Text

1 to Updated Final Safety Analysis Report, Chapter 2, Appendix G - I
	ML22131A102
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SEABROOK UPDATED FSAR APPENDIX 2G The information contained in this appendix was not revised, but has been extracted from the original FSAR and is provided for historical information.

Table 2G-1 2G-2 2G-3 SB 1 & 2 FSAR STATIC AND DYNAMIC ROCK PROPERTIES TABLES Title Unconfined Compression Tests Amendment 4 5 June 1982 Laboratory Compression Wave Velocity Measurements

Strength, Samples Velocity and Hardness

Data, from Tunnel Alignments 45

TABLE 2G-1 UNCONFINED COMPRESSION TESTS Unconfined Axial Initial Secant Poisson's Ratio Test Hole Compressive Strain@

Initial Secant No.

Location No.

e Stren th Failure Load Value @ 50%

<Iu psi) qu ElA Reactor 1 El-l 31.4-31.8 Diorite 22,400

.21 12 X 106 12 X 106

.29

.25 ElD 78.3-78.7 Diorite 19,520 ElF 79.1-79.5 Diorite 19,820

.21 9.3 X 106 9.3 X 106

.25

.25 ElG 79.5-79.9 Diorite 19,400

.20 13 X 106 11 X 106 E2A Reactor 2 E2-l 49.6-50.0 Diorite 18,020

.20 12 X 106 10 X 106

.36

.28 E2B 50.0- 50.4 Diorite Failed by splitting.

Do not report.

E2C 50.4-50.8 Diorite 15,530

.17 12 X 106 9.9 X 106

.18

,20 E2G 138.7-139.1 Diorite 5,970 E2J 139.4-139.8 Diorite 11,610

21 12 X 106 9.7 X 106

.21

.23 E2M 141.9-142.3 Diorite 18,610

.20 10 X 106 lQ X 106

,23

.25 B7B Near Reactors B7 27.8-28.2 Schist 17,940

.20 11 X 106 10 X 106

.17

.19 B42D Contact B42 123.5-123.9 Diabase 27,600

.27 11 X 106 10 X 106

.21

.26 B42F 141.3-141.7 Schist 16,500

.21 9.1 X 106 8.0 X 106

.18

.21 B42H 142.7-143.1 Schist 11,970

.18 10 X 106 7.4 X 106 FlA Tunnel FlA 127.5-127.9 Diorite 16,130

.19 11 X 1Q6 9.9 X 106

.33

.28 FlB 127.9-128.3 Diorite 13,950 FlA Tunnel F2 246.3-246.7 Schist 6,060 F2C 247.2-247.6 Schist 6,000 F2F 260.3-260.7 Schist 6,330 NOTE:

In tests for which values of axial strain at failure, modulus, and Poisson's ratio are omitted, the strain-gage readings appear to be unreliable, No stress-strain curves are plotted for these tests.

TABLE 2G-2 LABORATORY COMPRESSION WAVE VELOCITY MEASUREMENTS Laboratory Compression 1Yenstr3 Wave Velocity Test No.

Location Hole No.

De:eth (Feet)

Rock Ty:ee (gmLcm )

@ 0 :esi

@ 3000 :esi E 1 H Reactor 1 E 1-1 79.9-80.3 Diorite 2.81 19,460 19,880 E 2 E Reactor 2 E 2 -

1 51.2.. 51.6 Diorite 2.83 18,860 19,090 E 2 H Reactor 2 E 2 - 1 139.1 - 139.4 Diorite

2. 77 20,050 20,300 B 42 B Contact B 42 122.5 - 123.0 Diabase 2.84 18,600 18,800 B 42 G Contact B 42 141.8.. 142.3 Schist 2.77 16,960 17,320 F 1 D Tunnel F 1 A 128.7-129.2 Diorite 2.79 20,050 20,340 F 2 D Tunnel F2 259.0 - 259.4 Schist 2.86 18,110 18,370

~

llott-. ft.

ltllck lltChi!IICl iiitT Sonic 7C,,Hy, fpl M.

Ldtf'ltO!'Y IIIII giii Dr1 Alii!.uu f/flcc 0

100 500 M-1 I61.0.261.1 7:J..4t 2.9!

17,564 7.606 11.IGI AII!'*Z 266.6-26'1.6 73*50 U6 16.992 16.192 16.m AIJI*Z 261.11-261.1 7l-SI 2.m 16.211 16.312 16.131 AIJI*4 250.0*210.1 U*U 2.13 16.370 15,4)4 16.196 M-I HI.4*Z51.0 7:1-53 2.11 16.110 16.616 15,510 AllT*ll m.f..H3.1 13-61 11.996 16.011 IS.Oll ADT *ll m.o-m.7 13-66 2.11 17.063 16,996 11.336 M-17 llt.0-111.1 73-v 3.01 17,007 7.007 11,011 AIT*l HO.G-150.1 73*51 Ut 16.313 16.123 16.111 AIT-7 19t.I*1H.I 13-I) 14,682 14,68t 14,789 m.a IK.O*lii.Z 73-St Z.l3 ll,W 17,18&

11.621 f-6 11&.1-IK.t 7HO 2,11 16.662 16.610 16,684 f*S 105.1-ZOS.t 7).&1 1.71 1S,tet IS,Nt 16.066 AIT*ll 141.!*142.1 13-62 2.12 11,413. 6.627 16.621 11

l*ltl tl tentt*t....,,"'

'c50

t111,...t...,,w tt !1011 of t11o1 ultiMto -ftlllltl stNftl'lll.

Se'-!dt (L-t7Hl..._. HtrdnHt lfs

$looN klorotCIP'I (C*Z t.tH) Mtrdntsl HA

llildHIH T... r AllrBIOII Mtrdntst "r

Vlli

loclAIIt'ut-*

)

TABLE 2G-3 STRENGTH, VELOCITY, AND HARDNESS DATA SAMPLES FROM TUNNEL ALIGNMENTS SERIES 1 Ultl.. tt Lit of ft:::~.I.Y dt M&rd latt ltllck Denrlptlon Ullcoofl**4 l&tilt r; "s "r ra

,c_...nho psi lo" St-gtll "TIII!II" psi Et Et>CI 11.691 U,t$4 3.12 0.21 1.2!

5l ID 6.U U2 16.7 Olerlte

fin* ar1lned; !C. ~arts, foldsper,

flu, *~d lm sv fides 16.501 22,511 2.16 0.91 4.m,.,

01 I.IM 1111 II.!I otorltt * ;:r:fotr,~\\~~e,d.'tgU'ro*a~r~d1par cltYt1oped 16.119 15,$81 3.26 1.16 6.32 31 68 1.01 m lv.o Quru Clo(!\\~;.::,'1 i~n:.,~';.~'::it!~'u*

mecl. gray 16.631 19.306 1.03 0.80 6.01' 32 62 3.61 6l 9.9 Olorlte * ~~tdiUII to flllt grtlne4; htghl) oductows' cuartz, feldspar.

lu,.. ten jH* ;ran ICIIt folhtlan dne Ollt'd.

1!,57C 20,891 Z.ZI 0.91 31 11 6.00 7Y 6.9 Olorfto * *dh* llt'tlned; qutrtl, foldsptr,

..,i":ficC:!f~~~- grty;IC1t*

16.011 10,0150 2.61 0.39 U!

H 69

'5.00 16' 12.1 Sdltstose dlor1tt

flnt trt1M4; hlfl

~~ll ~~orl'1!i /~~~!an 11.611 2.11 ll 18 6.91 125' 9.1 Diorite

med. to co.rn vrotoed; quoru, feldsptr, b1otlu, l!iflet: t~~d Iron sulfldts 17.01, 7.026 I.IM Ut s.~

60 I2 1.66 IGI 6.4 Ollblst

fine fjrtlfted; feldspar, pyrlt*

tftd ufles; 4trk gray 1U2<

21,290 3.12 1.11

,,,Q 61 II 1.66 1111 1 u Outrtz dlorltt

cetrst grolntd: Mgh auutz*fo1dsptr conttnt, alu leu; rd. to lUe gl'tt 14,Ml 6.910 2.61 0.31 l.lJI 46 67 4.16 99 10.:

tlo}ltt schist

110d. to filii! ~roload;

~::t~o1l:t~~*~~~*.:~~~

17.911 19.163 2.12 1.13 2.611 37 58 6.13 II 11.*

llotltt schist

rd. ~rallied; well de*

vtlooe4 flnt foliation vith quarts-rich la1frs; IIIG. gray 16.111 ZZ,JlZ 3.16 1.36 6.111 45 1J....

101' 11.:

Schhton qworu dlor!tt, flu to *d.

rrtlntd; qutrtz, ftldspu biO*

ltt; folhtlan folr; Rd. to ll.. 1r<

16.111 21,196 3.11 l.tt 4.11 46 10 3.l3 IK' 11.*

IIIDUI

yery flnt grllntd; priNrlly feldspar tnd *lies; qrk gr11 16.621 U,036 4.01 1.07 6.36 Jt 71 3.23 10' 1.:

Quomltl( Selltst

rd. trained; ~mtly

""""* feldspar, tnd blotfta IIIUI 11'011 nlfl.du; follltlllll only falrl.l' devtloptd; Md.triY

)

ratltd 1111111 I POll lttiMd Joint Failed 111111 PN*n1ltlng but

-.tltd fnctm Ftlltd tlong calc\\tl ftlltd Joint Ftllfd tlong pn-*rlst,nl but Mtltd frtcturt Foiled tlont II'IJI stllnlll,lolat Failed 110111 Prt*uhtlng b*t IIU fraetvN ltd

Figure 2G-l 2G-2 2G-3 2G-4 2G-5 2G-6 2G-7 2G-8 2G-9 2610 2611 SB 1 & 2 FSAR APPENDIX 2G STATIC AND DYNAMIC ROCK PROPERTIES FIGURES Title Unconfined Test ElF Stress-Strain Curve Unconfined Test ElG Stress-Strain Curve Unconfined Test E2A Stress-Strain Curve Unconfined Test E2C Stress-Strain Curve Unconfined Test E2J Stress-Strain Curve Unconfined Test E2M Stress-Strain Curve Unconfined Test B7B Stress-Strain Curve Unconfined Test B42D Stress-Strain Curve Unconfined Test B42F Stress-Strain Curve Unconfined Test B42H Stress-Strain Curve Unconfined Test FlA Stress-Strain Curve NOTE:

The stress-strain curves shown in Figures 2G-l through 2G*ll are terminated at the last strain reading before

sudden, brittle failure.

The maximum compressive load at failure was recorded by the testing machine and was used to calculate the compressive strengths contained in Table 2G-1.

Amendment 45 June 1982

0 20.0 00 CD til

~

CD

..:I :s 10.0 X <

0 7 0

.......... ~

/

.I v v

AXIAL STRAIN %

0.1 r-.._

0.2 0.3

/;

M 0 =M50=9.3 x 106psi

/ (/

/ ~

~

/

)

/

0.1 0.2 0.3 AXIAL STRAIN Diorite 0.2 M = Modulus of Deformation Borehole El-l Depth 79.1 to 79.5 ft UNCONFINED TEST E 1 F STRESS *STRAIN CURVE FIGURE 2G*1

fl)

,.!Ill'

~

IJ:.l

~

E-t 00

~

S AXIAL STRAIN%

0 0.1 0.2 20.0 J

M50=n x 10 v b

)

1/; v

~ v 10.0 M =12. 6 X 106psi

~ v r--

0 v

I

/I 1//

II ol

'f'

/

}

0 v 0

0.1 0.2 AXIALSTRAIN Diorite 0 3.

6 0.3

~

z -

~

0.1t;

~

z 0

N -g 0.2 M = Modulus of Deformation Borehole E 1-1 Depth 79.5 to 79.3 ft UNCONFINED TEST ElG STRESS-STRAIN CURVE FIGURE 2G-2

en

~

00 00

~

00

~

X 20.0 10.0 0

........., ~

~

AXIAL STRAIN %

0.1 l

I v 6

~ y c-Mp~12. 0 X 10/. v I v

-~~

j

~

1 I

r 1

0.2 0.3

/

M50=10.l x 106psi L~

0.2

')

AXlA L STRAIN %

M = Modulus of Deformation Diorite Borehole E2-2 Depth 49. 6 to 50. Oft UNCONFINED TEST E2A STRESS-STRAIN CURVE FIGURE 2G*3

w

~

rn Cll t:::l

~

rn

~

AXJAI. STRAIN %

c 0.1 0.2

~

J......_. t--.a ~

~

20.0 06 v

M50=9. 9 x 1 ps1 I

I

/ v J w

10.0 M0 = 12 x 106 psi If.

Jv/

~~~

~.,

r A

0 /

0 0.1 0.2 AXIAL STRAIN %

Diorite 0.3 0.3

~

0.1 fll 0.2

..::r ES z 0

N -

p:;

0

~

M = M~~Gulus of Deformation Borehole E2-2 Depth 50.4 to 50.8 ft UNCONFINEDTEST E2C STRESS-STRAIN CURVE FIGURE 2G-4

10.

n 0 - foe.... ~

AXIAL STRAIN %

0.1

~

0.2 6

1 M50=9. 7 X 10 psi v

6 J

f-- M0 =11.8 x 10 / I ~

(

I ill v ~ v I I v I

('

ll

)

j r'

J f y AXIAL STRAIN %

0.3 0.2 Schist M = Modul '.lS of Deformation Borehole E2-2 Depth 139.4 to 139.8 UNCONFINED TEST E2 J STRESS-STRAIN CURVE FIGURE 2G-5

Ct.!

~

tf.l tl.l

~

rot 00

..:I

~

c 20.0 11).0

/

7

~

I/

.r1 0 l/

0 AXIAL STRAIN.%

0.1 r---..... --~ "" ~

0.2 0.3

/

M =M o=lO.l x 106psi 0

5

/ v

/. ~

/(

!J 1/

0.1 0.2 0.3 AXIAL STRAIN %

Schist 0

0.2

M = :Mo.:ulus of Deformation Borehole E2-2 Depth 141.9 to 142.3 ft UNCONFINED TEST E2M STRESS -STRAIN CURVE FIGURE 2G-6

Dl

~

00 00 j:z.l CXi E-4

{fJ

~

AXIAL STUAIN %

0 0 1.

-.. ~

~

.,...._ ~

~ la --r--.

20.0 I

/

I ~

M = 10. 6 x 10 S psi 0

~ 1{/

10.0

/

~

I j

/

v 0 1/

0.2 0.3 6

M50=10. 2 x 10 psi v v I

'eJi!

z -

~

E-4

{fJ 0.1~

0.2 ES z 0

N -

~

r::

0 0.1 0.2 0.3 AXIAL STRAIN %

Schist M ::: Modu~us of Deformation Borehole B7 Depth 27.8 to 28.2 ft UNCONFINED TEST B7B STRESS-STRAIN CURVE FIGURE 2G* 7

AXIAL STRAIN %

0 0.1 n..,

n.,

~'..- lA ~ --.... ~

~k 9

M50=10. 4 x to6psi /7 7--

n

~ v 20.0

~~v l/

I

/

v

~

6 M =10.8 X 10 psi v

0

/'

.2

~ v I v I;/

& V' tJ ?

0 /

0 o.AxiAL STRAIN % o. 2 0.3 M = Modulus of Deformation Diabase Borehole B-12 Depth 123.5 to 12~. 9 ft UNCONFINED TEST 8420 STRESS-STRAIN CURVE FIGURE 2G-8

~

til til lJ::l

~

E--4 Cll

...:1 :s X

~

AXIAL STRAIN %

0 0.1 0.2 0 3.

.... r-.-..........

..... ~

........... r-20.0 6

/

M50=8. ox 10 psi 0.2 6

~

lP 1M =9.1 X 10 0

1/ '/

V" 10.0

//

/ ~~

/

,V

,IY 0 /

0 0.1 0.2 0.3 AXIAL STRAIN %

Schist M = Modulus of Deformation Borehole B42 Depth 141.3 to 141. 7ft UNCONFINED TEST B42F STRESS-STRAIN CURVE FIGURE 2G-9

AXIAL STRAIN %

0 0.1 M50=7.4 x 106psi v j 10.0 I I V;

10

~

Ul Ul tz1 p:;

E-t

/; /

_M =10. 0 x 106psi ) ~

0 I

Ul

..;I

s 5.0

=< <

Vi p

I :}

/J

'I I

7 0 I 0

u.1 AXIAL STRAIN %

M = Modulus of Deformation 0 ?.

0 ':\\

'ffi z -

~

.1 8 00

..:I 8 z 0

t-il -

tl::i 9

-j..l.j 0.2 I

0. 2 0.3 Schist Borehole B42 Depth 142.7 to 143.1 ft UNCONFINED TEST B42H STRESS-STRAIN CURVE FIGURE 2G-10

0

20. (

0

_/

n if_

~

AXIAL STRAIN %

0.1

~

/

~p'

.)

6 v M =10. 6 X 10

/

0

/(/

7 I

,/

~

I" A

0.2 0.3 6

/

M50=9. 9 x 10 psi

/

0.2 1'\\. 3-AXIAL STRAIN %.

M = Mo:!u!:us of Deformation Diorite Borehole FlA Depth 127.5 to 127. ? ft UNCONFINED TEST F lA STRESS-STRAIN CURVE FIGURE 2G-11

SEABROOK UPDATED FSAR APPENDIX 2H ROCK STRESS MEASUREMENTS IN BORING OClA The information contained in this appendix was not revised, but has been extracted from the original FSAR and is provided for historical information.

SEABROOK STATION ROCK STRESS MEASUREMENTS IN BORING OClA for Yankee Atomic Electric Company and Public Service Company of New Hampshire September 1973 by Geotechnical Engineers, Inc.

934 Main Street Winchester, Massachusetts 01890

SEABROOK STATION ROCK STRESS MEASUREMENTS IN BORING OClA CONTENTS

SUMMARY

1.

INTRODUCTION

1.1 Background

1.2 Purpose 1.3 Scope

2.

METHOD OF MEASUREMENT 2.1 General 3

2. 2 The Overcoring Technique 3

2.3 The Borehole Gage 4

2.4 Measurement of Modulus of Rock 4

2.5 Computation of Stresses 5

3.

TEST DATA AND RESULTS 3.1 Calibrations 3.2 In Situ Stresses and Directions

4.

DISCUSSION OF RESULTS 7

8 9

APPENDIX A MEASUREMENT OF STRESSES IN ROCK BY OVERCORING IN VERTICAL HOLE APPENDIX B MEASUREMENT OF MODULUS OF ANNULAR ROCK CORE

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LIST OF TABLES CALIBRATIONS TABLE 1 TABLE 2 TABLE 3 TEST CONDITIONS FOR STRESS MEASUREMENTS DATA AND RESULTS OF STRESS MEASUREMENTS LIST OF FIGURES Sketch of Hole during Overooring 2

Log of Boring OC lA 3

Log of Boring El-l 4

Photograph of Borehole Gage System 5

Photograph of Borehole Gage 6

Photograph of Rock Modulus Cell 7

Data from Stress Measurements, Test OC lA-2 8

Data from Stress Measurements, Test OClA-5 9

Data from Stress Measurements, Test OC 1A -6 10 Data from Stress Measurements, Test OCIA-7 11 Data from Stress Measurements, Test OC lA-9 12 Test OC 1A-2 Hole Dimensions 13 Test OC 1A -5 Hole Dimensions 14 Test OCIA-6 Hole Dimensions 15 Test OC 1A

7 Hole Dimensions 16 Test OCIA-9 Hole Dimensions 17 18 Photographs of Annular Cores, Hole OC IA Summary of Stress Measurements

$ GEOTECHNICAL ENGINEERS INC

SUMMARY

Rock stress measurements were made in June and July 19'73 at depths of 33ft to 42ft in vertical Boring OClA, whi.ch is about 34ft from the center of proposed Reactor No. 1 of Seabrook StaLion.

The results of five measurements of compressjve stresses in the horizontal plane were:

Largest stress:

Smallest stress:

1240 psi (150 to 2150 psi) 860 psi (50 to 1570 psi)

The vertical stress can be assumed equal to the overburden stress of about 50 psi.

The average direction of the largest stress in the horizontal plane was N 40 E (:t 36° ). These results compare well with other stress measure-ments in New England. (Fig. 18).

The rock at this location consists of a medium-grained, massive, quartz-diorite that contains pegmatitie dikes ranging in thickness from inches to two feet. See Figs. 2 and 3 for logs of Boring OClA and El-l. The latter hole is NX-size and is located at the center of proposed Reactor No. 1.

The stress measurements were made by inserting a 6-arm borehole gage in a 1.5 in. diameter hole and overcoring with a bit that cuts a 4.31 in.

diameter core around the inner hole.

The rock modulus was measured by testing the annular core in a cell constructed to apply stress to the exterior of the annulus while making deformation measurements in the inner hole with the borehole gage.

¢ GEOTECHNICAL ENGINEERS INC

SEA BROOK STATION ROCK STRESS MEASUREMENTS IN BORING OC 1A for Yankee Atomic Electric Company and Public Service Company of New Hampshire Geotechnical Engineers, Inc.

September 10, 1973

1. INTRODUCTION

1.1 Background

Measurements of seismic velocities in the bedrock at the plant site at Seabrook Station were made in the spring of 1969 by Weston Geophysical Research.

These measurements indicated that the velocity in the Newbury-port granodiorite ranged from 16500 fps to 18500 fps, whereas in the Kittery Schist the velocity was about 13000 fps.

The velocities in the granodiorite were slightly on the high side, although not unusual in the area, and could be taken as a possible indication of in-situ stresses in the bedrock.

There-fore, a modest program of stress measurement was undertaken in the zone where high velocities were measured at the location of one of the two pro-posed reactors. The measurements were made during June and July 1973.

1.2 Purpose The purpose of this report is to present the results of measurements of in-situ stresses in the Newburyport granodiorite in vertical BoringOClA. at a depth of 31 to 43 ft using the overcoring technique.

The coordinates of this hole are N20413, E796'71.

1.3 Scope One hole was drilled near the center of proposed Reactor #1 at Seabrook Station for the purpose of measuring in-situ stresses. Eleven measurements

<t> GEOTECHNICAL ENGINEERS IN\\

were made using the overcoring technique.

Each measurement consisted of three deformation readings in the horizontal plane on axes oriented J 2 0 ° apart. Of the eleven attempts, the data from five of the measurements, at depths of 33ft 9 in. to 41ft 5 in., were deemed suitable for analysis and are reported herein. The other measurements gave poor or marginal in-formation because of rock fracture and /or equipment breakdo\\m during overcoring.

Moduli of elasticity of the rock were measured (a) on two annular cylinders of rock removed after overcoring, and (b) intact specimens oriented such that the load was' applied in the direction of the axis that was horizontal in-situ. These moduli were used with the measured defor-mations and published formulae to compute the magnitude and direction of the largest and smallest normal stresses in the horizontal plane. The ver-tical stress was assumed to be equal to the overburden pressure.

The test procedures used are described in detail in Appendix A and B.

The tests were carried out in the field by Pierre Le Francois under the direction of Geotechnical Engineers Inc.

The drilling was performed by the American Drilling and Boring Company.

ct> GEOTECHNICAL ENGINEERS INC

2.

OF MEASUREMENT 2.1 General The overcoring technique consists of three phases:

1.

Measurement of borehole expansion during overcoring.

2.

Determination of the modulus of elasticity of the rock, for rebound to zero stress, preferably at the point of measurement, and

3.

Computation of stresses using the theory of linear elasticity and the measured deformations and moduli.

Each of the above steps are described briefly in subsequent subsections.

2.2 The Overcoring Technique Fig. 1 is a sketch of the appearance of the hole during overcoring.

A PX hole, 5. 0-in. diameter, was first drilled with a single-tube core barrel to the desired depth.

In this case, this depth was the shallowest at which the rock was continuous enough to be tested, which turned out to be 31 to 43 ft below ground surface.

Logs of Boring OClA and Boring El-l (NX-size),

which are about 14 ft apart, are shown in Figs. 2 and 3, respectively.

An EX single-tube core barrel, 1.5 in, 0. D., was then carefully cen-tered in the bottom of the PX hole and drilled to a depth of about 2 ft.

The recovered EX core was examined to determine whether the rock was suffi-ciently continuous to attempt a measurement.

If the core was unbroken, or only jointed once or twice, then an attempt was made.

The borehole gage, which is described in Subsection 2.3, was then low-ered into the hole using orientation rods.

These rods were used to preserve the orientation of the measuring points and for measuring depths accurately when the borehole gage was lowered into the hole.

The measuring points on the borehole gage were at least 3.5 in. below the bottom of the PX core barrel (Fig. 1) so that a minimum depth of overcoring would be needed for a measure-ment, and to allow two measurements for each EX run if the rock did not break.

Overcoring with the PX single-tube core barrel was then carried out.

Readings of deformation on three axes 120° apart in the horizontal plane were taken continuously until the PX core barrel was about 5 in. below the measuring points, or until the readings stopped changing rapidly.

¢ GEOTECHNICAL ENGINEERS INC.

The procedure for carrying out each measurement is described in detail in Appendix A.

2.3 The Borehole Gage A photograph of the instrument, the hose, the readout, and the pres-sure application system is shown in Fig. 4. The instrument, without its vinyl sheath, is shown in Fig. 5.

The deformation is measured by bending of the cantilevers that are seen at the left in Fig. 5.

The readout. of the strain gages on the cantilever arms is proportional to the movement of the tips of the cantilevers. In this instrument three pairs of cantilevers were installed 120° apart. In principle only three cantilevers are needed, but a fourth is necessary to be able to compute body movement of the instrument within the hole.

To eliminate this computation, the cantilevers were in-stalled in pairs such that body movements cause zero output on the readout device. The instrument was designed and constructed by Pierre JJe Francois.

The tips of the cantilevers are attached to the vinyl sheath, Fig. 4, such that when air pressure (or bottlednitrogen pressure) is applied in-side, the cantilevers are forced against the side of the hole.

Hence the hose serves the dual purpose of protecting the strain gage leads and passing air to the instrument.

The readout is made on a conventional strain gage in-dicator.

2.4 Measurement of Modulus of Rock To obtain the best value of the modulus of elasticity of the rock in the zone tested, it is necessary to remove the overcored annular cylinder of rock from the hole and test it in a rock modulus cell.

In Fig. 6 an annular core is shown in the cell with the borehole gage in the central hole of the core.

To determine the modulus one applies pressure to the outside of the core, up to about 3000 psi, and then removes it in increments, measuring the deformation of the central hole for each pressure decrement. In this way one reproduces reasonably well in the core the stresses that it under-went during overcoring.

The details of the measurement procedure are given in Appendix B.

In the present case the rock in BoringOClA, at the measuring points, was so broken up that only two satisfactory annular cores of suf-ficient length (16 in.) were recovered. They both contained slightly healed joints that broke during testing, although satisfactory results were obtained from both.

¢ GEOTECHNI.CAL ENGINEERS IN<

'To supplement the measmement of modulus on the annular cores, intact specimens of rock from Boring 0 C 1 A, from depths where stress measurements were made, were tested in unconfined compression.

The specimens were loaded in the direction of the axis that was hori7.0ntal in-situ so that the load was in the same direction as in situ.

The rebound modulus of these specimens was meas\\D."ed with the aid of strain gages glued on the sides of the specimens.

2.5 Computation of Stresses The major and minor stresses in the horizontal plane were computed from the meas\\D."etnents using the following formulae from Obert (J 966):

Ek p=-

6d

/2 Ek q=--

12d where:

J p = Stress at center of Mohr circles of stress, psi q = Radius of Mohr circle of stress 1 psi E= Modulus of elasticity meas\\D."ed for same stress changes as occurred in situ, psi (1)

(2) d Diameter of central hole in which ins1rument is placed, in.

kR = Horizontal expansion of the diameter of the borehole during overcoring.

The subscripts refer to axes that are 120 apart in the plane perpendicular to the axis of the borehole gage - in this case horizontal.

R is the reading in microinches/inch (J.J. f) and k is the ins1rument calibration in in. I u E From the values p and q one can compute the largest and smallest stresses in the plane perpendicular to the axis of the boreho1e gage from:

C1 I PI p+q

{3) p-q (4)

The direction of stress a I is obtained from the formula: 1) *

-1/3 (R2-R3)

(5) a = 1/2 tan 2R _ (R +R )

1 2

3 where: a = angle measmed from the direction of ~ to the direction of o 1 in the counterclockwise direction.

Reference (1) Obert, Leonard (1966) "Determination of the Stress in Rock -

A State of the Art Report, '1 Presented at the 69th Annual Meeting of the ASTM, Atlantic City.

1) Eq. (5) contains /3 in the argument rather than 3, which was shown in the Reference (1) by error, but was correct in an earlier reference.

¢ GEOTECHJ':ICAL ENG!NEEH.S INC Equation (5) is subject to the following restrictions:

If R? R3 and R2 + R3 < 2R1, then 0 < a < 45° and R2 + R3 > 2R1, t h e n 45° < £Y < 90° If R2< R3 and R2 + R3 > 2R1

~ then 90° < ex < 135° and R2 + R3< 21) 1 then 135°< rv < 180° All but Eq. (5) above are based on the assumption that a plane stress condition exists at the measuring point in situ, i.e. that the vertical stress is zero. Since the vertical stress is very close to the overburden stress of about.

50 psi, which is small compared to the magnitude of horizontal stresses of interest, the plane stress assumption is appropriate in this case. Hence the computed stresses are dependent only on the modulus of elasticity and not on Poisson,s ratio of the rock.

¢ GEOTECHNICAL ENGINEERS JN('

3. TEST DATA AND RESULTS 3.1 Calibrations The results of calibrations of the instrument and measurements of rock modulus are shown in Table 1. Direct calibration of Instrument, No, 2 with a micrometer yielded k = 10 J,L in. IJ.L (

Since 5 JJ. f." can be read, the instrument can be used to discern movements in the borehole as small as 5 x 10-5in. Instrument, No. 1 was not calibrated directly, but it is capable of discerning movements of 2 x ro-5in. ih the borehole.

The borehole gages were calibrated under conditions similar to in-situ conditions by using an annular aluminum cylinder of known modulus (10 x 106 psi) as a standard. Table 1 shows that Instrument No. 2 yielded k = 8. 6 u in.lflf", as compared with 10 ll in./.U! for the direct calibration above.

Since the calibration in the rock modulus cell models very closely the in-situ testing conditions and since the modulus of aluminum is well known, the value of k = 8.6J,L in. /p. '- for Instrument No. 2 is the better value and was used herein.

Similarly k = 4.4 1J. in./J.Lf was used f01 Instrument No. 1.

Two annular cores of granodiorite were retrieved that could be tested in the rock modulus cell.

The second of these, near tests OClA-8/9, broke and had to be glued with epoxy to complete the test, The results in Table 1 show that the moduli of the two cores were 4.1 and 3.0 x 106 psi. The modulus for the pegmatite (Test OCIA-2) was assumed to be 4.1 x 106 psi also since it was harder but seemed to contain a greater number of healed joints than the granodiorite.

As a check on the modulus values obtained for the annular cores of granodiorite, additional tests were made by cutting 1.2 in. cube samples from some of the broken cores, gluing on strain gages, and loading them hori zontally. The moduli were:

The direct calibration was made without the vinyl sheath in place.

The canti-levers were therefore unstressed. When the gage is in the borehole, the canti-levers are stressed to half their elastic limit. Hence, the direct calibration is not as appropriate as the calibration which makes use of a standard annular cylinder.

cp GEOTECHNICAL ENGINEERS INC.

From Rock*

Rebound Test Modulus 1 ()

0 ps1 OClA-2 Granodjorite 12 OClA-2 Pegmatite 12 OClA-3 Granodtorite 5

OClA-7 Granodiorite 11

)(Specimens were cubes 1.2 in. on a side.

The range of possible moduli of the granodiorite is from about 3 to 12 x 1 o6 psi. The larger values were measured on small intact specimens using strain gages, whereas the smaller values were measured on the an-nular cores using a loading sys tern and measuring device which were iden-tical for practical purposes to in situ conditions. Hence the moduli used in the computations were those measured on the annular cores.

The fact that one intact specimen of granodiorite had a modulus of only 5 x 10 6 psi gives some confidence in the use of a still lower modulus for the large an-nular cores, because they can be expected to contain more defects than the smaller specimens.

3.2 In Situ Stresses and Directions Table 2 shows the test conditions and the computed calibrations and moduli. Table 3 shows the readings selected from the data in Figs. 7 to 11 together with the stresses and directions computed from Eys. (3), f4),

and r5).

The dimensions of the overcored hole for each test are shown in Figs. 12-16, and photographs of the annular cores recovered, including the ones for which moduli were measured, are shown in Fig. 17.

Fig. 18 shows to scale the computed stresses and directions for the best estimated values.

Table 3 shows the numerical values for these best estimates as well as other possible values for Tests OClA-2, 7, and

9.

These additional values arise from alternate selections of the changes in reading from Figs. 7, 10, and 11.

The largest normal stress in the horizontal plane p1) is compres-sive, ranges from 150 to 2150 psi, and averages 1240 psi. The smallest normal stress in the horizontal plane ~~) is also compressive, range~ from 50 to 1570 psi, and averages 860 psi. Tlie direction of cr1 is N 40 E 2:, 36'.

In giving this direction,the direction for Test OClA-5 is neglected because the stress was so small in that test that the computed direction is not mean-ingful.

4. DISCUSSION OF RESULTS The stresses and directions in Fig. 18 show that the direction of the major stress in the horizontal plane is generally NE-SW.

The magni-tude of this stress is best taken as the average of the five satisfactory measurements, since inherent variations jn the stress and direction can occur within any given block of rock in situ, particularly near surface.

This average is 1240 psi (87 bars) for the major stress and 860 psi (61 bars) for the minor stress in G:e horizontal plane. The vertical stress is :!i>Sumed equal to the overburden pressure of about.

l'l o psi, At the bottom of Fig. 18 is a tabulation of some known previous stress measurements in New England (Sbar and Sykes, 1973). The general agreement.

between the stresses at Seabrook and those elsewhere in New England is clear.

The direction of the major stress is also in reasonable agreement. The range of error in the computed direction, simply due to alternate selections of the changes that occurred during overcoring, is such as to place all of the earlier values essentially within the possible total range for the present case.

It should be noted that the technique used herein for modulus mea-surement is really nothingmore than a method for reapplying the in-situ stresses under laboratory conditions. Hence the computed stresses are in fact independent of the absolute values of the modulus and the instrument cali-bration constant.

If the researchers who made the previous measurements did not use a similar approach, then the agreement of all the data may be fortuitous.

By measuring the deformation of an annular specimen of rock in the laboratory one eliminates many potential sources of error. However, the damage done to the core during drilling is not taken into account.

If the rock in-situ contains microfractures, they may be opened during drilling of the EX and the PX holes.

When this annulus is brought to the laboratory, its modulus is likely to be lower than in situ. Previous work by Obert (1962) indicates that until the stress levels reach about 50% of the crushing strength of the intact rock, the effect of stress relief is likely to be low.

The effect in the present case is probably low because the crushing strength is more than four times the highest stress that was measured.

Reference~~ Sbar, M. L. and Sykes, L. R. (1973) "Contemporary Compressive Stress and Seismicity in Eastern North America: An Example of Intra-Plate Tectonics,"Geological Society of America Bulletin, Volume 84, No. 6, p. 1871.

Reference t3) Obert, Leonard (1962) "Effects of Stress Relief and Other Changes in Stress on the Physical Properties of Rock," Bureau of Mines, RI 6053.

¢ (;f:OTECH:-.;ICAL EJ'.,(;Jr-;EEHS I"'<

TABLES

Inst No.

2 Inst No.

1 2

TABLE 1 CALffiRATIONS A.

DIRECT C.L\\LIBRATION WITH ~TICROl\\IETER Change in Reading per 1 o-3 in.

Instrument for each Channe~ J.LE" Calibration k

Rl R2 R3 Avg tJ. in./J..L (

100 100 103 101 10 B. CALffiRATIONS USING ANNULAR CORES IN ROCK MODULUS CELL Change in Reading per 103 psi k

E for each Channel, tJ.E" Rl R2 R3 R Avg u in. ;/1.(

6 10 psi 76 78 76 77 4.4 10 40 41 39 40 8.6 10 41 39 39 40 8.6 10 200 173 192 188 4.4 4.1 135 140 130 135

$.6 3.0 Medium AI AI AI OClA-4 diorite OClA-8/9 diorite Underlined values computed using equation for thick-walled CXlinder wder ex-ternal pressure for OD = 4.31 in, ID = 1.50 in.: kR = 3. 43 f. The quantity kR is equal to the diametral deformation. Al = Aluminum.

<t> GEOTECHNICAL E;'\\IGJNEEHS INC

TABLE 2 TEST CONDITION'S FOR STRESS MEASUREMENTS Test Depth Inst.

No.

I ft-in.

OClA-2 33.. ~

2 OClA-5 36 - 9 1

OClA-6 38 - 3 2

OClA-7 39 - 3 2

OClA-9 41 - 5 2

/.l in. = microinches k = instrument calibration lnst.

Modulus True Rock Cali b.

E Azimuth Type k

Channel #1 ll in. /j.J.f 6

de g.

10 psi 8.6 4.1 285 Pegmatite 4.4 4.1 165 Granodiorite 8.6 4.1 285 Granodiorite 8.6 3.0 255 Granodiori te 8.6 3.0 240 Granodiorite

/.l " = micros train E =modulus of elasticity used for compu-tation of stresses (see Table 3)

All tests performed in vertical Boring OClA. Coordinates 20413N; 79671E.

Ground El. 28.0. Hole diameter = 5.0 in. Core O.D. = 4.3 in.

Hole 0. D. in which instrument placed= 1.5 in. Of eleven attempts made to measure stresses, five were successful.

¢ GEOTECH!'IICA.L ENGINEERS INC

Test No.

OClA-2 OClA-5 OClA-6 OClA-7 OC1A-9 TABLE 3 DATA AND RESULTS OF STRESS MEASUREMENTS Compressive Stress Depth Reading Change during in Horizon tal Overcoring 1) 3)

Plane 2)

Rl R2 R3 CTI 0' II ft-in.

J.t' J.l' J.J.E psi psi

1.

33- ~

80 95 125 1335 1025 80 95 (90)

(1090)

(990) 36 - 9 20 30 0

150 50 3 8.. 3 60 110 90 1190 850 39 - 3 250 150 250 2150 1570 250 (200)

(200)

(2010)

(1710) 250 150 (200}

(1970)

(1470) 41-5 90 195 100 1400 800 (130) 195 100 (1470)

(970)

True Bearing ofai N 38 E (N 5 E)

N 55W N3E N 45 E (N 75 E)

(N 60 E)

N 48 E (N 36 E)

1) Readings are shown for data from Channels 1, 2, and 3 on instrument. For all tests except OClA-5, the numbering of the channels, each 120° apart, was counterclockwise. For OClA-5 it was clockwise. In the equations for com-putation of the angle between the

~J and the Channel 1 directions, the number-ing is assumed to be clockwise. Hence for all but Test OClA-5, R and R should be exchanged when computing this angle.

See text for equatfons use£ for computations.

2) The vertical stress is assumed to be equal to the overburden, i.e. about 50 psi.

Hence the stresses shown for the horizontal plane are close to the major and the intermediate principal stresses at each point tested.

3) Numbers in parentheses are alternate possible selections of reading changes during each test from the plots in Figs. 7, 10, and 11. These alternates are not considered quite as probable as the ones without parentheses, but they are included, together with the resulting stresses and stress directions to provide insight into the significance and dependability of the results as they are affected by this one source of error.

¢ GEOTECHNICAL. ENGINEERS 1"\\IC

FIGURES

Hose and Wires for Borehole Gage

0.

(:)

0 f7?'77"

... 0 (El. 28 :t-.ISL)

NW Casing

- ~*

PX Overcoring Barrel

-*./' / 1..--l_.-----

_,--../V,.-

5. 0 in. OD, 4.2 in. ID -+

rl I

1!-ff--i --

1 I

I

'9 EX Hole 1.5 in. ID ~

Yankee Atomic Electric Company Geotechnical Engineers, Inc.

Winchester9 Massachusetts SEABROOK STATION Proiect 7286 Bottom PX Hole PX Barrel-Start Measuring Point PX Barrel-Finish Bottom EX Hole SKETCH OF HOLE DURING OVERCORING Seot. 10. 1973 FIG. 1

SEADHOOK STATTO~'i LOG OF DORL~G OClA Coordinates:

N 20413; E 79671 Top El. (1\\ISL\\:

28.0 n:~ tc: Logged Augu>;t JJ\\7.~

BREAKS DESCHIPTfVE 1\\0TES DIP CO~Dl'l'fON OF CORE GRAPHfC WG 30~------~~~~----------------~--~-----------------------+

60° Joint rusty 32 34

~

36

.e

0.

(:,)

~

38 40 Multiple drilling breaks Drilling break Drilling break

{" ao" Joint slightly rusty X

Joint set intersecting at. 30°

" J

-1 Pegmatite dike, coarse grained.

-f/

'f \\1 j

Contact:

60° dip

-:P\\.. Quartz diorite. Dark gray, medium

.. " crraJn~ massive texture. Quartz

=~ ~:"' 15%, Feldspar-35%, Ferromag~

~Multiple joints, with pieces

~:_ nesium "'40%, Biotite"' 10%

\\.from 1/4" to 3" long. Dip~~~~

._, from 20 to 70°

- ".;.J Pegmatite dike, coarse grained.

(3)__ ')._ V. Contact 45° dip

~

,. J{"""

", ~ ~uartz diorite as above.

.~"

55° Tight joint broken by (Q__ ~"

drilling r.::-...

A"~

'\\ 70° Tight joint 0.' 40° Rusted joint

' 4 0° Two tight joints, 60° Rusty joint

.-. 2 0° Rusty joint

~ 40° Two tight joints l51.

K X 4 "

Jl J(

II.,..

(6)

-~Pegmatite dike, 2" wide, at about

~--=t. *i J. 40° dip.

rusty A

(1) _l,.

~

11,. Ruartz diorite as above.

~ ~

ll l

,\\ t.

~

X~

-~/.,

4 2 6 0° Tight joint 1t x t~

\\ 60° Tight joint Drilling r

G"Q)~ xx :

breaks

~

44 jC.

REMARKS-Log is shown, to a large scale, only for range of depth where stress mea-surements were attempted.

Photographs of cores from tested depths are shown in Fig. 17. Log of Boring El-l, 14 ft away, shown in Fig. 3. Depth of stress measure-ments are shown above by:Q)=OClA-1.

1 FIG. 2

<t> GEOTECHNiCAL ENGINEERS TN<*

SEA DROOK STATION LOG OF BORL'\\"G El-I Coordinates:

N 20400; E 79675 Logged by Top El. (1\\JSL): 25.9 Date Logged J.R.Rand Dec. 26, 1972

-,-,_~---"-

BREAKS DIP CO:\\DITI00J OF CORE GRAPHIC DESCRIPTIVE NOTES 0~------~~------~~~~~~--~LO--G~r------------------------~

Core Breaks:} usty Rock is fresh. Loc-

X: x Quartz diorite, medium

-onlow allyaffectcdby slight x'A fine gra.mr.>rl.. medium. grev.

angle (3 0°) -= 70/'j joint to moderate weather-x t Massive texttfirl~ (tnodt. n 15taol

t

\\.

.. t P_Etr,omatite Veinlet o Ia e.

....oc-

-]Oin s

~ even mg on JOins as sho;m.., t-. Bo Dip

' ally intruded by Chips to

~ Chips-M~st joints dip ~bout_ Yi7 Pegmatite Veinlet, pegmatite vein-10 1' intervals... R t

30 at. 3' to 1' Inter-r;b. 75o Dip lets as shown.

us y

'f 'I 1::

vals.

X 70° joint

~ Chips, rusty 1.. -f.

.-; :node~ate weat~er-1 mg mmor vuggi }lH k

fr h -,v-;r'l' Pegmatite Veinlet 1-=--,..----M:; Chips, rusty

~c Is es *

~

Breaks on ~--. 60o ioint Shght weather-

'i.;.

Quartz diorite, as above, 20

..low angle i:: minor rust ing to minor

_ i hlassive, medium fine

¢.!

~oints, ~. 5' f6s 0 joint slight rusty coat~n~s * '/.. f.

grained, medium grey.

to 1.5 m-

. weathering on some JOints.* *A 3 0 ervals t

~ ~

i 65° joblt 8

-clean, minor Joints are nor-

~

40 ""'

!;: rust mally clean.

f. 'f..

Breaks @.5 I§ 70~ joint Not rusty.

x -1..

Quartz diorite as above.

Mostly medium fine grai:r:a medium grey low angle to 2' pieces l:r mmor rust Rock is fresh. LON:

~ 70° joint angle joints @ 30° * '~- "f..

,_. rough to 35° dips. Joints * )(.;...

slight weather-not rusty ex-

'~-

j n g cept as shown. ~ x.

~

_ moderately x

50 1-

weathered x

~

=

X (3 0° to 35" ) joints @

5' to 2 I intervals.

t---.,----;...=-1 slight weathering x:

60 r-Breaks@ 3,-

R k. f h

x Rock becomes coarse-oc 1s res

x grained Quartz diorite @

70 to 3' pieces -

slightly Slight to moderaJ <

72.6' depth. 50° dip on f-we ather e dweathering, rust x ~

intrusive, welded contact.

rusty on occasional

~~eactor joints as shown.

-;.... Y.. f::xcavation REMARKS - The total depth of this boring is 150 ft, as shown in the log submitted by J. R. Rand for the PSAR for Seabrook Station. This partial log is taken from the origi-.

nal and is included to cover the rock above and immediately below the zone where stres measurements were made, i.e. from 33 - 44 ft.

r FIG. 3

<P GEOTECH:-JICAL E:"--GI:-.:EERS l:'-1( *

~

0 lb Q s Q

Po' -

)

BOREHOLE GAGE SYSTEM

)

BOREHOLEGAGE (vinyl sheath removed)

)

ROCK MODULUS CELL

C..)

~r-------~--~~~-~~--~;-.--~,---~---,---i---i--~i~---1--~.l---,~~

I I

i

=~.~-1:::::.;:...~..-1=.......-:----* I i

I

~~

-l,,

I, t*

, ~

0 I

! Rl I

~~-

ll

~-

---~---

1 I

7 I

1 i

I_,

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(

1 1

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r~ -

-~, I -~ T --

~

l I ~/ -~- f-_-

-r 1

I _LI I ----

~ ~ I J ___

-- ___ +-

~Ill I I

Ill 0 _l __ l ______ j ____ l ___ L_I..1

.l I

I l __ L ___ ~_ l_-

I I'

I I

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I I

R2 i

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I

~

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'-~' ~~~=-T--

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1 r

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~Q~~--~~--~~~--~~--~~--~-+--~----~~~

~ I I I L I I

. 1*--kJ-~

~ +/---~,- :

--~ ' __ ! _ _t Depth 3~ ft~~~ Pomts ----r_** -I-

~

illllllll!l w~------~------2------3------4----~5------6-----7--~--~8~

Depth of Overcoring, m.

Instrument Calibration 116 !J in. /in. = 0.001 in.

Note: Hole ID. = 1.495 m

0. D. ::: 4.31 in.

Y ank:ee Atomic Electric Company Geotechnical Engineers, Inc.

\\':i!lchester, Massachusetts SEABROOK STATION Project 7286 DATA FROid STRESS MEASUREMENTS

'TEST OClA-2 Au;?:. 8, 1973 FIG. 7'

¢ GEOTECHNICAL ENGINEERS Jl\\;C

s::::

d

t..

b..C

.5 "0

-j C)

~

s::::

C) b..C s::::

C':l

..r:.:

0 1000 800 600 400 200 700 500 300 lOU 400 200 0

J -----

I I

~---..... -----* ----

1

---'t'.,_

Depth of Measming Points 36 ft 9 in.

i I

0 2

4 6

8 10 12 Depth of Overcoring, in Instrument Calibr<ition 230 u. in. /in.

-=: 0. 001 in.

Xote: Hole I.D. = 1. 495 in O.D. -4.31 in.

Ya.Jkee Atomic Electric Company Geotechnical Engmeers, nc.

Winchester, l\\Iass~chusetts SEABROOK STATIO~

Project 728G DATA FROM STRESS MEASUREMENTS TEST OClA-5 Aug. s, 1973 FIG. 8

1=:

100 3

4 Depth of Measuring Points 38 ft 3 in.

5 6

Depth of Overcoring, in.

7 Instrument Calibration 116 J.J. in. /in.

0.001 in.

Note: Hole J.D. = 1.495 in.

O.D. = 4.31 m.

Yankee A tom ic Electric Company Geotcchn ic al Engineers, Inc.

Winchester. Massachusetts SEABROOK STATION Project 7256 DATA FR0:\\1 STRESS MEASUREMENTS TEST OClA-6 Aug. 8, 1973 FIG. 9

<t:> GEOTECHNICAL E:"'GI:-.;I:r:m.; 1:-.;(

I i

I I

200 l'- --- I i

--- __ _L_+_ - -

I I

I r- -~---r---~---

100 0

-~

~----~-------, - ---***

i i 1 1

I I

I

~

I i

-:- -*- "i --- :. --~----- ~-

I I

I 1

s:::

--i----,,

I I

200

. s

t 100 b.O

~

'0 c;j Cl p:;

r::::

0 Q.)

b.O s::

~

..t::

0 300 200 100 0

1 Note: Hole I.D. = 1.495 in.

0. D. = 4.31 in.

Y ank:ee Atomic Electric Company Geotechnical Engineers, Inc.

Winchester, Massachusetts I

T ----

-:-*---~~-- --

1 I

I I

--~-

- --r----

1 2

3 4

5 6

7 Depth of Overcoring, in.

Instrument Calibration 116 p. in. /in.

~ 0. 001 in.

SEABROOK STATION Project 7286 DATA FROM STRESS MEASUREMENTS TEST OClA-7 Aug. 8, 1973 FIG. 10

¢GEOTECHNICAL ENGINEERS IM'

0 2

3 4

5 6

Depth of Overcoring, in.

Instrument Calibration 116 u in. fin. = 0.001 in.

Note: Hole I.D. = 1. 4 95 in.

0. D. = 4.31 in.

7 8

Yankee Atomic DATA FROM STRESS SEABROOK STATION Electric Company MEASUREMENTS Geotechnical Engineers, Inc. IZ.....----------1~--TE_ST o_Cl_A_-_9 ___

-.J Winchester, Massachusetts Project 7286 Aug. 8, 1973 FIG. 11

¢ GEOTECHNICAL ENGINEERS INC

Hose and \\\\'ires for Borehole Gage

l P.

(!)

~

[777'7" 0 (El. 28 MSI...)

NW Casing L----

...- L/' v-r------

_,-/v,-

PX Overcoring Barrel 5.0 in. OD, 4.2 in. ID -+

4.5inr Jr al_

I IN-IIif----1 --

1 I

33ft, 5.5 in., Bottom PX Hole 33 ft, 6 in.

PX Barrel-Start 33 ft, 10 in.

Measuring Point 1

34 ft, 3 in.

PX Barrel-Finish EX Hole 1.5 in. ID ~

3 5 ftt 4. 5 in. Bottom EX Hole Yankee Atomic Electric Company SEABROOK STATION TEST OClA-2 HOLE DIMENSIONS Geotechnical Engineers, Inc. 1.,.....----------......r-*~------------.11 Winchester, Massachusetts Project 7236 I June 20, 1973 FIG. 12 l

¢ GEO'TECHNICAL ENGINEERS,,\\1\\'

Hose and Wires for Borehole Gage NW Casing PX Overcoring Barrel

5. 0 in. OD, 4.2 in. ID _,...

0 (El. 28 MSL)

I -

12in.bi[

1 IHI!I-*-+1--

n - 35 ft, 9 in.

l 36 ft, 5.5 in.

3 6 ft, 9 in.

Bottom PX Hole PX Barrel-Start Measuring Point I

I

~

L 3 7 ft, 5.5 in.

PX Barrel-Finish EX Hole 1.5 in. ID ~

Yankee Atomic Electric Company Geotechnicsl Engineers, Inc.

Winchester, J.\\Iassachusetts 37ft, 7 in.

Bottom EX Hole SEABROOK STATION Pro1ect 7286 TESTOClA-5 HOLE DIMENSIONS June 27, 1973 FIG. 13 cp GEOTECHNICAL ENGINEERS INC.

Hose and Wires for Borehole Gage NW Casing PX Overcoring Barrel 5.0 in. OD, 4.2 in. ID...,..

~- ~

1:

4.2 **.

~,!

J3.7in. ;

I I

I -

EX Hole 1.5 in. ID ~

0 (El. 28 MSL) 77?ijl -

37 ft, 10.8 in. Bottom PX Hole 1

3 7 ft, 11.3 in. PX Barrel-Start 38 ft, 3 in.

Measuring Point l'\\1 38 ft, 6.5 in. PX Barrel-Finish 39 ft, 11.8 in. Bottom EX Hole Yankee Atomic Electric Corn.pany SEABROOK STATION TEST OCIA-6 HOLE DIMENSIONS Geotechnical Engineers, Inc.

Winchester. ~I3.ssachusetts Proiect 7286 June 28, 1973 FIG. 14 CJ) GEOTECHNICAL ENGINEERS INC.

Hose and Wires for Borehole Gage NW Casing PX Overcoring Barrel 5.0 in. OD, 4.2 in. ID...,

7in.[;l 3.5in. :

I r

I I

EX Hole 1.5 in. ID ~

I I

0 (El. 28 MSL) 38 ft, 8 in.

. Bottom PX Hole 38 ft, 11.5 in. PX Barrel-Start 1--r'-- 39 ft, 3 in.

Measuring Point I

I 1-39 ft, 6.6 in.

PX Barrel-Finish 39ft, 11.5 in. Bottom EX Hole Yankee Atomic Electric Company SEABROOK STATION TEST OC lA-7 HOLE DIMENSIONS

Jeotechnical Engineers, Inc. 1------------t------------1 U-inches ter, Massachusetts Project 7286 June 28, 1973 FIG. 15 c:t> GEOTECHNICAL ENGINEERS INC.

H o s e and Wires f o r - -~

Borehole Gage il

0.

(!)

Q 7777"'

r-0 (EI. 28 MSI.~)

NW Casing

_ rl L-

/1

~ v ~-

_..-/v-PX Overcoring Barrel 5.0 in. OD, 4.2 in. ID --:;..

~

P"l -

40 ft, 11 in.

Bottom PX Hole

!'7' I

6 in.

7.\\"

'L3.5inJ ~

41 ft, 1.5 in. PX Barrel-Start I

41 ft, 5 in.

Measuring Point g

- 42 ft, 3.5 in.

PX Barrel-Finish EX Hole 1.5 in. ID ~

42ft, 3 in.

Bottom EX Hole Yankee Atomic Electric Company SEABROOK STATION TEST OCIA-9 HOLE DIMENSIONS Geotechnical Engineers, Inc. 1.,...-----------+------------1 Winchester, Massachusetts Project 7256 June 29, 1973 FIG. 16

<t> GEOTECHNICAL ENGINEERS INC.

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DEPT!! OF CANTILEVER TIPS

!lURING OVERCDRI!!G CORES FROM STRESS MEASUREMENTS FIG. 1'7

w 2000 psi TRUE NORTH

_,____( __.___~___.______,__ E

'\\ Boring OC lA:

N 20413, E 79671, El. 28 (MSL)

Depth 33 19" to 41 '5

MAXIMUM IN-SITU COMPRESSIVE STRESSES ON HORIZONTAL PLANE Seabrook Nuclear Station, New Hampshire June-July, 1973 PREVIOUS STRESS MEASUREMENTS IN NEW ENGLAND

Location a I an Bearing Rock Type bars bars Barre, Vt.

118 54

Proctor, Vt.

90 35 Tewksbury, Mass.

81 45

w. Chelmsford, Mass.

145 76 Seabrook, N. H.

85 59 Range

{8.. 145)

(3 - 106)

All stresses measured at depths less than 50 m ( 160 ft)

Stresses are compressive One bar is 14.5 psi N 14 E Granite N 4W Dolomite N 2W Paragneiss N 56 E Granite N 40 E Granodiorite

(+/- 3ff)

Sbar, M. L. and Sykes, L. R. (1973) "Contomporary Compressive Stress and Seismicity in Eastern North America: An Example of Intra-Plate Tectonics, "

Geological Society of America Bulletin, Volume 84, No. 6, p. 1871.

Yankee Atomic Electric Company SEABROOK STATION

SUMMARY

OF STRESS MEASUREMENTS Geotechnical Engineers, Inc. b--------------+---------------1 Winchester, l\\Iassachusetts Project 7286 Sept. 7, 1973 Fig. 18 cp GEOTECHNICAL ENGINEERS INC.

APPENDIX A

APPENDIX A Test Procedure For MEASUREMENT OF STRESSES IN ROCK BY OVERCORING TECHNIQUE IN VERTICAL HOLE

=G;.;:;.e..;;;.ot=e=c=hn=ic=al=-.;E=n=g=in=.;;;..ee=r;;..;;;s'""',-'In;;;;;;;;.;;..c.;_. -------------'Septel!l.l)er 19 73 NOTE: HANDLE THE INSTRUMENT, HOSE, ORIENTATION RODS AND ALL ASSOCIATED EQUIPMENT VERY CAREFULLY TO PRE-VENT KINKING HOSE, LEAKS, AND INSTRUMENT DAI'viAGE.

1.

Drill a pilot NX hole to examine the type and quality of rock.

Make measurements only in zones where NX cores are primarily longer than 10 in.

2.

In a hole about 5-10 ft from pilot hole, drill through poor zones with large diameter double-tube core barrel to reach measuring zone as quickly as possible. Then continue with PX overcore barrel to de-sired depth in three to five foot runs, each time examining the core to determine whether the rock is suitable for a measurement.

3.

If the last run of PX core was suitable to try a measurement, attach the EX core barrel to the rods at the bottom end of the PX barrel with an adapter specially designed for that purpose. The adapter en-sures that the EX core barrel is centered in the PX hole.

4.

Drill the EX hole about 2 ft beneath the bottom of the previous bottom elevation of the PX bit and then withdraw the EX core.

5.

Examine the EX core carefully to detennine whether the rock is good enough for a stress measurement. The core pieces preferably should contain only drilling breaks and no natural fractures. If a natural fracture is more than 10 in. below the top, then a measurement near the top of the hole can be attempted.

6.

Return the PX overcore bit to the bottom of the hole.

7.

Wash through the BW casing rods and out the bottom of the PX bit for 15 minutes to remove all cuttings.

<!> GEOTECHNICAL ENGINEERS INC.

8.

Measure accurately (to 1/8 in.) the depth from the surface refer-ence point to the top of the rock at the bottom of the PX (not EX) hole.

Enter the measurement on a sketch of the hole.

9.

Measure and mark the required length on the orientation rods, so that measuring points will be at the proper depth.

10.

Thread the instrument hose through the swivel at the top of the drive rod, attach gasket and reducing coupling, then attach to swivel. Do not over-tighten as this action may damage the instrument hose.

11.

Attachinstrument leads to readout device and check readout to en-sure that the strain gages can be read, that nothing is wrong with the instrument, and record the direction of reading change that corresponds to expansion of hole. Record instrument number.

Record arrangement of leads on readout device.

12.

Select desired orientation of measuring points on instrument.

If possible, orient one axis in direction of anticipated major stress.

Record orientation.

13.

Lower the instrument in the hole after attaching it to the orientation rod with the special fitting for the instrument.

The orientation of the cantilevers in the instrument relative to the orientation line on the rods must be recorded on the data sheet. Lower the instrument slowly and carefully, pulling up with slight pressure on the instru-ment hose so that the instrument is held in the orientation device.

When the instrument goes below water, apply pressure inside the vinyl sheath to ensure that no water can enter.

Use 2 psi pressure per foot of depth (or 1 kg/cm2 per 30ft of depth) as a minimum, but do not apply so much that the instrument will be over inflated and cannot be inserted into the EX hole.

14.

Insert the instrument into the EX hole very carefully and without banging it on the lip of the EX hole.

It helps to use a tapered point on the lower end of the instrument so that the EX hole can be found easily. Lower to the desired elevation and make sure that this elevation is accurate. Record the depth to the measurement point on the instrument from the surface reference point to the nearest 1/8 in.

15.

Before inflating, make sure that the orientation of the measuring

points relative to the line on the orientation rods and relative to a fixed azimuth reference is correct and record the orientation.

APPENDIX A

¢ CBOTBCHNICAL BNGINBBRS INC

-*3-

16.

Inflate the instrument to a pressure of about 4 1.;g/cm2 greater than the water pressure at that depth, but not greater than about 6 kg/cm2 above the water pressure.

17.

Remove the orientation rods carefully, making sure that the orientation fitting at the bottom does not catch on the hose on the way up.

The rods should be unhooked carefully so that the connectors will not be broken.

18.

Screw the drive rod (to which the swivel is attached) to the top of the drill rods using the special adapter. During this process the instrument hose has to be pulled up slightly through the swivel until the hose is straight in the drill rods.

19.

Pull the PX barrel off the bottom of the hole slightly and start the drilling fluid running through the system.

20.

Take readings continuously on the instrument readout device until the readings have stabilized with the water running and the PX barrel turning without any downward pressure.

DO NOT START OVERCORING UNTIL THE READINGS HAVE STABIIJZED

21.

When a plot shows that the readings are stable, which may take about 20 minutes, then set the readout to a convenient starting point so that the subsequent readings can be taken easily.

22.

Apply slight downward pressure on the PX bit to start the over-coring.

Drill at a rate of about 1/2 in. per minute (24 min. per foot), A slightly faster rate could be used if the rock is particular-ly good.

The core catcher should be in place during this operation to ensure that the annular core will be recovered later. The core catcher may cause some extraneous vibrations.

23.

Take readings during overcoring in the following sequence:

TIME DEPTH GAGE 1 GAGE 2 GAGE 3 Take readings continuously during overcoring, so that as good a graph as possible can be prepared. The driller should call out the overcoring depth to the nearest I/8 in. when requested by the re-corder.

Then the person making the strain gage readings should provide his readings. A third person records all readings given to him and the time to the nearest ten seconds.

APPENDIX A

~

OEOTECHNJCAL ENGINEERS INC BE READY TO STOP THE DRILL DURING OVERCORING ANYTTME THAT THE READINGS START TO FLUCTUATE RAPIDLY-HAVE A SIGNAL PREARRANGED.

ROTATION OF INSTRUMENT IN HOLE MAY DAMAGE IT.

24.

When the readings stop changing during overcoring, stop the downward pressure and rotation but continue water flow.

Conti-nue the recording until the readings have again stabilized. During this wait, plot the readings taken in Step 23.

25.

Lower the orientation rods into the hole and attach to instrument after detaching the drive rod from the drill rod at the top. When lowering the orientation rods, be sure that the hose is not cut or damaged.

26.

Release the pressure in the instrument to that required to keep the water out.

Wait until the pressure down at the instrument is at this level.

27.

At this stage the instrument may be lowered to make a second stress measurement (to Step 14) or the instrument may be removed.

The orientation rods are desirable for removal because if they are not used the top of the instrument can get caught on the lower lip of the drill rods at the top of the PX barrel. Remove from hole care-fully and slowly, reducing internal pressure gradually if necessary.

28.

Loosen the reducing coupling at the swivel, detach instrument from readout device, unthread the instrument hose from the swivel care-fully, and put the instrument in a safe place, Examine the instrument and the hose for damage.

Recheck instrument readout.

29.

Attach the drive rod to the drill rod.

30.

Remove the annular core.

31, With a crayon mark the location where the measuring points were on the annular core.

32.

Carefully and in detail describe the core, particularly within 3 in.,

on each side of the measurement point.

Photograph the core wet and dry, making sure that the crayon mark shows up.

33.

To determine the modulus of the rock for computation of stresses, it is necessary to have a core with a length of 12 in. or more. Save such a piece from the measurement elevation so that it may be tested in the laboratory or field.

APPENDIX A

<:j:) GEOTECHNICAL ENGINEERS JNt CHECK THE DATA SHEET, SKETCHES AND DESCRIPTIONS TO EN-SURE THAT ALL DATA NEEDED FOR UNDERSTANDING THE TEST HAVE BEEN RECORDED.

LIST THE NAMES OF ALL PERSONNEL AT THE SITE.

APPARATUS

1.

Borehole gage for EX hole (1.5-m. dia.) including hose containing lead wires and air tube.

2.

Portable strain gage readout system, including strain indicator and switching and balancing unit for three strain gages.

3.

Dry nitrogen supply system, pressure gage, and pressure regulator.

Pressure required is 100 psi plus hydrostatic pressure at greatest depth below water level at which in-strument will be used.

4.

Drilling system for overcoring, including hydraulic drill rig, SW casing for seating to rock, NW casing for use as drill rod for overcoring bit, 5 in. by 4-3/16 in. (PX) over-coring bit 5 ft long, 2 and 5-ft-long EX core barrel (1.5 in.

0. D. ) adaptor to attach EX core barrel to bottom of over-coring bit.

Swivel to allow passage of instrument hose so that it will not twist during test but drill water will not leak appreciably.

5.

Data sheets, form attached.

6.

Orientation rods for setting the borehole gage elevation and for maintaining orientation of borehole gage.

7.

Compass for determining orientation of borehole gage.

APPENDIX A ct> GEOTECHNICAL ENGINEERS INC.

2 3

4 5

G 7

8 9

e 10 C'l 11 trl 0

~ 12 trl

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t 13 z

~ 14 t"

"' z 15 8 z 16 trl trl,

fJJ

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OVERCORING READINGS... SEABROOK II, NEW HAMPSHIRE Hole No.

Hole Location El. Top of Hole ------------------

El. Datum Depths Bot. 5-in. Hole Rot. EX Hole Pins on Gage Dimensions in Project No.

Driller Engineer Date Test Weather

____________________ Page Orientation of Gage ---------------------------------------------------------------------------------------------

~

Time Elapsed Overcore Strain Gage Readings Time Depth 1

2 3

4 5

6 7

8 9

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1 I

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I Hcmarks Geotechnical Engineers, Inc

APPENDIX.8

APPENDIX B MEASUREMENT OF MODULUS OF A.\\ NU LAR ROCK CORE Geotechnical Engineers Inc.

September 1973

1.

Prepare rock modulus cell by inserting membrane, filling with hy-draulic fluid (trapping as little air as possible) and securing end plates.

2.

Break rock annulus that was removed from hole in field into sections not less than 12 in. long and such that points within EX hole at which borehole gage measurements were made in field can be close to center of rock modulus cell if possible.

3.

Insert core in cell.

4.

Insert borehole gage in cell, preferably at same location as in field.

5.

Apply 100 psi nitrogen pressure to interior of gage to secure it in proper location.

Preferably use same pressure as was used in-situ during over-coring (after subtracting in-situ water pressure).

6.

Connect leads from borehole gage to strain gage readout device, using same wires, lengths, and hook-up as in-situ.

7.

Take initial gage readings until readings are stable.

8.

Apply pressure to exterior of rock annulus in increments of 500 psi until the compression of the diameters is equal to theirextension during over-coring but do not exceed 3000 psi unless an axial load is put on the core.

Record all strain gage readings each time an increment is applied. Allow for equilibrium to be reached before adding each new increment.

9.

Release the pressure in decrements of 500 psi, taking readings as before.

10.

Reapply the maximum stress in 1000 psi increments.

and unloading until results are consistent.

Repeat the loading

11.

Using the diameter changes measured in the field and in the laboratory, together with the stresses applied in the laboratory, compute the rock modulus and the stress in situ. For the rock modulus cell:

cp GEOTECHNICAL ENGINEERS INC.

where:

2 db2 u = kR =

(b2 -i) p E

u = diametral deformation k = instrument calibration R = instrument reading d = I.D. of core b = 0. D. of core P = external pressure E = rock modulus APPENDIXB

~

GEOTECHNICAL ENGINEERS INC

SEABROOK UPDATED FSAR APPENDIX 21 GEOTECHNICAL REPORT ADDITIONAL PLANT SITE BORINGS The information contained in this appendix was not revised, but has been extracted from the original FSAR and is provided for historical information.

GEOTECHNICAL P~PORT ADDITIONAL PLANT-SITE BORINGS FOR WATER AND OIL STORAGE

TANKS, SETTLING

BASIN, RETAINING

WALL, SEAWALL, AND RIP-RAP STRUCTURES G-SERIES BORINGS SEABROOK STATION, NEW HAMPSHIRE Submitted to YANKEE ATOMIC ELECTRIC COMPANY GEOTECHNICAL ENGINEERS INC.

1017 Main Street Winchester, Massachusetts 01890 Project 7286 October 21, 1974

1.0 INTRODUCTION

1.1 Purpose 1.2 Scope TABLE OF CONTENTS 2.0 BORING AND TEST PIT DATA 2.1 Table and Figures 2.2 Boring and Test Pit Logs TABLE I -

Summary of Boring Data FIGURES

G-Series Borings; Grain Size Curve, Plan of Boring Locations, Fig. 1 Test Pit-100, TP Sample, Fig. 2 1

1 1

APPENDIX I - Boring Logs and Description of Exploratory Test Pit APPENDIX II

Driller's Logs

1.0 INTRODUCTION

1.1 Purpose The purpose of the geotechnical investigation was to provide soil and bedrock descriptions pertinent to the design and construction of several proposed structures which will be located at the plant site, in-cluding water and oil storage tanks, settling basin, retaining wall, seawall, and rip-rap structures.

1.2 Scope A subsurface investigation, consisting of a total of 12 borings and 1 test pit was made for the following areas:

a.

House - One boring was made

~----------~~--~--~~~~~------

at center storage tank, using standard split-spoon sampling techniques to refusal for the purpose of investigating deposits that may cause settlement problems.

Because no unsuitable deposits were encountered at the site for the proposed oil storage tank and based on the general knowledge of site geology, supplementary borings for the proposed water tanks were not done.

b.

Settlinq Basin -

A series of three borings was made in the area of a proposed settling basin using standard split-spoon sampling techniques to refusal for the purpose of invest-igating soil conditions at the proposed inlet and outlet structures for the basin, and also to examine the in-situ soil for possible use as construction materials for the dikes. In

addition, a test pit bag sample was taken near the center of the settling basin, tested for grain size distribution, and examined as a possible dike material.

c.

Retaining Wall-A series of four borings was made for a pro-posed retaining wall for the purpose of locating and sampling the dense glacial till.

These borings were advanced by first "washing" to establish the top of the till layer, then sampl-ing this layer by split-spoon techniques, and finally ad-vancing the borehole to refusal using a roller bit.

Based on the results of geophysical surveys and other borings drilled into bedrock in the vicinity, it is believed that refusal does correspond to the bedrock surface in these holes.

3 2.0 BORING AND TEST PIT DATA 2.1 Table and Table I is a summary of the boring data including boring

location, "as-bored" coordinates, ground elevation, depth to glacial till, and depth to top of bedrock.

The locatio~s of the borings and one exploratory test pit are included in Fig. 1.

Fig. 2 shows the grain size curve from a sieve analysis which was performed on a sample from the test pit.

2.2 Boring and Test Pit Logs Logs of the borings and one exploratory test pit are in-cluded in Appendix I.

Driller's boring logs are included in Appendix I I.

TABLES

Boring No.

G-1 G-2 G-3 G-4 G-5 G-6 G-7 G-8 G-9 G-10 G-11 G-12 Boring Location Oil Storage Tank Settling Basin (Inlet)

Settling Basin (Outlet)

Settling Basin (additional)

Retaining Wall Retaining Wall Retaining Wall Retaining Wall Seawall Seawall Seawall Rip-Rap TABLE I SURIRIARY OF BORING DATA As-bored Coord.

29, 690N 78, 370E 21, 380N 78, 900E 21, 717N 78, 949E 21, 571N 78, 992E 20, 969N 79, 525E 20, 949N 79, 349E 20, 932N 79, 175E 21, 006N 79, 107E 20, 123N 79, 720E 20, 083N 78, 587E 20,042N 79,455E 19, 898N 78, 500E Ground Elev ft 17.3 15.9 9.4 9.6 7.8 8.2 8.6 7.3 9.5 7.9 6.8 7.2 Depth to Top of Till ft 8.0 5.0 28.0 19.0 9.0 10.8 11.5 10.5 Depth to Top of Bedrock ft

9. 7" 19.5*

23.2" 19.0" 10.5 6.8 15.9

11. o*

In these holes the boring was made to refusal and no rock was cored.

However, based on the results of geophysical surveys and other borings drilled into bedrock in the vicinity, it is believed that refusal does correspond to the bedrock surface.

FIGURES

~*

(}'

100' ZOO' 100' 0

0 0 ;].

PU8t.!C SERVICE COMPANY OF MEW MAMPSH~RE SEABROOK STATION UfetTED !NGIN!£R'S 6 CONSTPIU¢TORS GEOTECHNICAL ENGINEERS, IHC.

SEABROOK STATION I!TE TOPOGRAPHY AND PLOT PLAN PLAN OF lORING LOCATtONS OCT. I?', 11?4 FIG.t I

G ~ SERIES 80JitlltOS

t:

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w u IX c..

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100 90 80 70 60 50

<10 JO 20 10 0

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Lab. 4-3, rev. 0 28 May 74 U.S. STANDARD SIEVE OPENING IN INCHES U.S.

STANDARD SIEVE NUMBERS 6

A 1

2 PI, 1

3/,

\\4

~ 3

.C 6

B 10 t.c 16 20 30.CO 50 70 100 140 200 I

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, I o.s o.1 o.o5 o.o1 o.oo5 GRAIN SIZE Mll~:.:.:.IM.:.::.ET.:..::.E:..:..:RS:__ ___ ___,-----------------.

SAND C086lES GRAVEL COARSE I

MEDIUM COARSE ftNf Yankee Atomic Electric Co.

Geotechnical Engineers, Inc.

Winchester, Massachusetts ltNf Seabrook Station Project 7286 SILT OR CLAY GRAIN SIZE CURVE TEST PIT #100 TP... SAMPLE Oct. 1974 Fig. 2

APPENDIX I

~

BORING N 0. G-1 Ground Elevation

+ 17. 3 ft pg. _1_ of......,;;;.l_

Proj. No. : 7286 Date: Sent. 30. 1974 Described by: W. Pitt Depth to Wat.er Level: depth at ground elcv. 0700; 10/1/74 Sample Depth NO.

ft S-1

0. 0-1.0 S-IA

1. 0-2.0 s-2 3.0-5.0 s-3 5.0-6.5 s-4 10.0-11.5 Number of Blows per G

1-2 6-14 Description Black, soft PEAT and organic SILT; highly decomposed Gray-brown, gravelly, sandy, slightly organic SILT, contains subangular gravel up to 35 mm in size.

11-16 Rust brown and brown slightly mottled gravelly, sandy 32-23 SILT, trace clay. Contains gravel up to 13 mm in size.

Moderate reaction to shaking test. Low plasticity.

27-39 Similar to S-2.

57 Contains gravel up to 35 mm m size.

color change 100/4" 40# hammer gray, very dense, sandy, gravelly SILT trace clay.

5/2" 300# hammer contains broken pieces of gravel up to 28-22 35 mm s - 5 l5. 0-16.5 5 4

Similar to S-4 10014" 140# hammer 12/2" 40 300/f hammer Casing refusal at 16.5 Bottom of Borehole

+--------+----------r--------4r---------------

~

End of Exploration cD GEOTF.CHNICAL ENGINEEHS INC

BORING NO. G -

2 Proj. No.

7286 Ground Elevation

+ 1 5. 9 ft Date:

Oct. 1, 1974 Described by: W. Pitt Depth to Water Level: -5.1' measured at 0715, 10/2174 Number Sample Depth of Description No.

ft Blows per G11 S-1

0. 0-1.0 2-5 Light brown, silty fine SAND. Contains root fibers and decomposed organic matter.

s~IA 1.0-2.0 3-2 Dark brown/rust brown/gray mottled; fine sandy SILT, trace fine gravel s-2

3. o-4.5 17-50/0" 140# hammer Light brown, gravelly, sandy SILT.

22-42 300# hammer Contains gravel from various litho-logies up to 35 mm in size.

s-3 5.0-7.0 15 Light brown silty, gravelly, fine to coarse SAND 23 widely graded,' resembles glacial till 23 33 s-4 LO. 0-11.57-100 14011 hammer Gray brown trust brown slightly motUe1 33 300# hammer dense, silty, gravelly SAND (similar to S-3) Contains broken pieces of gravel up to 35 mm in size.

Casing refusal met at 13.8' Roller bit refusal at 14.5' Bottom of Borehole End of Exploration

21

5' pg. _1 of 2

Proj. No. :

7286 Ground ElC\\*~ticn +9.4 ft Depth to W11lar Lr.:':d: -2.1 measured at 0730, 10/2/74 D:.ttc:

Oct. 1, 1974' Dcscribccl by: W. Pitt Nurnbcr Sample Dpth of Description No.

a Blows pc r ()"

S-l 0.0-2.0 i/1. 5' Brown grading to buff, soft, homogeneous SILT, trace 2/. 5' clay. Upper 1-2" contains grass and shallow root zone.

s-2

3. 0-5.0 10-20 Similar to S-1, buff/rust brown mottled, contains black 21-20 spots

decomposed organic matter??; trace roots and mica particles s-3 6.0-7.0 14-16 Light brown, loose, silty fine SAND, trace clay S-3A 7.0-8.0 ~2-32 Rust brown/buff medium dense, mottled SILT, little to trace clay. Low plasticity.

s-4 10.0-12. D 2-4 Gray, medium stiff homogeneous CLAY; high plasticity 4-5 s-5 15.0-17. p 2-3 Similar to S-4 3-4 S-6 19.5-20. ~ 32 Gray-brown silty, sandy, GRAVEL; trace clay. Con-tains angular pieces of gravel up to 25 mm.

Well-graded.

S-6A

20. o-21J 20-12 Light brown, gravelly, sandy CLAY. Contains gravel pieces up to 25 mm in size 5-7 25-25.5 100/3" 140# hammer Similar to S-6, very dense 50/2

3 00# hammer (Resembles glacial till) continued)

C0:\\JNG 1"-10.

G-3 (Concluded)

Ground Elcv~ti<:n +9. 4 ft Depth to W;;tnr Le**ol: -2.1 measured at 0730, 10/2/74 Ntn-r~bcr

)ample Depth nf Dcsc ri ption NO.

It mows pc r 6" S-8 30.0-31.1 25 Gray, very dense, silty fine SAND1 25 30 mm in size 58 s-9 34'10"..-;- 100/0ff 140# hammer No recovery 20/0" 300# hammer Casing refusal at 34'1011 Bottom of Borehole End of Exploration cp GEOTECI!:--.:ICAL E;'\\;!;I'>Ll:IIS !:"."<'.

p~. _ 2 of 2 Proj. No. : 7286 Date: Oct. 1, 1974 Described by: W. Pitt some gravel up to

19 BORING NO. G-4 Ground Elevation

+9. 6ft pg. _ 1 of 1 _

Proj. No. : 7286 Date: Oct. 2, 1974 Described by: W. Pitt Depth to Water Level: Not taken Sample No.

s -1 S-lA s-2 s-3 s-4 s-5 S-6 Depth ft

0. o-o. 5 0.5-2.

3. o-5. (

6-7.5 8.0 10.0-11.5 15.0-16.2 20-21 Number of Blows per G

I (J 1-1-2 6-10 22-42 100/5

3/1" 35-60 25-50 57 1 00'0" 42 60 75 IJtt Description Dark brown, fibrous PEAT and organic SILT Light brown, fine sandy SILT or silty fine SAND

--=-

Light brown/dark brown/rusty brown slightly mottled, medium dense, silty, gravelly fine SAND. Contains gravel up to 35 mm in size.

140# hammer Similar to S-Z, medium dense to dense 300# hammer

'0 Large cobble

§ "0

'f c:

Similar to S-3, coarse to fine SAND

~

Cll Q)

Widely graded c:.!!

00

()),.......

140# hammer Similar to S-4 Cll Q) ell

<i)

C':S s... '"'

300# hammer 0

b.O

.s j 76-76 Gray, very dense, gravelly, silty coarse to fine SAND; little to trace clay. (Till)

Roller bit refusal at 22.5

22. 5__

Bottom of Borehole

~----~------4-------+-----------

~

End of Exploration

BORING NO.

G-5 Ground Elevation

+7. 8ft Depth to Water Level: Not taken pg. _ 1 of 1 Proj. No. :

7286 Date: Oct. 3, 19 7 4 Described by: W. Pitt Number Sample Depth of Description No.

ft Blows per G" Drove casing to 9.0' ~ where encountered strata change - casing refusal Split-spoon at 9.0... 9. 7 S-1 9.0-9.7 58-100/2 40# hammer gray/brown slightly mottled~ very 5/0" 300# hammer dense silty, gravelly, SAND; little to to trace clay, (Till)

Roller bit refusal at 9. 7' Bedrock ?

Bottom of Borehole End of Exploration Cf) GF..OTRCIINJr.AL ENGINEEHS INC.

BORING NO. G-G pg._l_of~1-ProJ. No.:

7286 Date: Oct. 3, 1974 Described by: W. Pitt Ground Elevation

+8. 2 ft Depth to Water Levc 1:

Not taken Number

)ample Depth of Description No.

ft Blows per G" Drove casing to refusal... 9.0' Roller bitted to 10.8' - strata change Split-spoon attempt at 10. 8' s -1 10.8-12.3 57 140# h gray, very dense, sandy, gravelly 100/4" ammer SILT, trace to little clay. (Till) 8/2" 300# hammer 30 Roller bit refusal at 19.5' Bottom of Borehole End of Exploration ct> GEOTECHNICAL. ENG!l':EFHS INC.

11.5_

23.2 -

BOHING NC). G-7 Ground Elevation

+8. 6 ft pg. _ 1 of 1 _

Proj. No. :

7286 Date:

Oct. 3. 1974 Described by: W. Pitt Depth lo Water Level: Not taken Number

)ample Depth of Description No.

ft Blows per G" Drove casing to 10' Roller bitted to 11.5'- strata change S-1 11.5-13 0 24 140# hammer gray, very dense gravelly, silty SAND 92 trace to little clay. (Till) 22 300/f ~m_m~.

o er Itted to refusal at 23.2 Bottom of Borehole End of Exploration

10.5 19.0 BORING NO. G-8 pg. _ 1 of 1 Ground Elevation +7. 3 Depth to Water Level:

Not Taken Proj. No. :

7286 Date: October 7, 1974 Described by: W. Pitt Number

~ample Depth of Description No.

it Blows per G" 10.1

' Cobble. Drove casing to refusal at 10.5. Strata change.

S-1 10.5-18 Gray, medium dense clayey silty, SAND, little to 12.0 24 trace. Gravel contains subround gravel up to 15 mm In size. Medium plasticity, well graded. Moderate reaction to shaking test.

Bottom of borehole, roller bit refusal at 19.0'.

cD GEOTECHNICAL EN(;tNEEBS INC

10. 5' BOHlNG N O...:_G-JL Ground Elevation +9. 5 ft pg.. 1 of 1 Proj. No. :

7286 Depth to Water LeveJ:

Not Taken Date: October 9 1974 Described by: W. Pitt Run Nc Depth ft. Recovery and RQD 1J Description No Samples --

Washed through overburden 1--,..----, r-+-

TOP OF ROCK I

I f

~~r--,-~

I I

t I

f 1

NX-1' NX-2 NX-3 10.5-REC =

Gray/white mixed fine and medium grained DIORITE.

15.5 100%

Minor jointing.

Fresh and hard throughout. Minor 15,5-20.5 20.5-25.5 RQD = slickensiding on joint surfaces.

96%

REC =

100%

RQD =

76%

REC =

100%

RQD =

80%

Similar to NX-1; minor to moderately jointed.

Joints rusty; vuggy. Moderate weathering on joint surfaces.

Similar to NX-2; high angle jointing with calcite infilling.

25.5' 1------;-----~~-----r----------------------------------------;

Bottom of boring @ El. -35.0 ft Cb GEOTECHNICAL I":NGINEEHS INC.

6.5, BORING NO. G-10 Ground Elevation +7. 9 ft Depth to Water Level:

Not Taken pg._L of 1 Proj. No. :

7286 Dale: October 8. 197 4 Described by* W. Pitt Run No Depth ft. Recovery and RQD%

I I

f I

NX-1 NX-2 NX-3 7.0-12.0 12.0-17.0 17.0-22.0 REC =

98%

RQD=

65%

REC =

100%

RQD=

62%

REC =

100%

RQD=

75%

Description No Samples --

Washed through overburden TOP OF ROCK 1

1 I

Roller bitted to 7.0 ft I 1

I 1

1 Gray, mixed fine and medium g-rained DIORITE.

Moderately jointed.

Generally fresh and hard through-out.

Moderately weathered; rusty on joint surfaces.

Similar to NX-1; intact rock generally fresh and hard.

' Moderate to severe weathering on joint surfaces.

Similar to NX-2; generally fresh and hard throughout.

Moderate we'athering on joint surfaces.

22.0' r-----;-------T------;------------------------------------------;

Bottom of boring@ El. -29.9 ft.

cD OEOTECHN!t":AL ENGINEEHS INC.

BORING NO.

G-11 Ground Elevati01~ +6. 8 ft Depth to Waler Level:

Not Taken pg. _ 1 of 1 _

Proj. No. :

7286 Date: October 8. 1974 Described by: W. Pitt Run No Depth ft. Recovery and RQD %

Description No Samples.. Washed through overburden 15.9' TOP OF ROCK

~,--~/~/~--~~~~~~~~~~----~---/~--~Ro~l~le-r~bt~.tt~e~d~to-1~6~.0~ft~-,r-~1--~1---Ml NX-1 NX-2 NX-3

16. 0-

21.0

21. 0-26.0

26. 0-31.0 REC =

92%

RQD =

55%

REC =

100%

RQD =

67%

REC =

96%

RQD =

68%

Gray, mixed fine and medium grained DIORITE; semi -schistose in texture. Moderately jointed with several high angle joints.

Generally hard and fresh throughout with minor clay infilling on slicked joint surfaces.

Similar to NX-1, moderately hard; vuggy m places with several weathered, high angle joints.

Similar to NX-2; moderate to severe weathering on joint surfaces.

31.0' t-----+----+-------it-Bottom of boring@ El. -37.8 ft.--------~

(j) GEOTECIIN!rAt. F.I"C:INEJ:ns INC

1.

5.

BORING NO.

G-12 pg1 _L_of ___ l_

Ground Elevation. +7. 2 ft Depth to Water Level:

Not Taken.

Proj. No. :

7286 Date: October 1 Q. 1 97 4 Described by: W. Pitt Sample No.

S-1 S-lA Depth ft o.o-1.0 1.0-2.0 Number of Blows per G" l-4 6-6 Description Brown-black soft PEAT and organic SILT, highly decomposed, root mass throughout. -

Gray-dark brown mottled, loose fine to medium SAND.

little to trace silt.

t-----t----lt-----t -

- -- C 0 L 0 R C H A N G E -- -

s-2 5.0- 21-Gray, slightly micaceous, similar to 8-lA.

6.5 28 9.v~---------;-------------+-------------r----------------------------------------------------------------------------------t s-3

10. 0-10.9 5-100/5" 140# hammer. Gray, homogeneous CLAY 1 0/0" 300# Hammer. High plasticity

11.

Bottom of hole -------------------1 Roller bitted 1"- refusal. Bedrock or large boulder.

End of exploration.

cP GEOTECHNICAL F.NGINEEHS INC.

1.0' rcsL Pit Location Date Depth ft 0-1.0 DESCniPfiON OF EXPLOHATOHY TEST PITS

100 tp adjacent to DH-G-4 Coord. 21, 572N... 78, 993E October 3, 1974 Soil Description Ground Elev.

+9. 6 Depth to Water: N'ot encountered Project 7286 Black-brown fibrous PEAT and organic SILT r-------;-----------------------------------------------------~

1.0-)-

TP Sample... light brown-yellow brown, loose, silty fine SAND, cobbles

>a found throughout Test pit was hand dug to a depth of approximately 2 ft

APPENDIX 2*

Am.erican Drilling & Boring Co., Inc.

SHEET _

__;;;_1 --OF__!

EAST PROVIDENCE, R. I.

OATE ------

TO Yanke<=,\\tarde Electric Co.

ADDRESS H<'stbo,*o l*ln!'R.

HOLENO. __

r.:..:..*-_..!..,1 __

PROJECTNAMEClbcAt*ION..tJ._:~:_ ~~t~JZ_~V~C!'i 1

Sl:'nh;,..,('li:

,1.1, !l.

LINESSTA. -----

REPORT SENT TO !Jist r i ht~JjJljJ~(' r S~

j c.11" ;l'I>AO_J_N_O..:::...:....l.'-!.:..:._7_:..._?.:.:.....:'>'-_r..~....~~~~~~~~~~~~~~OFFSET ------

SAMPLES SENT TO De-1; \\'(""C 1 to r-n*t>c11 ****

t.; 1 1 tj 0 0

I 0 ~c; SURF ELEV 100 WATER STREET I

I URJ09N I

GROUND WATER OBSERVATIONS Dare Time CASING SAMPLER CORE BAR.

9/10/74 O*

AJ 2"

after ____l{L Hours m*.'

S /S START p*

Type COMPLETE

c.

PJ s,zei.O.

3" 1- ') /8" TOTAL HRS.

At after--- Hours 100 :!

1!.0...

BORING FOREMAN

~~.,\\ 1 It~ n Hemmer Wt BIT INSPECTOR

~ '.: f* t-

,.,, II

':' rdi Hemmer Fall SOILS ENGR.

LOCATION OF BORING:

c Cosmg Sample Type Blows per 6

Moisture Sltolo SOIL IDENTIFICATION SAMPLE 1-Blows Deptt\\s.

of on Samp!er Density Remarks *ncluoe color,grodollon, Type of 0..

Change so11 etc. Rock-color, type, condihon, hard*

w per From-To

~ample 1 From Tc or 0

foot C-6 ~

.12-11 Cor:s*sl, El~v ness, Drtlhng lrme, seams ond etc N

0 1

0'-1' D

1 2

.*/loose l r f~e.1vcs, root: mat tcr, sa n<iv 1

i,,. -

6 1 I

')I

])

)

1!;

moist S i I t

(~ttddy) la -

l -...

1!*

n/dcnse l!l j

-.)

D 11 lh 32 r.10ist Brown fine SAND,some s i It 2

2lr lC'

n 21 very trace coarse sand &. fine 7

J -0.:5' J

37 J'J 57 dense to coarse grnvel RlR' 12

{,'}

s:;

1 :)Q 9'

1...... __

I

~"

1.0'-11 r: I D

]()"!

??

moist 4

18 'P 14 !)'

("F' ))

hard

ray clayey SILT, little fin, to medium sand & fine to coarse gravel (TILL) 411 R"

lj'-10.5' 1*1'1

[:2 II 5

8 '1"'

J,. -**-'

16.5' 140) CWO)

Bottom of Boring. 16.5' I

I I

i I

I I

GROUND SURFACE TO 16' USED l...

I O.SING:

'HEN s c: r.m I ~ci to 16.5 Sompte Type * =r P<Oi>O't,ons Uoed 140lb Wl.x 30"fo on ;('o o. Sampler

~I O*Dry C:Cored W-washed trace 0 rot0°/0 Cohe~ronless DenSity Cohesive Consistency Earth II'IQ UP: Undr$1urbed Prslon lillie 101o20°/c 0-10 Loose 0*4 s 0 ft 30 + Hord Rock Coring j

TP: Te!ll Ptf A=AuQer V=Vone Test some 201035%

10.30 Med. Dense 4

8 M/Stlft Samples

-s--:

30-~

Dense 8*15 Shff I HOLF UT= Undisturbed Th*nwall ond 35to50°/o,

~0 + Very 0f'nSf!

ro;--..n v-<:rilf NO r.-]

I

American Drilling & Boring Co., Inc.

SHEET 1

0 F 1 100 WATER STREET EAST PROVIDENCE, R.!.

DATE Yan~~e ;\\tO:':'!Lc Elt:,tti~ Co.

\\*!est boro l Hnss.

HOLE NO.

G*2 TO I ADDRESS PROJECT NAMECircul*1tinr WOlter Svstc:1:

LOCATION Scnbraok, N,H.

LINE a STA.

I A£PORT SENT TO i.J i s t ri bu t ion as rt* r S n('C if i. C<' t. f'PROJ. NO 7 2Rr)

OFFSET SAMPLES SENT TO Deli \\lC:t"cd to Gcotc*ch n t S i, i* l OURJOBNO.

4-S)

SURF. ELEV.

GROUND WATER OBSERVATIONS

..o.tll!.

lima CASING SAMPLER CORE BAR.

10/1/74 c

4' after.l.LLHours START I>

~

Type m~

S/S fl i.l COMPLETE Sue I.D.

3" 1-3 /8" TOTAL HRS.

300ft

- 1 t, o::

BORIPIG FOREMAN 1\\'

huu--

u ofter ___ Hours Hammer Wt.

Ro\\

1

{,.~

INS~CTOR 1.. *

1 t t Hammer fall

-'+

)1,,.

SOILS ENGR.

...... BORING:

~

Cosin9 I Sompl11 Ty.oe,

Blows per6

Moisture I rata SOIL IDENTIFICATION SAMPLE Blows Oeplh$

of on Sampler Density Remarks mclude color,grodatlon, Type of

~

per From-To Somp:e F rnrn TO or honge so* I etc Rock-color, type, cond1hon 1 hard-foot

.0-6 I 6-12 i2*18 Cpn_st.!1t.

~~~v --

~e~s, Dnlling 11:-ne '* s~~~:.* and etc. _

No. Pen Re:

0 1-2 1 D

2 5

.1 moist 1'

SJnr!v SILT (Tonsoil) 1 24 l/

/

loose Brmm fine SA?-.'D, trace fin 20 2'-3 s' D

p

')!I !O'

??.

dry gravel, trace of 2

18 '1' so (1.(I) ll?.

very 4'

Roulders ns

. )('10) dense 2

5 I- ]I j) 15 23 n

wet 3

24 '1' 5

33 very l3rown fine silty SAND

sorne 2

dense 1:oarse sand & fine-coarse 45

!gravel, trace Boulders C'lf'l r)s 10 -ll.::>

u

J I 1UO Jj II 4

l.n 'l.

l*~o (1 0)

(300, (Refusal cas. -12'6" -drilled 1">1/(,'

w/roller bit to 14'6")

i 14.5 Bottom of Boring. 14.5' 1---*

GROUNDSURFACETO 1:2'6" USED K;;

~SING:

THEN i!n111'r hit to 14.5' Sam pie Type

~

P"*"""' U*ed

~

140 lb wt '30" toll o" 2 o o: Semple' SUMMA!;Y' 0: Dry C:Cored W=Woshed trace o tolOo/o Cottes1ontess Dens*ly 1 Cohesive Consistency.

Eorth Boring £4.5 UP: Undost1.1rbed Patton hllle 1 o ta20o/o 0 *10 Loose u =

4 *

Soft

.)0 + Hord Rock Coring q- '

TP: Te!lt Ptt A=Auger V:Vone Test so me 2 o 1 o 3 5 ¥c 10*30 Med. Dense 4

B N/SIIflf Somples 0

30-b()

Dense e-15.

Slllf I

UT= Undisturbed Thinwoll ond 35to50°/0,

!-0 + Very Dense t!'>-30 v-<:;tiH HOLE NO

(":.. "'

American Drilling & Boring Co., Inc.

SHEET 1

OF-l.

100 WATER STREET EAST PROVIDENCE, R I DATE TO Yan:~C'C.\\tomic Elf'ctric__~-

ADDRESS t*)e$tboro, H.:~:::s.

HOLE NO G-1 PROJECT NAMECircul.1tinr: L.1t_cr Sygtc>~

LOCATION Sc:~bronl:, :1. I I

LINE a STA REPORTSENTTO llistr~-~-~-c;?~~.....:.:_~rc:- ___ fccii-l :.::;'LjPr?OJ NO 7 ~ ;11 OFFSET SAMPLES SENTTO Delivered to C.colcc:1 nr Eitc-OUR JOBNO t,- 85 SURF. ELEV.

GROUND WATER OBSERVATIONS Dore Timt CASING SAMPLER CORE BAR.

10 /1/7lf a"

START P r:

AI after __ Hours f',.n T S /S 10/704 Type I'*

gr.

COMPLETE

.n*

S*ze 0.

3" 1-3/8" TOTAL HRS.

AI after ___ Hours Hemmer WI 300T l-4 Q,:

BORING FOOEMAN I J lJ *on BIT INSPECTOR 1:

tiommer Foil

~t, JO SOILS ENGR.

LOCATION OF BORING

t.

Cos1ng Sample T);>e I Blows per 6" Moisture Slroto SOIL IDENTIFICATION SAMPLE 1-Blows Depths at onSampler Dens*ty Remarks include color, grodallon, Type of n

Change soli e!c f1oc*- color, type, cond* to on, hard-LiJ per From-TQ

~ample ~

To or 0

foot o*6 r6-12 L2::.'§ Cons*s.l Elev ness, Drill1ng lime, seams and elc No Pen Re*

l 0'-2' D

p I s ll wet 1

?.41 ~[,'

3 soft 6

Brown SILT 3 -5 J) 10 20 21

~*et

2 I

1 !.

20 hard lf) wet 6'

1 "'

6 1... 7' D

1.:.

1(1 dense 7'

Brn.fines i 1 tv S:\\ ).~) Lens) 10 7'-8' D

2?

32

\\vet Brown silty CLI\\Y 1'>

hard 9'

<1:....1 10'-12' J

2 4

4 uet

~~

24. 2/*'

2F.

5 stiff

'10 Gray CLAY

?0 wet "J:;

15'-i?'

J r.u:~d i UIT 5

2ll' 2'* I 25 4

stiff

/'i 2"

wet lQ'

~

f..<;,

J. 0.'i 1 -20 1 l)

\\"l dense 20' Grav r.R:\\ vrL (fractures) 4.4 20'-21.5' lJ 20 12 17 wet 21.5 1 Broun sandy CI...W a

9 very 1'7 stiff Bra.vn silty sandy GRAVEL t.n 45

'>5'-2.5..:..5' D

100 50 wet 7 16 I 6' ;

30 140) (3000 very l.. ~

dense 28' I

115 I

Gray silty fine SAND, little j_

~

j)

h 25 58 II f ine-med ium gravel ts llS' ll4

{;<;

90 34'10"

\\? 3~ 10 D

1001'1

~['1/0 II

1.., ::

( 10")

(l ))

(~.>OUT I

Bottom of Boring

34'10" l

Refusal

' I i

I GROUND SURFACE TO

..J4 J.U USED___:*_:..:..:__' :ASING:

THEN

,erus, Som'ple Typl!

=-rProporttons Used 1401bWt.x 30"foll on 2"0.0. Sampler 0: Dry C: Cored w: washed lroce 0 to IO o;0 Cohesionless Dens1ty Cohes1vt' Consistency

SUMMARY

I Earth~!

Rock Coring,..-I UP: Und*Siurbed P1s1on little 10 to2oo;0 0-10 Loose o-4 Soft 30 + Hard TP: Test Pit A-Auger V-Vone Test some 201o35%

10-30 Mad.

Dense 4

8 M/Siifl 3 0-50 Dense 8-15 Stiff UT= Undisturbed Thinwoll ond 351050%

50+ Very Dense 15*:'10 V-!'Hitf t

Samples i

HOLE NO r-.,-

Am e r i can Dr i IIi n g & Bo r i n g Co., Inc.

SHH __ l_ OF 2._

1 0 0 WATER ~ TREET EAST PROVIDENCE, R. I.

DATE To Y.:mkec Atomic J:lcctric Co.

Hestboro. Nass.

HOLE NO. __

G_-...;.4 __ _

ADDRESS PROJECT NAME Ci rcuL1 t i np \\::>tcr SS :-::;~*

1 LOCATION __ Sc:1hro0l~,_Tii.:...-..:.*.:.;l!..,l.. ____ --luNE 8 STA. -----

REPORTSENTTOilistrnb*Jtiron ;*s PC'r S"cci 1 i ~.:: JPROJ.NO OFFSET SAMPLES SENT TO JCliVC!"('{: t 0

Grotrc!1 ;;t ~i t;**auRJOBNO.

4-W)

SURF. ELEV.-----

GROUND WATER OBSERVATIONS CASING AJ 1'6" after-23..,!;Iours N':~

Type Size I D.

3" I

otter ___ Hours Hammer WI 300)

H 0

m m e r) 1* Fall LOCATION OF BORING:

I Casing Sample Ty;~e Blows per 6" Moisture SAMPLER s ;~

1-J[R" 1:.0'

~

1r."

CORE BAR BIT START Dare Time 11)/1/14-0 1-p N

II q.rr

___ p.o COMPLETE TOTAL HRS.

BORING FOREMAN -r:-K-':-

- '-:-:-.I :-l c_. t~

1-===--

IN~Jl1i..r.7.QR ____

0...;.~--~-----

SOILS ENGR.

SOIL IDENTIFICATION Blows Depths of on Sampler Density Remorks mclude color,gradallan, Type of so*l etc f1oCK*COior,tyt:oe,conchttOn, hard-ness, Dnlling t1me, seomsond elc SAMPLE foot

~omplej Fro.,

'o or

.... _0*611 EFI2 1;H8 ConsJl!l From-To No Pen Rer per 1

0 1 -'? I 1

17 10

}'-5' 6 -7.5 108

/. (l l0'-ll.5'

()()

') J 75 20 1-21 1 I"

.)

GROUND SURFACE TO

~0 1 Sample Type 0: Dry C:Cored W-Washed UP= Undisturbed P1ston TP1t Test Ptt A:Auger V:Vone Test UT:Undislurbecl Thinwoll 1 I 4'

II 57 II

- ~--

('ionsoi.l )

Crown SILT Brown fine sandy SILT Brown fine SAND, some coarse sand & fine-coarse gravel trace of silt 1

24' 6'

?.

24' 18' 3

vr ur 5

15' 15'

'"/" (3('1)_

1---+-+--*-

76 19' 76 II

+ 22.5' Gray silty s,\\ND, some fine to coarse gravel

~6-+~1~2+, ~1~2'

~--t-~-1 Bottom of Boring - 22.5' Refusal - Roller Bit

~--+--+--)

1--4--1--'

I 1--+--+-

1--+--+--:

I 1--+--+---'

I 1---i--4--

USED ___;l:..:.:..:...'>l** --~SING:

rHEN

___:l~{O::::_l~l~e:wri'...-!b:!-'i~t::..-..l:t:.::o:.....!or...=e...::f.~u2.s~<J-=l--'---

Proportions Used 1401b Wt.x JO"foll on 2"0.0_ Somplcr tmce 0 toloo;0 Cohes*onleS$ Density Cohesive Consistency l

SUMMARY

1 Earth Ebii'IQ 22.3 '!

IKtle 10to20o;0 0*10 Loose o-4 Soft 30+ Hord 10-30 Mec:L Dense 4-8 M/Stiff some 20to35%

30-50 Dense 8-15 Stiff ond 35to50°/o,

~ + Very Dense 15*30 V-Stiff Roelc Corin9 Samples o--:

I HOLE NO.

~-

I Amencan Drilling lSc Boring Go., nc.

i SrtEET 1

OF__:..

100 WATER STREET EAST PROVIDENCE.., R.. l.

DATE -------

TO Y<Jnl<ec A toni<:. Llr.!r.:.t-_'=i_r.:. Co.

'ADDRESS.

\\i<:'stboro, Hoss.

PROJECT NAME Circtil.::;ti nr l'.ncr S*:!'tc~l LOCATION Scnhroo':, ::.L.

l'.

4

-? ) /

HOLE NO.

1.-5 LINE & STA. -----

OFFSC:T ---...:...--

SURF. ELEV.----===

REPORT SENT TO 'lS.: ri ;.*:tu Oil <:!s pc. ;.,nccL c;*.t IPR.OJ NO.--_,.'...;-...;~,...*~-*-------

SAMPLES SENTTO !Jc*li'ct:J'N! t:l* C:-otc-ch,;t :,i: r OURJOBNO.

,..*.J GROUND WATER OBSERVATIONS CASING SAMPLER CORE B R START Dare

.!.im*

At otter _ __ Hours Type

t..;

s /S 1 ()It, I 7 4 --- ~ ~

COMPLETE

---"------B~

TOTAL HRS.

AI Srze I D.

3" Of!er ___ Hours Hemmer WI J em*:

OF BORING' Sample Depths From-To

?/ II Hc:rr.mer Fall I

T,oe Blcws per 6" Moisture of on Sampler 0

-1 ens1 y BORING FOREMAN

!-.". t 1 I*!n INSPECTOR

*

c *

"'OILS ENGR.

l-'3/ R" v,rJ' Jll" BIT SOIL IDENTIFICATION Remark!. *ncluoe color, gradation, Type of sod ere NOC<-cotor, lyDe, cond1110n 1 hard*._-..----

SAMPLE l====l!=~~=i======-~~'--

II 6*12.

2-18 COt!.?'~'

pompl~Frorr-To or

)lrato

honge Elev ness, Dnlling l1me, seams ono etc No. Pen Rec 1------~----------4----

Casing Refusal @ 9' Top of TILL 9'

sampled

~_...;~-+--~-,-_-o-,-~-,,-,--~----,~--,,-n~.~

\\.Jet vc ry dense Gray fine silty S,\\~ffi,son<e finf:'-COIP:'SC p-rnvel 1

I I

GROUND SURFACE TO q

1 Sompte Jype D-Dry C=Cored W=Woshed UP: Uod*Sh.lrbed P1slon I

TP:: Test P11 A:Auger V:Vone Test UT -Undisturbed Thinwoll

* *

t. ;tt 'I 9'8" Bottom of Boring - 9' 8" Refusal w/roller bit 1---t---+---

USED -....:.',;,;'*J.* ___ ASING:

THEN!{elUSi.l 1 \\:/roller bit ProportiOns Used 1401b WI,,_ 30"foll 011 2"0 0. Sampler trace OtotOo/0 Cohes*onless Oens1ty Cohesive Consistency, ltttle IOto20%

0-10 Loose 0-4 Soft 30+Hord 0

10- 30 Med. Dense 4-8 M/Shff 1--+--+--

I 1---t--+--

I J

I I

J I

I I

I

SUMMARY

i Eorth~l Rock Coring 1

Samples

,--=!

J HOLE NO. G-5 l some 20to35 Yc 30-50 Dense 6-15 Sliff ood 351050%

50+ Very Dense 15-30 V:Stiff

Amencan Unllmg lX uonng Co., Inc.

SHEET 1

oF..l._

100 WATER STREET EAST PROVIDENCE, R. I.

DATE G-6 Yankee Atomic Electric Co.

__ \\*.'cstboro H:~ss HOLE NO.

TO ADDRESS PROJECT NAME-Circ*.Il;ltin!"' \\*:;;[6c~rftor'/tC'm_ I Sen brook N.I!.

LINE & STA.

REPORT SENT Td*)i~ tri ?*~tic~ ;H; !_'(':" S l'<'c; i "~c:: t i fPROJ.NO.

7'2%

OFFSET SAMPLES SENTTO l:c>l "'!"r~"~c ~0 (-C'ot~*ch.<'~ ~-

~*'

OUR JOB NO.

'*. ~~

SURF. ELEV.

GROUND WATER OBSERVATIONS

...£2.'e Tlmt CASING SAMPlER CORE BAR.

10/4[74 G :r AI START pn after-~ Hours Type NH S IS g;.

COMPLETE Sue I.D.

3" 1-37~

11 TOTAL HRS.

AI o f t e r - Hours 300-t no*;

BORING FOREMAN K *. '.1 Ic>n Hammer Wt.

BIT 1 ;,. t r 2Z~~II 10'.-

INSPECTOR H

0 m m e SOILS ENGR.

LOCATION OF BORING:

X:

COSIOQ Sample Type Blows per 6" Moisture II rota SOIL IDENTIFICATION SAMPLE t

Blows Depths of on Sampler Density Remarks >nclude color, grodatoon, Type of w

per From-To

~ample Frnrr To or

honge sorl elc RocK-color, tyt:>e, condot.on, hard-0 ness, Oniling l:me, seams oncf etc foot 0-6 f 6 *12 12*16 C9t:~Sl_St

£lev -

No.

Pen Re*

.. ~.. -+

t..

14 30 Casing Refusal @ 9'

n Strata change @ 9 191t (TILL) 10').-

10 I

1:!0 110 Q'

I II R"

wet 10

~I' - 1:.:

l) j/

lOU

'j<)

very Gray fine SAt-.'D, some fine l

l" l<*

>(>

1~0) jQQ) dense to coarse grave 1, little silt 19' 6' Bottom of Boring. 19'6" Refusal w/roller bit I

I

~- ~ I I I I I GROUND SURFACE TO II' USED hi'<

. 'SING:

THEN i!nller bit to refusal rock"{}

Sample T y p

e Proport1ons Used 1401b wr. x 30" foil on 2 0.0. Sompler s U M M A F-v:

0: Dry C :Cored W=Woshed troce 0 lol0°/0 Cohesionless Densoty 1 Cohesive Consistency 1

~ Earth BOring 19 6 "

UP: Undtslurbed Ptston lillie 10 to20°/0 0-10 Loose o-4 Soft 30 + Hard Rock Coring TP: TeM P1t A~Au<jer V:V011e Test 20to35°/c 10-30 Med. Dense 4*8 M/Stiff Samples

---y--

some 30*50 Dense 6*15 Sttff UT=Undisturbed Thinwoll ond 35 to50°/o

~+Ve Dense l5*

V.Stiff I HOLE NO. G-6 ry 30

American Drilling & Boring Co., Inc.

SHEET 1

OF_!_

100 WATER STRtH EAST PROVIDENCE, R I DATE Y

HOLE NO.

r.. 7 TO onla'('.'tpr,.f,.. !'Jce"'j-

~ADDRESS

~......,~,..,........

PROJECT NAMECi rc:1ln t i 11 ~ ':;1 tc-S--::; rr-~*

CAT

s:;:r>:.

.,~h~:-:0~0:*:: =~i:::*~,:::::::::::=t;ILINE a STA. -----

LO ION -

~

0 FFS E T REPORT SENT TO l*u:; t-:-1 !:'.ltl o ~ :!:::

r"~* ::. :J*:-c:. i c;. (PROJNO ~

SAMPLESSENTTO:'cli,*c:r:*1 to.~co::ccll ;' Si:c OURJOBNO.

f,-~r:,

SURF'.ELEV. ____ _

GROUND WATER OBSERVATIONS At-----

ofler Hours AI ____

a f t e r riours LOCATION OF BORING T~pe ot CASING Type l\\..,..,

'?-....

S*ze I. D.

HcmmerWt.

3'Y~

Horrm~r Fall

'II Blows per 6 Moistu(e on Sampler Density

~ample FrorT' Tn or 0*6 I 6-12

2:18 Cgn~*~1 Dore

~

1\\1/l.. (7ll --- ~*:;

SAMPLER S /S CORE BAR.

START 1-~'P" COMPLETE ________ pffi TOTAL HR$.

V,:).

'1" trclo

hcnqe (lev BIT BORING FOREMAN -....,...~:i;!'-:'-."'-:l;..._ __

INSPECTOR

* ~. t SOiLS ENGR.

SOIL IDEr\\iiFICA TION Remarks mclude color, grodoiJon, Type of sotl elc Rocw-color,type,condillon, hord* t---r-.,--

_ness l Dn111ng lime,_~eo~_s ond etc SAMPLE No Pen Rec CJsing Refusal@ 10' Strata Ch.:mgC! (TILL)

If! 11' 6 wet ll'k.'

t---+..:..;:....... _ _..:;,.;.;_-t-_..;.

1

_> +-'-!:;,!J+--c-'

~4--~?.:....j2 v cry dense Gray fine SAND,some fine t0 coarse gravel,littlc silt Bottom of Boring

23'2" Roller Bit Refusal 1---+--+--'

1---1--+--t 1--+--,.__.1 1---+---+--1

!----+--+--I GROUND SURFACE TO~'

USED. ' 1*1

\\SING:

THEN Jls,..d r~pl l cr I\\j t to ~3 1 2" D-Dry C :Cored W=Woshed trace 0 ro IOo/o COhest~nle:ss Denstty Cohesive Consr:stency Eorth Bonf'l9* 2 Sample Type Proporttons Used 1401b Wt.x30toll on 2"0.0. Sompter SUMMA~fi 11 I UP: Undrsrurbed Prston lillie 10 1020%

0-10 Loose o-4 Soft 30 + HoRock Coring TP: TeM Prt A-Auger V=Vone Test s

0 m

e 20to35o;;

I0-~0 Med. Dense 4 *a M/Shft Samples =r=.i_

c 30*~

Oense 1

'H5 c:o,ff r.

, fT*...

~........

I i

T'"-

Am e r i can Dr i IIi n g & Bo r i n g Co., Inc.

SHEET 1

OF.l__

100 WATER STREET EAsT PROVIDENCE, R. I.

TO Yani<C'C.\\ tC'l"'!i c t lcctri c

!ADDRESS

---:\\_,:P_,s::..t:;_b:.:..o"'-'-r.:.:.o_._..;.....:;:..:..:.::::..:.. ____ ~

PROJECT NAME Circrll. 7t. i nr.'**.:ltf'r Sss.t"!'1L o CA Tl oN _ ___;S_e:..* *:..."..:.b..:.r..:.:o..:.:c..:.:!;:...!,__.:..:...!..:--!..------1 REPORTSENTTQlist:~7.!'~J,:i~\\:1~ r:.... _-

~n*

1 ci".:--::~ :::qPROJ.NQ 7/~~~

OFFSET SAMPLES SENT TO J.cll.e,rc. t0 [*i"O!"r.J.:..,* *4oLJ..R JOBNO L,_q, 1SURF ELEV DATE

~bss.

HOLE NO. G- ~

i!. p' LINE !lSTA.

GROUND WATER OBSERVATIONS Oore Timt CASING SAMPLER CORE BAR At ofler --- Hours START 10{704 -

8~'

Type

~~'h' s

I s - - - -

COMPLETE

c.*.,.!JI 1"

,,1.1 cp.*

.11\\.!

TOTAL HRS.

v.

*. 1 1 ("1 AI after ___ Hours 1 Ho'n1mer w

"" v1() :

11;0:

BORING FOREMAN

..,~~ BIT INSPECTOR 1 1.. t*

~~...

Hom mer Foil

. i "Jf*'

SO:LS WGR.

LOCATION OF BORING

r; Co sing

~ample Type Blows per 6" Moisture Strate SOIL IDENTIFICATION SAMPLE 1 Blo"'r.

Depthr.

of on Sampler Remorks include color.,qrodatlcn *. Tvoe of Q.

Density w

per From-To

~ornpl.e 1 From To or Ghanoe soil etc F1ock-color, type, condtlton, hard-I 0

loot 0-6 I 6-12 12*18 Cons_t.st.

EIP*

ness, Ortll'!!\\l.! !me, seoms ond etc No Pen Rec l

i

)

6 Casing Refusal@ 10'6" 1-.:-

l!J

' i 17 li'l 15 21 lQ l ()II DT()"':r:t*

j 17 L*

24 wet

.l 1.::> '14 I

dense Gray fine SAND, some fine to I

~oarse gravel,little silt:

19' I

I Bottom of Boring.. 13' I

Roller Bit Refusal t--*

GROUND SURFACE TO

~a*r~"

USED "c:~SING:

THEfi\\alle r bit refusal Somplc Type Proportions Used 1401b wr.. JOtot1 on 2"0.0, Samoler

SUMMARY

0: Dry C-Cored W=Woshed I

troce 0 taiO%

Cohes*onless OenSJty Cohesive consistency Eor th Bort'lO I 9 '

UP-Und*slurbed Piston little 10 1020%

0-10 Loose o-4 Soft 30+ Hard Rock' Coring TP:TtM P1t A:Auger V:Vone Test r.ome 2.01035%

10-30 Med. Dense 4-8 M/Stiff Samples 1

30*50 Dense 8*15 St1ff UT-: t lnt'li~turtu*l! Thtt>wt~ll I

,...... ""t).l

,.,... I

\\'"" ("'!,.._.*

401"-. \\f

..... ff I ~JI'\\t t"' "'",..

~

American Drilling & Boring Co., Inc.

sHEET --1-oF--L 100 WATER STREET EAST PROVIDENCE, R J DATE -------

y 1

't El t.

HOLE NO. r.-9 an {C'e :' or:nc ec nc ADDRESS __

!....:*-'e:..:s:._:t.:.:.h.:.:o::.:l~~o::...a....:..r*.:.:.r.,.:.:s::...:s..:...:..* ----~

TO

1',.

Jnt'I'"' "t Sv t c:::

11 LINE 6STA PROJECT NAMEJ.cu' 1._.

- J rr

.sen[

~en... roo,z, ***

1 C:

LOCAT.ION REPORT SENT rolistri.. HI:: ion :JG l'Cr... I'CC~; j c: l 11 PI'?OJ.NO.--.:..'.:..:..;:P._., _______ -1 OFFSET -------

SAMPLES SENT TO~J('li'.'l"rC'U t o

Cc,otcch.:1t ~:_t{'OURJOBNO.

l1-S)

SURF. ELEV.

GROUND WATER OBSERVATIONS At 2'

after 11!:.__ Hours Type S1ze I D

At of rer ___ Hours Hc:nmerwt.

H 0

m n

LOCATION OF BORING:

CASING SAMPLER t-,'1,.~

1

300*.;

e ':{tit Foil CORE BAR.

START pv~.,

- - ~.

COMPLETE TOTAL HRS.

Core

~

10/7/74 --- ::~'

9.m p.m.,

BIT B 0 R I N G F 0 R l=t;...ll4.J MA:i..*DI,-

N,.rr.-:..;.:-r~.:.;..:..;.

INSPECTOR

' !' j 't!'." ~ *-

I SOILS ENGR.

t:

Cosmg Sample Type Blows per 6" Moi~ture Strata SOIL ID!:NTJFICATION I

SAMPLE l-61ows Oeptns ot on Sampler Density Remork5.nciuOe color, grodollon, Type of a..

Change so*l ere Roc~-cotor, type,cond*hon, hord-w per From-To

~ample Frorr>

ro or 0

foot I 0*6!1 6*12.

i2*18 c;:ons1_SI.

El":.:

ness, Dnlhng 11me, seams and etc I

No PeniRec J OVERBURDEN 10'6' l

lU 0

- 15 1*

3 ~:J.~/fT Gray QUARTZ DIORITE c

l 20'o"-25'6' c

60 59'1 I

25 I 6' I

Bottom of Boring

25'6't--l---l--....1 l

cored 15 1 1--1--+--' I 1() I(-,"

GROUND SURFACE TO _

USED

~.,. !

Proportions Used Somple Type' O:Ory C:Cored W=Woshed UP-Und1sturbed Pis1on

!race 0 toiO%

"CASING:

1'HEN C 0

r e

d l

1401b Wl.t 30"follon 2"0 D. Sampler

SUMMARY

C:ohestonless DenSity Cohesive Cons*stenct Earth Bortng 10' n.

~-~

O;_ns.e 16*15 S cSttff 30 + Hord Rock Coring 15 1 j

TP-: Te1-t Ptl A-Auger V:.Vone hllle 101020%

Test some 20to35%

10-30 Med. uense 4 - 8 M/S I if t Samples tiT-It...,.,,., *~~(..A T..,.._

,..,1

**o4

American Drilling & Boring Co., Inc.

SHEET 1 0 F 1 DATE Nass.

HOLE NO.

(:. 10

!.I!.

LINE aSTA.

OFFSET K)b WAfER STREET EAST PROVIDENCE, R.

I.

TO Ynnkee i,tordc Electric JADDRESS __

i_~esthor_.,o..... --=-=~-----I PROJECT NAMf:=ircul.-:ct inr. *,.:Jtl!r S*:stcr.

LOCATION

-~S..:::c.::.:r...:.;h...:;.r..:::o.::.:o..;..:'~_,__

---4 REPORTSENTTOnistrihution M rcr Sp~d fi *.'.~t ij'P~OJ.NO _ ___..:7..!:2:..:.

0_t;.:...'--------l SAMPLES SENTTOII~li*:t>rf.'!'! to (J:>_ote.ciL.1lt Si tc 1 OUR JOB~O. l,.pr; SURF. ELEV.

GROUND WATER OBSERVATIONS 1!2.!.!.

.!!.!!1!

CASING SAMPLER CORE BAR.

10/7/711 IUI'I START p.m' ofler -- Hours t.'W

!-:'(!) 1 l0/'f!./7!f Type COMPLETE i*m

.1'11.1 S*zei.O.

a" TOTAL HRS.

I AJ of ter ___ Hours Hammer Wt.

-300:1 BORING FOREMAN I:,,*, L.Lc:1 fl[T INSPECTOR

'*.1 Lt:<...

?~~~~

Hammer Fall (J i :'

SOILS ENGR.

LOCATION OF BORING' Casing Sample Type Blows per 6" Moisture SOIL IOEr..:TIFICATION

~

S

)trato SAMPLE CL Blows Oepthr.

of on ampler Density Remorks Include color, gradation, Type of

~~~~=p=er==~=F=ro=m=-==T=o==~~~~~~F~ro~m~~~T~o====~~o~r~=='!=:=h~o1n=ge~e~~s=o=il=e=tc==R=oc=k=*c=o=lo=r,=l=yp=e=,=co=n=d=ill=o=n,==ho=r=d*==FI~~ :;1i fo<>'

0

' 0*6 1. 6 *12 12.18 """'-'"

r

"'". D"""' I *m*. oeomo ond otc CO::'

OVERBURDEN I

7' I 7'-12' c p-s 12'-17' C

1-5 ::in/1.

Gray DIORITE 17 1-22' c

2 2' Bottan ofboring-22'

~--4----------~--~~----~--~

GROUND SURFACE TO I

USED "CASING:

THEN

(.;orcc I 0

2"!.

o-o r y C:Cored W=Woshed trace o 101oo;0 Conestontess Oens*ty I Cohesive Consistency UP: Uncl*sturbed Piston little 10 lo20%

0-10 Loose o-4 Soft 30 + Hord TP: Test P1t A=Au9er V:.Vone Test 8

0 m

e 20to35o/i IO-30 Med Dense 4 - B M/St1tf I

I Cl 60' 60"1 I

C? GO' 60":

I j

I S3 60~

SUMMARY

Eorrh Bor109 7 1 Roc~ Corinq lS 1 Samples Somplc Type

.=TPropOf"hons Used 140tb Wh30"foll on 2"0.0. Sampler c 30*~

Dense 8-15 Stiff UT:Untiio~~turt-"'t1 Tllin\\111'111 n"l'i

.....,,,...,1"'1°' I

'"', T.::..

1"1

... ~.... I

,,. ~"'.. A',,

l-lf"'l1 F *1n r:. H"

American Drilling & Boring Co., Inc.

100 WATER STREET EAST PROVIDENCE, R 1.

GROUND' WATER OBSERVAT IONS CASING SAMPLER f>J oller __ Hours Type Nv.r Sue I D.

311 CORE BAR.

} rr'\\..,

~ \\... "' -$ -

START COMPLETE I

SHEET ___ oF_l_

DATE --------

HOlENO. --~-*~*~1~--

LINE 8 STA. -*----

OFFSE.T ------

SVRF ELEV.

Dar, Ttm' 10i.9/74 O.lrrl pm.

I

.m.:

TOTAL HRS.

.:.]I en At of ter ___ Hours 3oo*.!

BORING FOREMAN Hc:nmer Wt GIJ INSPECTOR 2Z1 II Hornm~>r

Fnll...

I I

16'-21' c

4 11in/l* t I

1----i'I'--"-'21._'_-...:2:...::6:....'_-!-_C::::.__+-;.:_4 __J 1 ii n /f t_,...

l l

I 26'-31' c

c lj:

SOILS ENGR.

OVERBURDEN 16' Gray DIORITE 31 1 Bottom illBoring

31' SAMPLE 1----+--+--,

i I

Cl GO '55'1 C2 60 '60' C3 60 60

---~~~~~~~~----~~~~~~~~~~~~~r-----~--L-~

GROUND SURFACE TO

~6 IUSEQ._-Ltu:'.',_i --".1..CAS1NG:

THEN Cored tO '3)'

Sample Type Proportions Used 1401bWt. x30"follon 2"0.D. Sampler 0: Dry C-Cored W=Washed troce 0 10 1oo;0 Cones*onle!4s Den.s11y Cohesive Const3tency UP-UndiSturbed Prston little 10 to20%

0-10 Loose o-4 Soft 30 + Hord TP: Test Pit A*Auger V-Vane Test some 20to350f.c 10-30 Med. Dense 4-8 M/Stiff

.30-50 Dense 8-15 Stiff UT::l\\nl1itht'"'""*1 Th*f'\\,1/1'\\H

,..... 14

'1C,...,c..l'\\n, r ~-.

~ *,.

SUMMARY

Eorlh Bonrq 16 1 Rock Coring 15 1 Somples

American Drilling & Boring Co., Inc.

SHEET 1

OF-*

100 WATER STREET EAST PROVIDENCE, R I DATE TO Yan:<C'C' Atcw*j c El<>t:td c

~ADDRESS _llfsthoro, l*L1 fi§,

HOLE NO.

r..t?

PROJECT NAMe:ircu1 i'ltinr.

~: ;1tf"'r Svstr:"l LOCATION S!'nhroo!~

~.11.

LINE 6 STA.

REPORT SENT TQl i ~ tr j ht::: ion :*~ jol\\.....

'~*",,...~;,.~.'£.... 1 :* i.!JPROJ NO 7 "l 0.~

OFFSET SAMPLES SENT TO ;,r>1h:cr~.:

0 (Qot*cc~'..-q* S':*,., louRJOBNO.

t-'-P2 SURF. ELEV.

GROUND WATER OBSERVATIONS Dot*

Ti,..e CASING SAMPLER CURE BAR.1 ;:jlAtO' 10/10/74 or

~

ofrer __ Hours 1\\'H

_

IS_

p.r:

Type

~'OMPLETE SK Top of Ground 3"

i-3'B"2.*15/tr*" TOTAL HRS.

Stzei.D.

3oo:f l!!O' 80RIM:J FOREMAN K 1!lCI1

~*

after ___ Hours Hemmer WI Ro~~Tc-:

INSPECTOR

~

H 0

m m e r?.Zi'Foll J(i

SOILS ENGR.

LOCATION OF BORING:

r:

Co sing Sample T1pe Blows per 6" Moislure itroto SOIL IDENTIFICATION SAMPLE Blows Deplhs of on Sampler Remorks mclude color, grodohon, Type of Q.

Density w

per From-To 5omple 1 Frorr To or

honge so;l etc Rock-color, lype, condihon, hord-0 foot o-s I 6-12 12-18 Cons*!!!

Elev

_ ne_:ss, _ Dnlllng l *me, seoms and elc No Pen Rer 1

0'-1' n*

1 4

\\v /m/ s 1 I Bro~m FF.::,T 1

12' 6' 7

1'-2 1 iJ 6

6 lvet 1n 12 I.,

.)

14 med iur 11 dense Gray fine silty SAND 71

~1-~-~n.:..-1!

1

)

1')

21 28 wet 2

18 '1?

')

dense

.,~

9'

I 1"l Gray CLAY

~

10 f -10 11 L;

5 j l )' 10071 11 wet 10'11" rrr

(

/1~F (140 )

stiff

~

lBottom of Boring-11~

Refusal I

c::

J j

I I I

.I I

I l

t I

I GROUND SURFACE TO 10 USED

,,r.'

ASING:

THEN mr.plea to 11' Sample Type Proportions Used 1401b Wt. x 30"foll on 20 0. Sampler

SUMMARY

I O:Ory C=Cored W=Woshed lroce OtoiO%

Col'les;onless Dens1l)'

Cohesive Consistency Earth Bonr.g 11' UP: Undisturbed Piston little 10 to20°/0 0-10 Loose 0

4 Soft 30+ Hord Rock Coring ---

I TP= Test P*t A=Auger V:Vone Test 20to35%

10*30 Med. Dense 4 - 8 M/Stiq Somt~les 3

i some 30-50 Dense 8-15 Stiff UT* Undisturbed Thinwoll ond 351050%

50 + Very Dense 15*30 v *Stiff (HOLE NO.

G-1*~

'"'tt**~................

ML22131A102

Contents

Text

SUMMARY

1.1 Background

SUMMARY

1.1 Background

Contact:

SUMMARY

1.0 INTRODUCTION

1.0 INTRODUCTION

SUMMARY

SUMMARY

SUMMARY

SUMMARY

SUMMARY

SUMMARY

SUMMARY

SUMMARY

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ML22131A102

Text

SUMMARY

1.1 Background

SUMMARY

1.1 Background

Contact:

SUMMARY

1.0 INTRODUCTION

1.0 INTRODUCTION

SUMMARY

SUMMARY

SUMMARY

SUMMARY

SUMMARY

SUMMARY

SUMMARY

SUMMARY

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