes a north-seeking

)

1 sensing probe.

The consistent seismic data and available f

verticality logs for borehole S-2 indicate that the borehole is vertical or nearly vertical.

The reader is referred to Appendix B for a more complete discussion of this technique, the instrumentation used, and the results of verticality measurements.

RESULTS Generalized results of the survey are presented in Table 1, which has the measured velocity values, the elevation (depth) at which the measurements took place, the density value for the materials at that elevation, and the calculated moduli values.

Three arrays were used during this study.

They are listed below:

5 CROSS-HOLE ARRAYS Shotholes Recording Holes 1.

S-2 S-1, S-3, S-4, S-5 (in overburden and bedrock) 2.

S-4 S-5, S-3, S-2, S-1 (in overburden and bedrock) 3.

S-1 S-2, S-3, S-4, S-6 (in bedrock only) weston Geophysical k

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Below a depth of approximately 10 feet, the overburden consists of a very dense glacial till with corresponding t

high seismic velocities.

At the bottom of the overburden column in borehole S-1, there is a varved clay layer approximately It 18 feet in thickness which overlies the bedrock surface.

was not possible to obtain direct, reliable measurements in this thin zone, but results from the boring logs indicate that it too is dense, undoubtedly having been overridden by The seismic data glacial ice with resuitant consolidation.

are also indicative of a slight velocity increase with depth l

t in the till l'ayer.

Indications from bedrock velocities suggest that slight weathering may be present at the bedrock surface decreasing with depth; this conclusion is based on limited data.

Data from the uphole survey are within the overburden column.

The compressional wave velocity value is 6,300-6,500 ft/sec, and the shear wave velocity value is approximately 2,500 ft/sec.

These data, which indicate slight anisotropy for the till layer, are consistent with cross-hole results.

No velocity conditions considered to be anomalous were observed during either the cross-hole or the uphole studies.

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Y11.0 110.0' 6300 / 7000 1600 / 2100 14S.0 0.47/0.45 2.30 / 4.00 0.110 / 1. 4 0 11.00/13.00 1

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!!000 170.0 0.30 61.00 23.00 5t.00 1141.0 I!10. 0" 16000 f.1200 170.0 0.32 63.00 25.00 61.00 IGround Surface is at Elevation 1,021 (Approx.).

2D3nsity values provided by Lambe & Associates, Carlisle, Massachusetts.

IElevation (Depth) is for Dorehole S-2, the primary energy source borehole; Elevation (Depth) for other borrholes may be different.

(Depth) is for Borchole S-1; both source and receivers are from several feet above top of rock g "Elsvation to 10 feet below top of rock.

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l APPENDIX A IN-SITU VELOCITY MEASUREMENTS Cross-hole Velocity Measurements In the cross-hole technique, the seismic signal is generated in one borehole and is detected in several other boreholes with the signal and detectors at the same ele-vation, where possible (Figure A-1).

The detectors are sensitive listening devices called "seismometors" or " geophones",

and they contain one vertical and two horizontal components.

These three orthogonal components allow the seismologist to estimate the mode of vibration of the soil and rock materials in the vicinity of each seismometer.

5 The energy sources for this survey were small explosive charges (one to several blasting caps), or an airgun, which g

is a hollow stainless steel cylinder which can be charged to more than 2,000 psig with air.

The air is allowed to escape instantaneously through a port or ports in the side of the E

cylinder, resulting in the generation of the seismic signal.

g Both the air gun and the small explosive charges generate scismic signals which can be repeated as often as is desired with remarkably similar signature.

Recordings were obtained using a 12-channel seismograph, I

with three channels for each seismometer.

The function of the seismograph is to amplify the rather small seismic signal, to filter that signal, if necessary, and to transmit I

Weston Geophysical

-A2-l 1

these amplified and filtered signals to a geophysical camera, or oscillograph, which displays the 12 individual channels as a seismogram (Figure A-2).

A cross-hole seis-mogram from the present study is presented as Figure A-3.

s Uphole Survey

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The uphole technique of taking in-situ velocity measure-ments utilizes essentially the same electronics shown in

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Figure A-2.

A seismic energy signal is generated in a single borehole at various elevations from the top to the bottom of the borehole.

The arrivals of the sound waves are recorded by three-component seismometers at the surface near the borehole (Figure A-4) resulting in seismograms similar to those obtained for the cross-hole technique.

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SH0 THOLE S-2 RECORDING H0LES S-1, S-3, S-4, and S-5 SH0T AT DEPTH 40 FEET (ELEV. 981)

CROSS-HOLE SEISM 0 GRAM FIGURE A-3

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APPENDIX B VERTICALITY SURVEYS PURPOSE The purpose of verticality surveys is to determine the positions of boreholes at depth so that any deviations from vertical, in terms of distance and direction, can be measured.

These measurements are used in the processing of data obtained during in-situ velocity surveys.

EQUIPMENT Weston's verticality survey system (driftometer) has 4

been designed to precisely determine three characteristics of a borehole:

compass heading; the angle of inclination from the vertical; and the total distance the hole drifts from the intended straight drilling line.

The driftometer consists of a sensing probe and an electronics readout module.

The probe, a 5-foot long, 2 1/4-inch OD, stainless steel tube with a 3-foot long detachable sinker, is lowered into a borehole and continuously collects and outputs data on the compass heading and the angle of inclination from the vertical.

The data are updated every second and are accurate to within 1 degree of heading and 0.1 degree of inclination.

This translates to a maximum error of 2 1/2 feet over a 1,000-foot hole.

The system is capable of operating at inclinations up to + 200 from vertical.

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-B2-l The probe utilizes a single ' miniature magnetic field I

sensor located on a precision pendulum.

The magnetic field sensor uses the earth's magnetic field for azimuth reference, I

and an internally-created magnetic field for inclination information.

A corresponding pair of signals are sent up the hole to the readout unit.

The readout unit transforms the information supplied by the probe into analog voltages in a form convenient for data recording.

DESCRIPTION OF TECHNIQUE The application of the driftometer can be described by a coordinate system with orthogonal axes in the north, east, and down directions.

These directions (N, E,

and D) corres-pond to x, y, and z in a standard right-hand coordinate system.

As shown in Figure B-1, if the probe is oriented parallel to direction OP and travels a distance AS along OP, the projection of this distance along the axes N, E,

and D can I

be determined as follows:

AN = AS sin a cos $

(1)

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AE = AS sin a sin $

(2)

(3)

AD = AS ces a where AS = distance traveled along path OP l

AD = vertical component of AS li I

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AN = north component of AS a = probe inclination angle from vertical (angle c

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$ = probe heading angle ($ is equal to angle NOQ with

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the convention that the east direction has c

$ = 900)

The driftometer supplies information about probe orientation as a pair of analog voltages.

The relation of these signals to a and $ is as follows:

sin a cos $ = Y_N (4)

UN sin a sin & = _E (5)

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N = output v ltage of north channel (volts)

V VE = output voltage of east channel (volts)

UN = normalizing factor for north channel (volts)

UE = normalizing factor for east channel (volts)

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-B4-The driftometer is supplied factory-calibrated so that UN=UE = 10.00 volts (7)

However, the recorder or system can be directly cali-brated by placing known inputs for a and $ and correlating with observed recorder responses.

The final results of any l

calibration will be values for UN and UE to be used in Equations (4) and (5).

The recording system will record three channels of information:

VN and VE from the driftometer, and S from the depth counter.

Equations (1) through (6) can be combined to yield:

AN=AS[E (8)

UN AE = AS $E (9)

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E Data is recorded continuously as the probe is brought up the borehole at a rate of about 20 feet per minute.

The verticality data obtained during this survey is presented as Figures B-2 through B-4.

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Westboro, Mass.

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T Fire Pond Borings tocation PROJECT NAME REPORT SENT TO above PROJ. NO 80-114 SURF. ELEV.

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C2 59' 36" 18'9"-23'8' C

6 16' 10" 23'8"-25'2D 13 15 26 Wet /v dense 29'10" 7

18' 7"

l 28'4"-29'10" D 25 38 50 Bottom of Boring 29'10" l

Mud - 3 3/4" R.B. & NX Core GROUND SURFACE TO 4'

USED HW

" CASING.

THEN l

Sompte Type Proportions Used 140lb W t. a 30"foli on 2"0 0. Sompier SUMM AR$,3" 4

l D Dry C Cored W Aceed trace O tolOTo Cohesionless Density Cohesive Consistency Eorth Bor.ng 9,7g O tO Loose 0-4 Soft 30 + Hard Rock Coring UP Und.sturbed huon tittie 601o20 %

TP: Test Pie A: Asace V:Vone Test some 20to357e f0-Den 8-15 St ff l HOLE NO. B-1 UT Undistureed Tha.ois and 35toSO /o 50 + very Dense 15-30 V-Stif f

S*EE' Or GUILD D AILLING C O., I N C.

DATE*

100 W ATER STREET E AST PROVIDENCE. R l B-2 HOLE NO Westboro, Mass.

Yankee Atomic Ele,ctric Co.

ADDRESS LINE 8 STA TO Rowe, Mass.

4 Fire Pond Borings LOC ATION PROJECT NAME OFFSET above PROJ. NO REPORT SENT TO __

80-114 SURF. ELEV.

Taken at Site OUR JOB NO SAMPLES SENT TO Date Time GROUND WATER OBSERVATtONS CASING SAMPLER CORE BAR.

10/9/79 8*

START pm R d" "NW" 10/10/79 jR SW S/S COMPLETE At _

ofier Hours 7 p, no water table taken 6"

1 3/8" TOTAL HAS.

Seze i D BORING FOREMAN D. Holley 300#

140y 1.

Ae11er BIT MCTM At of f er_ ___ Hours Hemrner Wt 24" 30" SOfLS ENGR.

Homrner Foil LOCATION OF BORING Cosing Scrr. pie Type Biows per 6" Moisture SOlt IDENTIFICATION SAMP E L

3,,,,,

Remorks include color,grodotion, Type of z

E Bio.s Depths of on Somple' Density Change sois erc. Rock-color, type, condition,hord-From Te or w

pe' From-To e

ness, Drilling time, Seoms and etc.

No Pen Rec e

foo' O-6 I 6 -12 12-18 Consist Elev 0'-l'6" D

7 30 35 Very l'

Brown fine to coarse SAND, 1

18" LO" dense Silt, Grass Roots Light Brown fine to coarse

/

75 SAND, little silt, fine to 55 coarse gravel, cobbles &

5'-6'6" D

15 17 26 Dense boulders (stratified) 2 18' 9"

3 18' 14" 9'2"-10'8" D

25 18 21 12' Olive coarse to fine SAND, 4

18' 13" 14'2"-15'8' D

48 40 74 coarse to fine Gravel, Silt trace of clay, cobbles &

boulders 19'2"-20'6' D

29 47 109/u" 5

16'14" 6

18' 8"

24'-25'6" D

5 55 92 7

12' 9"

29'-30' D

16 139 8

18'10" 33'11"-

D 19 45 15 35'5' 9

17' 13" 38'11"-

D 18 16 40/5 40'4' GPOUND SURFACE TO USED

" CASING:

THEN Sompic Type Proportions Used 140lb wt.a 30"f ail on 2"0 0. Sompter SUMM A"Y :

JU 7n D Dry C Cored W:Aosnad troce O to f0 /o Cohesionless Density Cohesive Consistency Eorth Boring 0 10 Loose O-4 Soft 3O + Hord Rock Coring UP Und.siurbed Piston httie IO to20 /o 8l15 0

1P Test P0 A: Asger V:Vone Test some 20to35 /c 0

Sti l HOLE NO B-2 UT = Undistu t ed T h.n. oil and 35to SO /o.

50 + Very Dense 15-30 V Stitf r

g

5"E" 2

GUILD Olal LLIN G CO., I N C.

- or J -

DATE*

100 W ATE R STREET E AST PROVIDENCE R I HOLE NO B-2 TO ADDRESS UNE a STA.

PROJECT NAME LOC ATION REPORT SENT TO PROJ. NO 80-114 SURF. ELEv.

SAMPLES SENT TO OUR JOB NO.

Octe Time GROUND WATER OBSERVATIONS CASING SAMPLER CORE BAR.

e en START pm Type COMPLETE IE At.,_

otter Hours TOTAL HRS.

S'rei D BORING FOREMAN At of fer-Hours Hentner wt BIT INSPECTOR Homrner Fot SOILS ENGR, LOCATION OF BORING:

Casing Scmple Type Biows per 6" Moisture Soil IDENTIFICATION SAMPLE 3,,,,,

I Remarks include color,grodotion, Type of 6-Bions Depths of on Somple' Density Chonge soil ete. Rock. color, type, condition,hord-b per F'

~T From Te or foos 0-6 I 6 -12 i2-18 Consist Elev nus. Drining time, seoms and etc.

No Pen Rec.

Olive coarse to fine SAND, coarse to fine Gravel, Silt trace of clay, cobbles &

u ers 44'-45'6" D

15 21 31 Very 10 18 12" dense 49'1"-50'7' D

34 43 64 11 18" 9" 50'7" Bottom of Boring 50'7" l'

GROUND SURFACE TO USED

" CASING:

THEN Sompte Type Proportions Used 140lb W t.a 30"fott on 2"0 0. Sampler

SUMMARY

0 Dry C Cored

• wasned troce 0 8080 /o Cohesentess Density Cohesive Consistency Earth Baring

{

UP Und<sturbed Piston hitie IO to20 /o 0 10 Loose 0-4 Soft 3O + Hord Rock Coring _

j 0

~ ' '

8l15 f

T P: Test Pi' At Asger Vsvone Test some 20to35 /c Dense UT Undistueted Th n.ois and 35toSO /o.

50 + Very Dense 15 30 V-Stif f l HOLE NO. B-2

s"EET 2

or -

GUILD ORILLING CO., I N C.

D ATE

• 100 W ATER STRiff

[AST PROVIDfNCE, R I B-3 HOLE NO Westboro, Mass.

Yankee Atomic Electric Co.

ADDRESS UNE S STA.

TO Rowe, Mass.

Fire Pond Borings LOCATION OFFSET PROJECT NAME above PROJ. NO REPORT SENT TO 80-114 SURF. ELEV.

Taken at Site OUR JOB NO SAMPLES SENT TO

- Oof e Teme GROUND WATER OBSERVATIONS CASING SAMPLER CORE BAR-10/3/79 START p.m Rods "IN" 4'9" of,c,1/4 _ Hou,s HW S/S COMPLETE

$E At _

Tyn, 4"

1 3/8" TOTAL HRS.

D. Holley S rei D gogingpogggay 300#

140#

BIT INSPECTOR T. Keller At offer

- Hours Hernmer Wt 24" 30" SOILS ENGR.

Hommer Foli LOCATION OF BORING Casing Scinole Type 8,cws per 6" Moistu e SOIL IDENTIFICATION ggyptE r

g,7,,a R**0'k5 'nclude color,grodotion, Type of zg Bio =s Depths or on Sorroe' Density Cnonge soii ete Rocucoior,tyn, condition,hord.

O.6 I 6 -12 32 18 Consist Elev

""5 eOll'"9 hme, seems and etc.

No Pen Rec r,om Te o,

roo,'

o' rrom-To s "P'e w

O 12 0'-l'6" D

5 11 12 Wet /m 2" Top Roots - Brown fine 1

18' 16" y

dense to medium SAND, little o

28 2'6" silt & fine to med. gravel o

70/6' ue Q:$

5'2" 5'6"-7' D

18 20 16 Wet Brown Gray fine SAND, 2

16' iz" dense little silt, little fine to medium sand mixed, 9'-10'6" D

11 11 10 _ Wet /m 10' trace of fine gravel 3

18' 13" dense r wn Gray sandy S M,

4 16'412" 14'-15'6" D

17 23 45 Wet trace of fine gravel very dense 19' 19'1"-20'7' D 28 44 57 Brown Gray fine to medium 5

18' 12" SAND, little silt, little fine to medium gravel, trace of clay

(

"d 6

18' 12" 24'-25'6" D

43 27 27 7

18' 11" 29'-30'6" D:'

49 23 38 8

18' 9"

34'-35'6" D

15 17 21 Wet dense 9

18' 9"

39'-40'6" D

13 22 18 GROUND SURFACE TO USED

" CASING:

THEN SUMMARt Sompte Type Peoportions Used 140lb wt.: 30"folt on 2"0 0. Sompler Eorth Baring '+ D,9, D Dry C a Cored w n Aasned troce O to toto Cohesionless Density Cohesive Consistency Uno.stu bed Pision httie (O to20To 0 t0 Loose O-4 Soft 30 + Hord Rock Coring l

r USh" b *P'"

UP TP Test Pi' Ai Auge, V Vone Test some 20to359e 30 50 Dense 8-15 Stif f HOLE NO. B-3 UT Undistutt,ed T h.n.oit ond 35toSOTo 50 + Very Dense 15-30 V-Stif f

]

4 SHEET O F _ __

GUILO ORILLING CO., I N C.

DAT 100 W ATER STREET EAST PROvlDENCE. R I B-3 HOLE NO ADDRESS LINE & STA.

TO PROJECT NAME LOCATION OFFSET r.EPORT SENT TO PROJ. NO.

OURJO8NO.

SURF. ELEV.80-114 SAMPLES SENT TO Def e Time GROUND WATER OBSERVATIONS CASING JMPLER CORE ts.

I*

T COMPLETE pE At __

offer Hours Type TOTAL HRS.

Size 10 BORING FOREMAN At of fer__

Hours Hemmer W:

BIT INSPECTOR SOILS ENGR.

Hommer Folt LOCATION OF BORING:

Casing Scmple Type B,ows per 6" Moisture SOIL IDENTIFICATION ggypgg 3,,,,,

Remarks include color,grodotion, Type of g

Blows Depths of on Somp'e' Density 9'

50'l ete. Rocb color, type, condition, hore Frorn To or ness, Drilling time, seoms and etc No Pen Ree Ld pef From To SC*P*

o 0-6 I. 6 -42 12 18 Cortsist.

Elev Brown Gray fine to medium SAND, little silt, little fine to medium gravel, trace of clay Wet /V (43'6" to 44'6" - Boulder) 10 18 ' ' 11" 44'8"-46'2' D

21 24 46 dense 46'2" Bottom of Boring 46'2" Note:

5' HW Casing & 2' IN Casing

+ Hard Shoe left in hole for Riser Pipe - stuck inside Boulder 10'0" of 1 " Screen 34'C" of Solid PVC Pipe 44'8" Total GROUND SURFACE TO USED

" CASING:

THEN Sompte Type Proport ons Used 140lb wt. 30" foil on 2"0 0. Samplef SUMM ARY:

D: Dry C Cored wswasned trace 0 8o10 /o Cohesionless Density Cohesive Consistency Earth Boring 0 10 Loose 0-4 Soff 30 + Hard Rock Coring UP s Und sturbed hsion htfle IO to2O /o Dense H O iH WW TP: Test Pie A s Asge. V:Vone Test some 20to35 /c 30 50 Dense 8-15 Stif f (HOLE NO. B-3 UT Undistu eed Th.n.olt ond 35toSO /o 50 + Very Dense 85-30 V-Stif, r

5"EE' Or ^

GUILO ORILLING C O.,

I N C.

D ATE

• 100 W Ai[R SIR [fi

[ AST PROvlD[NC[, R I HOLE NO.

B-4 Westboro, Mass.

Yankee Atomic _ Electric Co.

ADORESS TO Rowe, M ss.

UNE S STA.

d PROJECT NAME Fire Pond Borings LOCATION KEPORT SENT TO

_above PROJ. NO 80-114 SURF. ELEv.

Taken at Site OUR JOB NO.

SAMPLES SENT TO Oofe Time GROUND WATER OBSERVATIONS CASING SAMPLER CORE BAR.

10/2/79 o,,m 5 Open liole Rods "NW" START 4'3"

Typ, IIW S/S COMPLETE 10/2/79 gg offer Hou's A' -

no water put in hole 4"

1 3/8" TOTAL HRS.

3, o

-300#

140#

BORING FOREMAN D IlolleV At offer Hours Hemmer wt BIT WSPECTOR T.

Keller 24,,

30,,

SOILS ENGR.

Hommer foil LOCATION OF BORING Casing Sompic Type Biows per 6'*

Moisture SOIL IDENTIFICATION ggypLE 3,,,,,

z Remarks include color,grodotion, Type of g

Blows Depths of on Sompier Density Y

So't etc. Rock cdor, type, condition,ho+

w per From To Sompe From To or foot 06 I 6 -12 42-18 Consist Elev ness, Drilung time, seems and etc -

No Pen Rec 3

• P8 1*

ress O'-l'6" D

6 7

21 Damp /m 1

18"10" Brown fine to medium SAND, 44 dense little fine to medium 45 gravel, little silt 39 41 12 5'-6'6" D

12 8

7 Wet 2

18' 13" 22 medium 31 dense 37 36 10' Brown coarse to fine SAND, 3

18' 11" 10'2"-11'8' D

6 12 13 little fine gravel, trace of silt, cobbles & boulders 14'-14'6" D

136 Wet Brown fine to medium SAND, 4

6" 4"

very some silt, little fine to dense medium gravel, cobbles &

boulders 18'10"-20't "D 76 101 79 3

LW 14"

@ 24' D

15/ 3" (300# W :.)

6 0"

U" 24'8"-26'2' D

31 50 48 6A 18' 10"

/

18' 4"

30'7"-32'lD 40 22 28 32'1" Bottom of Boring 32'1" GROUNO SURFACE TO USED

" CASING:

THEN Sompic Type Proportions Used 140lb Wt.a 30"f oll on 2"O D. Sompier

SUMMARY

O r Dr y CsCored W: Aoshed troce O tolOTo Cohesionless Density Cohesive Consistency Earth Boring M. I..

i UPi Undisturbed Piston ht tle IO to20To 0 10 Loose O-4 Soff 3O + Hard Rock Coring TPz Test Pit A s Asger V: Vane Test ssme 20to357c Dens 8 15 tf l HOLE NO B-4 UT Undistu' bed Th.n.oll and 35toSO%,

50 + Very Dense 15-30 V-Stif f

)

wn e DOG v.

SwiE7-2 or _L_

GUILO DRILLING C O., I N C.

e DATE*

100 W ATER STRiti EAST PROVIDENCE. R I B-5 HOLE NO Westboro, Mass.

Yankee Atomic Electric _Co.

ADDRESS LINE a STA.

4 T O -- -

Rowe, Mass.

Fire Pond Borings LOCATION OUSET PROJECT NAME above PROJ. NO REPORT SENT TO 80-114 SURF. EL EV.

Taken at Site OUR JOB NO.

SAMPLES SENT TO Defe Time GROUfJD WATER OBSERVATIONS CASING SAMPLER CORE BAR.

10/10/79 p

Rods,'NWn START Type HW S/S COMPLETE 10/11/79 gg'

^' -

h" H

"'S 4"

1 3/8" TOTAL HRS.

300#

140#

BORING FOREMAN D. Holley Seelo BIT INSPECTOR 1.

Keller At otter-Hours Hernmer wt 24,,

30y So,ts guca, Hommer Fall LOC ATION OF BOR'NG-Cosing Scmple Type Biows per 6" Mo;sture SOIL IDENTIFICATION ggyptg 3,,ga Remarks include color,grodotion, Type of 2g Bio.s Deptns of on Sompie' Oensity Chonge soil etc. Rock-color, type, condition,hord-From Te or

"'55 ' O'8i"9 me, seems and etc No Pen Rec w

per From. To sWe O

O-6 I 6 12 32 18 Gonsist Elev

goo, urown coarse to rine BAND

• 1 18' 12" 0'-l'6" D

5 19 23 Wet l'6" Silt, Grass Roots dense Brown fine to coarse SAND, 2

18' 10" 2'7"-4'1" D

22 44 38 Wet /v little fine to med. gravel, dense trace of silt (stratified) c bbles & boulders (Till) 3 gg, yyn 4 ' 11-6 ' 5" D

29 22 25 Wet 6,

dense Olive gravelly silty fine 4

18' 13" 7'9"-9'3" D

20 21 25 to coarse SAND, trace of 10'-11'6" D

Z')

43 40 Wet clay (Till) 5 18' 11" very 6

18' 10" 12'5"-13'11"D 29 48 69 dense 7

18' 6"

15'-16'6" D

33 59 76 8

12' 10" 18'9"-19'9' D 40 160 9

18' 12" 23'10"-25'4" D 39 113 81 10 18012" 28'9"-30'3' D

26 29 38 11 11' 7" 33'9"-34'8" D 53 10?/t" (Boulders - 35' to 41'6")

GROUND SURFACE TO USED

" CASING:

THEN Sompte Type Proportions Used 140'b WI.a 30"fott on 2"0 0. Sompter SUMMA 9{',7, i o

D Dry C Cored W: Washed troce O to tOD/o Cohesionless Density Cohesive Consistency Eorth Boring 0 10 Loose 0-4 Soft 3O + Hord Rock Coring UPs Und.sturbed Piston tittle IO to2O 'o 0

TP Test Pie A Aager VaVone Test some 20to35 /c Dense 8 15 t t HOLE NO B-5 UT = Undisto ted Th.n.oit and 35toSO /o,

50 + Very Dense 15-30 V-Stif f r

SnEET J

or _ _

GUILD DRILLING CO., I N C.

e DAT 100 WATER STREET EAST PROVIDENCE. R I HOLE NO B-5 ADDRESS LINE a STA.

TO LOC ATION PROJECT N AME REPORT SENT TO PROJ. NO. _

80-114 SURF. ELEV.

OUR JOB NO.

SAMPLES SENT TO _

~

~

--- Defe

-Time GROUND WATER OBSERVATIONS CASING SAMPt.fR CORE BAR.

m COMPLETE IE.

At _.

ofler Hour 5 Type TOTAL HRS.

Sae l D gog,yopopggay At of te -

Hours Hemmer W:

BIT INSPECTOR SOILS ENGR.

Homrner Fall LOC ATION OF BORING' Casing Sompte Tvpe Biows per 6" Mo;sture Soil IDENTIFICATION 5atAE 3,,,,,

Remarks include color,grodotion, Type of r

g Bio s Depths of on Somp'er gens,t y Chonge soil etc. Rock-color, type, condition,hord.

ness, Dntieng time, seoms and etc No Pen Rec From Te or w

per F* T*

goo,

[.o.6 I 6 -12 i2-18 Qonsist Elev O

Olive gravelly silty fine 12 18' 9"

Wet 41'8"-43'2' D

21 38 46 to coarse SAND, trace of very dense clay (Till) 44, Wet Olive SILT, fine Sand, 47'1"-48'7' D

8 10 19 medium trace of fine gravel, 13 18' 13" dense trace of clay 14 18'110" 50'-51'6" D

12 23 31 Wet very dense 54' 55'1"-56'7D 69 37 71 Olive gravelly silty fine 15 18' 14" to coarse SAND, trace of clay 6

16 18" 8

60'1"-61'7" D 19 27 36 61'7" Bottom of Boring 61'7" GROUND SURrACE TO USEO

" CASING:

THEN SUMM ARY Sompie Type Proportions Used 140lbWI.a 30"f oilon 2"0 0 Sompier Cohesionless Density Cohesive Consistency Eorth Bonng 0:Ory C Cored W=Aosatd troce O tot 0 /o 0 10 Loose O4 Sof t M + Hord % h9 UPs Und.stareed hston little IO to207o TP Test Pie ArAuger V:Vone Test some 20io357c f0-Dens 8-15 Sti l HOLE NO B-5 UT Undisto*ted Th n.ois and 35toSO /o 50 + Very Dense 15 30 V-Stif f

4 ST6NE & WEBSTER ENGINEERING CORPORATION

/s

, /

Yf,

Mr. H. T. Evans o

G

\\'.

i (L.

• t July 3, IM'8 D

L f

p J. C..c e,m.,

..r. 3. v.

Cos.

a n

Vico Frosidani.,

Yanimo AtCri: E*.00tric Company 3 W1 S&mrt StroG%

3 0eTs yL,. e.3,

n.,,, C %,,e:.,.s 3,

e,e A.

.-.v Dear 5125 gh.g pyt.p.g*:$;q P-.".ti."2.z g. s.c.=. m,,, t,.

vn S w/2g-Da-el&-c.c).f'W;p.y't-!.Mi@-':M t.'*:'7 ra ? tmt pJpa r :~p

V 6W --

r

.w

...E h sL..W: w:.& n.c.:. i: &.s.

Wa hTra.Cy nyll

0. rec..31nd a fiv, o m. ge le,tt. c-r., f.rCu.h.o.n. 'Ec1107, SignCd n2.'. Cf Mr..; O."J,Su o T.O !.

9.'..,' %,

Dn'1 cy MS;

/

gm i.,. i.n.t.:.= 3 t..a.n$,.4,.o

.e.n.:.. - e

.H hv s, e.,

.e -.4 4'n;

.!. c.'.c:_3

.n,,,r

%.'.o..r 1.7.1 '.*, ~ g w 4.. q..a w .u a. 4 w. .m -. 4'- ""*r",.*.'..',,,. S'.'.'.'EC = M..~'". I.,~'l "..'*

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j. a n.n .w ^ STONE & WEBSTER ENGINEERING CORPORATION /> t j/ e [ R.J.C. 2. July 3, 1953 J _'s 1 t W believe that nest of tho differential settlement which nay coct?.r.lll have taken alaco before the equir.sent ic and tho total vill probably be.substcntially loss than installed,Ifors than 80 per cent cf tha Iced ccccists of tha cen-3/16 in. crets foundatiens and basic surerstructuro which will hvo.been - On 3:07e117 in placo nearly a yocr befora 'cho reactor errives,so1_s such c3 ozist et this site plact usunlay ed: curs within a short perics of ti=o. Tharsfere, whsn tho reacter and stecn generatoro are inctsllod and the coolant piping is attached they vill ts lemaled and aligr.2d after noot of tha p.rcibic clighk stracturs2 ccttle-most hac already tahan pir.co. O ccid it be desired to ad.just tha aligts.cnt b2tusca the staan generators and tho 22 actor c.t any tinrq this can be d:no by means of chin 2 under the steza ;Gn-orator supports. Drcelas I?o. 959?-L52A. Steen Gencrster Supc:rt., will to rc72ned to ta2a provision for the initial in-staliztion of such shi.r,0. The proba*olo et.uco of differentici octtiment, if Scy occurs, vill ha tno fact that on? to tbs arrangsssnt of the area; of lead applicatien, tha soil in the desp ncno undor tho central footing may be compresc+d a trifle more thart that under ths outer ring, d The soil at this cite, ac deceri~:ed in the Prolininary Macard Simry Ropert, Sectica 203, Geolos79 consist cf nadiun to fine cand: with gravel, cobbles and bculders containing scns e cic'; and c11t. Bedreck is probably about ICO ft belev the ? cat-was for a as otated in ths report 3 .t:3a. Our roccamenistion,f tho coil, Ecrovrr, e.s finally per cq ft leading o 6 ten design:d the pecamre on tha scil at the undcruido of the fcet-3 ingc of the struchtro in qncation will be unifor=17 a litt13 lecc then a conservative 4 ten par sq ft. Our e:r.poriance has indicancd thO norrally scils cf this nature vculd be concidered ena011ont fc? f nndationa cf tha cprendafecting t7;a unior the heavy londs of power plants and industriel planta in uhich diffGrantic2 setticannta up to ca -hlf inch would not bo datrinent.21. Z: ;vor, if th3 design paranat ra ara cuch that differ ntini cettlement botveen compenanta ucrt-bo kept very scal 1 further roceerch is nomtitsa mrranted. In 3 Gradiant Synch?ciren j designing the foundation for ti o Alternatin:; land, wo havs at Brooktaven Haticaal Ichcratory en Long E recently cendtatId lar30 arca soil tests in cedor to confirn the anpoeted behavice of ccnde cnd Gravelo whi h o70212:- ted:cc3 at that cite to a Umth of l'"C0 ft. T b results indicatad a total. prin 71 setticace.r. of abdd.V12 Anch por.150 pf and fc110'nd tus c1cecic behvior of acW.na cand:f. All c71dsaco indi:an d i

n ,l \\ - m,. y k, f /p O @G4.37 s \\ > g( Q+ V d / STONE & WEBSTER ENGINEERING COItPORATION fs 4 Jul7 3, 1973 s 3 i ( R. J.C. s x .,, t ..s y.i that the Brockha*/on arce had not been ovarridd:n b7stha pv., U historic giccier which vould have preconeclidated the sands. s T6 Yaniteo sito Ms been overridden by tho glacier which is 5< ba much th2 cama ca that o:ccrisaced in donce sanda,kso citts-4 In the Tan about eno-half that of the =adiun sands. tion, tb anticipate The nninum fg 4000 pcf cay reanenably be -Osticated as 3/3 inch. that might th:n bs exp;ctsd for n y difference in settlement y 6 botvoca fcctin;;c tr.dcr sicilar Icedin;;; chould not o::cocs k. s s k 3/16 inch.. We bolieve the Inr3e propertien of boulderh in th's to redeco tb 3 y soil at th3 Yan'sco sits will tend cubstantiall7Ib individval footings un ^Q;- F y vill recult faca possible c:all local bra cpots duo to possibis sett10:ent. a to N ' 2 f, 2 urosenco of thess boulders. ki Prof 3csor Ec1107 3 letter at the tcp of pago + refars B _ I S' 8 to a canic2m probable differential sattic=ent cf 3/6 in. rather ?'~ That vac ccsentially a ptro b 1' J than 3/16 in. 23 brain czntionsd. oter for uso in analycing percibio strosa dictribu?

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3 The professor's lett:r gcas en,to b1f t.:a g i 0 differential ssttlocent. onplain u;ry this paracotor tay be reducca npproninstely eno-f. ') h,J to 3/16 inch, dua to tha tenden:y of th conarote supstructure-[ to brid30 cerens the arca cf the centor fcotin::, sc'thtt if th 'd, i contor footing tends te ccttle a trifle cars than the N T 2 ~ -a Iy tha what, and partially tran farrod to the cutor fctnMation. sazo analysis. if the encicipated actual differentini c 2

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? mont under a 6nifor= scil 1cadins, cf QXO O P'D This is about vbt vo ::a117 er:act.to 30e3ld alrecdy hs73 ta:cs30 i s 9K indicated, nore than h:2 cf this cheu s, Q placo bafors the resoter is installed. s i 'g Maritero vill be act on the structuro which Wilh . '6 N' it possible to chau'c the actual cattleront frcn time to Sind, < > id although wa bolia79 che differential covez?nts to ba =cc r.> to bo so cuall Cat th77 can within tho structuro cre l'.k217hardly c3 dstccbad within nornal n i :tructure 3 elongatins and contrc.cticns of diff.srsat parts of tht vill caour duo to norms 1 lenic cnd Scaperc1ero chan?/.s entir217 indopandant of fctndatic.a ecnditi:no, but tho;e shodd all b;It is ac i too c:all to to significant.that ainor crecho vill n t davalo, in the struc W re.r.- ctions in strace frca many ocurse'is that thoca vill os ciis 3 / d s use of reinforcins strel. 3 l (t ) \\ n e 4 %4 \\ M*a2= -- J

j A c...n -3 / / STONE & WEBSTER ENGINEERING CORPORATION g/, i Y/ R.J.C. 4. July 4, 1953 j t ,A,.i 4 y." We considor that tha nd71co and consultatien furnishad y' by !bcars. Hansen, Holley and Bigga inva been valusble and help-ful in enabling us to develop the colutiens of the difficult and unusual probicas encountered in thic design. Yours very truly, H. T. Evancy Structu: c1 c.a;incor. Enclosures Copy to Mr.R.J. Coo-2 Mr.W.J.Ililler Mr. A.E.Voysey k-Mr.D.K.Foldtcosa Mr.C.R.C1a:d,on Mr.W. C.';ioodran NYB FD - 1 e a I 4 e O N. \\ 's .)* <r-t (.

l, Hansen, Holley,. and Biggs 2Gsa 1.ff u a' n u a n u e a n s.

L .J sensa7 J. nasm e uvts J, noLLay, ys.. Jasos u. woos Saa m, C.=Ardy N,.hu,Awwes w g, yg & f-5::.y .-2 3 g:7..c 7. -:. a :.... ;.. , ;, j 3 -- Stone as:4 Webster Engineering Cw,.w.tism ',i .g.. e - ' k9 rslaval street Boston, Massachusette ~ F Attentices Mr. R. T. Evans .e . ', " ' Subjects -Yankee Ates:1e Electrie Co Powec Plant at, Rome,. Eass. . -s: 1 Cent.lecian: In cornectice with your design of the stbject strxture, the questions on which we have been providing assistacce appear to have been satisfactorily resolved. Ve understand that our' services no longer are required. This letter vill ctznarina our thoughts en the general structural problem and on the specific datan= with which our studies and discussicus were ecccerned. Struct=ral Tc-s All of the questions which we were asked to study relee to tire design of the reinferced concrete sstructu=e which supports and. encloses the nuclear stesa generater elements. of the subject power. plant. The superstructure form, (comprised of ('a,) a. tru=cated conical '*beri", (ib) an outer cylindrical deep wall, (c) an inner cylindricci wall suppercing and ene-losing the reacter, (d) a nu=ber cf radial mil s spanning frc:n. inner to outer.cf hi.~) had been developed prior to our collaboratic= ' Car a.rrange:asut of cupporting colusr n (i.e., six spr.ced , egnally bersatb. the ccter cyurMer and two dinsetri>cally opposed kneath the inner cylirxier) aise, had bee:n 6eterMud by price e_gineering studies conductml by your Si=:a t2:,ese major features reflac-ted thcrough acnsideration of al-crganisaticn. tarust.s crrangesaass, and appeared to be functionally as well as structurally advantagecus, it uss agreed that the general fer:n of the structure would not be a In the ecurse of car studies and dixussicos of a;ncific cubject fee cu: conenrn. ctructral ;rreblees we have found no rea.sen to believe that the general form which you have develeped is otherwise than strseturally sated. St.ruetre al rehavior tenirsd - Strene Limits At cur first engineering conference with your group, the question of desired strwetir al behavi or was discussed. It was agreed that f actor of saf ety against

1. 'collspeo shetM be eesentially the same as generally incorporated in industrial st.rsetures of crore cerrrentional type (i.e, E 2 01)

It was further ageed that . some cracking would. be pemissible,. but that wide cracks such soevould be associated with. inalmetic straining of the reinforcing steel were to be avoided if* It was anticipated thet the substantial thi,cknesses of all elemente poestbla. (dic tated largely by non-etr.:ctural considerations) would te more than adequate for st.rength purpcoes and would preclude the peasibility of significant deflections. It folicwed that the prinary rsquirecent for achievir4 desired structural bo.harior i was a suitable 11=itation en stress in the reinforcement. It was agreed that 7-

18 June 1953 3tma and Webster Eng. Corp. 2r. H.T. Evans f coc7uted steel stress assoc! sted with aanlied loads should not exceed one-half the To the extent oos:ible, cc=cuted steel stress b=_ sed on applied loads yield value. combined with non-load effects (shrinkage, temperatu-e, settlemer.t) was te be lim.ited to values less than the yieli values. Comments _ on Yethods_ of Stress Anal rsis Because of the unusual for. of this. structure it was not feasible to oerform an alastic analysis which would be 9 xact" in the sense to vnich this term is ao-Teile the '.asic differential olicable to analy:ris of ore cenver.tional for:s. equatier.s si;;ht be solved throui;h the use of finite di'ference techniques, with the cid of a di.; ital ec= cute, this a reach would have requind an inordinate amount of ti=c and the results cbtained would not have been in precertion to the effort Our reascn fer the lat.er belief is taa*. idealising assu=ptiens, cnd cost invested. (such as freedor fron cracking) invalidate to sece extent the results obtained from this type of analysis. The t:chniques of ex;:erimental stress anal / sis right have been used to predict h scdel te s ts. This aoproach would interr.a1 ;ross forces and unit stresses thrcu? likewise have required a substan.ial investment cf ti e and the value of results -- cbtained would have been limited by the difficulty of reproducing in =odel scale the influences of cracks in the full scale structure. .,/ Rather than utilize either of the foree;oing ' exact" rethods of analysis the desigrer used apprcrimate methods of analysis, adaptinr, kr.cwn solutiens fren the theory of elasticity for those ocrtiens of the structure in which the for-a, leading, We and boundary conditicns apcroximate the conditiens of the adapted solution. believe that this approach is sound, and in those oorticos of the structure which It ce have independently studied, our methods of analysis wer-of the same type. is significant that althou?,h our amlyses probably were less refined than these executed by the desi;ner, and differed in regard to assumotions and detail, the end results which we obtained, (in ter s of required reinforce:ent), were in good agreement with results obtained by the designer. Inner Cylinder The inner cylinder and the central portion of the bcul carry a very heavy load Sections through the cylinder wall are sub-to the two central supoorting celu ns. Interaction of jected to large vertical shear, vertical bending sc=ent and torque. bowl and cylincer results in radial shear and radial bending acnent on vertiqal elements of the cylinder. The junction of cylinder and bcwl is subjec+wd to the latter radial effects as well as to large circumferential shears. The desi.;ner isolated the cylindrical wall and a cortion of the bowl and an-In our clyzed this ce=bination as a circular ring girder cf i:wer.ed tee section. studies we isolated the cylind-ical wall and analyzed it as a circular ring girder .~% of rectangular section with its 1cuer edge elastically res rained against rotation and radial deflection by the tcwl. Internal grcss forces wnich were obtained for v sections thrcut;h the ring girder varied v.-ith varying assucctions regarding the nature of interacting forces between cylinder and bcwl. Sased on our jueg::ent of

• 1

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t 3 Stona cnd Ebst:r Eng. C:ro. /, Mr. H.T. Wans wa concluded that the ecmbina-5 q h design j inclined reinforcina; steel provided in t ewe also co ( nal gross f or:es t these different solutiens for in er t excessive. t developed in tion of vertical, herizental, andis reasonable; i.e., ccnserva l i vertical reinforcement is suffic en of cylincer and bowl ^~ d vertical elements of the cylin er. t the $n:tien This belief was { Our studias indicated that radial shear ai inally reached by the designer.Th tion i d cut by the desi.;ner.it, the ec=bination of might be larger than the value or gverified in subsequent ana which We details t censiderable length. structurally satisfactory; they and stinforce=ent required to trans=of cylinder anii wall we ble. ble=s, but are believed to be feasi jud ed to be resulted fro = these discussions are present fer idable construction prc f Outer Cylinder d and less heavily loaded (oer foot o idable de-he outer cilinder is less sharoly curvelinder; the-efere it presents le circunference) than the inner cywith a portion of the bowl it carr Together ith sign proble=s.eqmily-spaced suppertin:; colu=ns. i g girder of rectangular saction wd vertica Considering the cylinder as a circular r nthe (conical) bowl, we com It was of the cylinder. i g steel its 1c=vr edge elastically connected to internal sectionsumferential and vertic resisted. The bending memnt, shear, and torque on for the internal forces to be of verti:al i concluded that the cccbination of c rc provided in the design is reascnab efficient te resist the combina l and bowl. tion forec and radial =c-ent at the junction od ccnsequently we di vertical steel was found to be su f cylinder this junction was found to be small, an ._/ of key details. Based on axial loading Colums very conservative. twice as lar;e as that fer these elements at leastNevertheles 7e found the cole.:n designs to be First, they only there is a facter of safetyother elemnts of the structure. f these elenents f or two reasons. d with respect to the cassive supoorte orovided in d in the columns is desirable any raductdon in the diameters o to us to be reascnably prooortioneSecond, the reserve s l strains, appect insurance against bendin; ef fects w(and in the unlike structure. ,g and settler:ent, nsi:n ca:ac'ty of tha shell in the eve t In ordar to insu-e cooperative acti n te we be gun-welded to the interior surface It is our understanding that this crete ceras, and to cbilize the te2ndad that short studs 1 i nerete. uma bending, we reco-of the shells Orior to olacinq ccre ec 1 dooted. l su;,ested =cdificatica has been a

• 9 l

Settlement Effects ring fcoting, and the two innor colur the suit-were not asked to study _The six outer columns are scoported on a I Yle d footing. are succorted en a secarate combine j 1 l n -,.-:.-.=.~ u ~.. .m

} ,.c ability of this design feature, but we were asked to investigate the consequences j O to the superstructure if there should be differential settle =ents between inner E and outer footings. It has been our unferstanding that your soil mechanies soecialists estimate as a maximum probable differential settlement, 3/3 inch ;reater settle:ent for the inner footin.; than for the exter$ 0r fcotings. We have furthar understood that this estimite is based on an assumatien that the colu n loads are not modified by the settlement. Treating the suoerstructure as uncracked, but with a n'odulus of elasticity reduced to account for creep effects, we studied the distribution of total load between inner and outer colu=ns as influenced by relative settlement of inner and ci:ter footings. In these analyses axial shortening of the colu=ns was *.aken into account, including shrinkace effect+ and a reduced modulus of elasticity to allow for creep. In separate analyses the sti.ffening effect of radial walls between inner and outer cylinders was first excluded and later included. The analyses described in the feregoing paragraph revealed that the structure is extrenely rigid. This means that any differential settlement cust cc acecapanied by =ajer ch:.n;; s in distributien of tctal.loed between inner and outer colu ns; i.e., increase in outer column leads and deemase in inr.er colu=n loads. if on the basis of unchanged column loads the differential settle =ent would notTherefere, exceed 3/8", we believe the actual differential settlement will not exceed about 3/16". If the differential settlecent is as s=all as 3/16" it may be accetedated with little or r.o ~acking of the tal. However, the redistribution of forces acco=pany-ing the settlement would increase bcul shear stresses and would eroduce inclined ( bowl tensicus; consequattly it =ust be ass tted that sete : racking can c cur. the event that the differential settle =ents exceed estirated.'alues, these cracks In may bece:c fairly wide. To assure structural adelua 7 in the latter unlikely event we reco acrdad thtt reinforcing steel be crovided to resist bcr:1 shears without any helo fro the cen: rete. It was our thought that the sh ar forces thus provided for need only ba those comcuted cn the assun7tien of zero ciff erential settle:ent. desi;ner has preferred rather te add sufficient bowl she steel (a) to resist at The conventicnal stress levels the shear fc ces based en cere cifferential settlement, (b) to resist without belo frem the cen: rete, and at steel stresses not en eeding about 0 75 ti.ca the yield value, shaar forces which have been augmented b-effect of dif.'erential settlement. / the We believe this soluti n to be very a eptable. If differential settle =ent oc:urs, caus'ng the outer :Olumns to take a g eater proportion of the total load there will be a corresocndin ; increase in forces and stressos in the cutor cylinder and a:rcss the junction of cuter cylinder and bcwl. Pased on our s tudies of these effects we believe that the reinforcement provj.did is adequate to resist the aug=ented forces at stresses well belc r the yield value. The tendencv of radial r: alls to resist di. frere stia. ec.timent may rvire add',. tlond -* --"- %. enti 1 reinf r::: ant of the in..er vlinder in zones nea-the top and botte; cf its connections to the radial walls. .le have brou;ht this to the attentio. of the desi;ner but have not s tudied the a cunt of additional reinforce-r.en t tha t naf ba needed. It is nossible that tha rat s al alls will themselms be t cra hed, and the thinner radial ralls scy buckla sli.qhtly as the result of differ-e -~~~' ~ ._..y y - n ~J

7..

5-13 a 1953 8,t-- o and Webster kg. cary. E l.T. kans f l-We do not believe that *such behawier would have gv significame +1 ential settlement. but we have point 4d out the-in terms of the saf ety or function of tne structure, desirebility of well-distributad reinforcement in these elements. Teamerature and Shrinkage Iffects Ue have not made any analyses of the effects of temperature and shrinkage In the course of disenssicas of these points we have, however, ef fered our opinion that these strains will cause some minor cracking but will not a.ff ect pt.rainc. structural safety. 9 In eoriclusion, we wish you to know that we have enjoyed the oppertunity to '; collaborate with the Stene and Webster Engineering Corporation on t.his inter-sting structural probice. Very truly yours, HANSEN, HCT2rt, and 3I003 by t, [1 f. o ( \\, MifeJ-lEolleT*JOf* \\ MJHisg Mr. E. M. Johnson, Vice-President -cc iTenhee Atonic Electric Ccwy k i .~. L \\s, e g ~-N. e-------.- ]

q SUBJECT FOUNDATIO!! STUDIES DATE August 2, 1978 YANKEE ROVE ATOMIC POWER PLANT FROM VFSwiger:eae TO / ASLucks CC General Files \\ The Yankee Rove Plant was designed fro = 1956 through 1958. Mr. C.T. Gordon was Structural Engineer on the work. Detailed structural annlysis was done by Mr. Art Vachra=cef, Senior Structural Designer. The writer was responsible for foundation investigations and basic foundation design. Geologic studies of the detail nov required vere not made. recon-naissance geologic investigation indicated that the proposed plant site was a till-filled valley in the bedrock entering the left side of Shercan Pond. The bedrock of the area is crystalline motamorphic rock of Paleozoic Age. Tne till was very dense indicating compaction by ice. Five borings were made into it to explore foundation conditions. All vore carried to refusal but in general this probably occurred on boulders, a nunber of which were encoun-tored in the borings. Logs of the borings are attached. In addition, a refraction soismic survey was cade to evaluate depth of bedrock sinco reaching it by borings was proving extremely difficult. A copy of this survey is attached. It was concluded that the denso glacial till provided an excellent founding caterial for the plant. Further, considering its compaction there was no possibility of finding soft co=pressible soils under it even though the borings vero not able to be advanced completely to rock. [] The containment structure is a cteel sphere supported by columns which in turn rest on a ring cat. This ring mat surrounds a contral mat foundation which supports the primary columns which in turn support the reactor vessel. A bearing value of approximately 8,000 lbs. per square foot was selected as being conservativo. The elastic codulus for the soil was estimated based on previous experienco and test data from cortain dense sands which uore extrapolated to site conditions. Tnese data vero used in the clastic design of the ring cat and cent,ral tat of the contain=ent structuro and for esticating cottlements which would occur under these structures. Obcorvation during and following construction vorified that the estimated sottle=ents and computed settlements were in good agrec=ent. At the tino the work was done, seismicity and earthquako resistant design for nuclear containment was not a concern for castern sitos. The basic law simply required that plants be located not closer than ono-quartor tilo for an activo fault. Accordingly, I do not recall whether or not specific design for oarthquake was incorpo-rated in the structural nnnlycos. I an sure that a detailed investigation of seismicity of tho areas was not made other than a review of the Earthquake History of the United States, USC&GS. Seismic design was probably covered by a statement that historic carthquakes in the site area did not exceed E! Intensity V and earthquako design was not of concern. e A l b I \\ b

z f-An examination was cade of Sherman Dam to verify that it was in good condition, that there was no significant leakage which would indicate difficulties, and there was no cracking or other indications of distress. A study was also cade for rail and road access to the sito for delivery of the reactor pressure vessel. Q q Q W W 6 NFSuiger C I l l 4 5,-

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