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Seabrook - Updated Final Safety Analysis Report, Revision 12, Appendix 2G, Static Dynamic Rock Properties
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SEABROOK UPDATED FSAR APPENDIX 2G STATIC DYNAMIC ROCK PROPERTIES The information contained in this appendix was not revised, but has been extracted from the original FSAR and is provided for historical information.

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Table 2G-1 2G-2 2G-3 SB1&2 Amendment 45 FSAR June 1982 APPENDIX 2G STATIC AND DYNAMIC ROCK PROPERTIES TABLES Title Unconfined Compression Tests Laboratory Compression Wave Velocity Measurements Strength, Velocity and Hardness Data, Samples from Tunnel Alignments 45 TABLE 2G-1 UNCONFINED COMPRESSION TESTS Unconfined Axial Initial Secant Poisson's Ratio Test Hole Rock Compressive Strain@Tangent Modulus Initial Secant No.Location No.Depth Type Strength Failure Modulus@ 50%Load Value @ 50%(ft)qu (psi)%(psi)4, (Psi)ElA ElD ElF ElG Reactor 1 El-l 31.4- 31.8 Diorite 78.3- 78.7 Diorite 79.1- 79.5 Diorite 79.5- 79.9 Diorite E2A E2B E2C Reactor 2 E2-1 49.6- 50.0 Diorite 50.0- 50.4 Diorite 50.4- 50.8 Diorite 22,400.21 12 x 106 12 x 106 19,520 19,820.21 9.3 x 106 9.3 x 106 19,400.20 13 x 106 11 x 106 18,020.20 12 x 106 10 x 106 Failed by splitting.

Do not report.

15,530.17 12 x 106 9.9 x 106 E2G E2J E2M 138.7-139.1 Diorite 139.4-139.8 Diorite 141.9-142.3 Diorite 5,970 11,610.21 12 x 106 9.7 x 106 18,610.20 10 x 106 lo x 106 B7B Near Reactors B7 B42 27.8- 28.2 Schist B42D Contact 123.5-123.9 Diabase 17,940.20 11 x 106 10 x 106 27,600.27 11 x 106 10 x 106 B42F B42H 141.3-141.7 Schist 142.7-143.1 Schist FlA FlB Tunnel FlA 127.5-127.9 Diorite 127.9-128.3 Diorite 16,500.21 9.1 x 106 8.0 x 106 11,970.18 10 x 106 7.4 x 106 16,130.19 11 x 106 9.9 x 106 13,950.29.25---.36.18.21.23.17.21.18---.33 qu.25.25---.28.20.23.25.19.26.21-mm.28 F2A F2C F2F NOTE: Tunnel F2 246.3-246.7 Schist 6,060 247.2-247.6 Schist 6,000 260.3-260.7 Schist 6,330 In tests for which values of axial strain at failure, modulus, readings appear to be unreliable, and Poisson's ratio are omitted, the strain-gage No stress-strain curves are plotted for these tests.

Test No.Location ElH Reactor 1 E2E Reactor 2 E2H Reactor 2 B 42 B Contact B 42 G FlD F2D Contact Tunnel Tunnel TABLE 262 LABORATORY COMPRESSION WAVE VELOCITY MEASUREMENTS Hole No.Depth (Feet)

Densit Rock Type (pm/cm')El-l 79.9 - 80.3 Diorite 2.81 E2-1 51.2 - 51.6 Diorite 2.83 E2-1 139.1 - 139.4 Diorite 2.77 B 42 122.5 - 123.0 Diabase 2.84 B 42 141.8 - 142.3 Schist 2.77 FlA 128.7 - 129.2 Diorite 2.79 F2 259.0 - 259.4 Schist 2.86 Laboratory Compression Wave Velocity

@ 0 psi@ 3000 psi 19,460 19,880 18,860 19,090 20,050 20,300 18,600 18,800 16,960 17,320 20,050 20,340 18,110 18,370 TABLE 2G-3 STRENGTH, VELOCITY, AND HARDNESS DATA SAMPLES FROM TUNNEL ALIGNMENTS SERIES 1 7 Of El PSI I(r: ,'.:t T SonlC Y8'-7+0 100 ItY. 4s old lI.SS4 17.606 17.404 lm-17.691 33.964 3.72 0.24 16.992 16.492 16.193 16.60!ZL.6I7 2.76 16.271 16.312 16.437 16.479 16.6b3 3.26 16.370 IS.IY 16.496 16.631 19.306 4.03 16.410 16.616 16.67D 16.67, 2.21 14.996 16.014 IS.014 16.071 lO.OW 2.61 17.063 16,996 17.336 17.611 2.71 17.507 17.007 17.07)17.07, 7.026 4.04 16.343 16.423 16.747 16.621 21.290 3.42 14.622 14.422 14,789 14.w 6.910 2.61 17.6I6 17.ga6 17.624 17.911 19.163 2.72 16.662 16.640 16.644 16.771 I6.9I9 16.9m 16.066 16.111 16.493. 16.627 16.627 16.621 22.312 24,796 19,036 3.16 3.41 4.01 0.94 1.46 0.W 0.91 0.39 0.U 1.44 0.31 1.43 1.36 I.22 1.07 4.m 6.32 6.01 4.u 2.a 6.U 6.M l.U 2.61 6.11 4.07 6.36 5 ID 6.U 01 1.M 6I 4.01 132 16.7 f It0 I.9 m 16.0 u 3.61 6l' 9.9 71 6.00 7Y 6.9 69'6.M 76' 12.1 I8 6.94 126 9.1 I2 4.66 IM 16.4 Is 4.66 101' 1.c 67 4.76 99 10.: 6.13 I a 11.1 (.(I 101' 16.: 3.33 3.23 I4 i1.r 70'7.: Rack Rscrlptlm M-l bJJr-2 m-2 AOr-4 I67.0.267.1 13-9 2.93 266.6-267.6

?3-SD 1.Y 267.0-267.7 73-61 2.m ZP.O-260.0 73-61 2.73 M-I NIT-11 ml-13 M-17 111-l All-7 Al7-1 f-6 F-6 AlT-11 266.4-266.0 7h-53 2.11 222.6-223.6 73-64_-_213.0-213.7 73-66 2.71 1n.3-189.1 73-w 3.01 2600.W260.9 73-67 2.I9 1*.5-199.1 73-I)196.0-196.2 73-69 2.u 19I.E196.9 73-60 2.11 205.3-206.9 73-61 2.n 141.2-142.3 73-62 2.92 Ti si 19 36 32 33 3b 47 60 61 46 37 bI Y 99 1 I I , 1 I I I)I I'1 :&Wl~- ,,nc prrlncd; lam? quartz, RldSpw.uflcr. Md ,ml lulflder Cqllqd alag Iron stain4 Joint Dlor,tq - EO.I~C qrrlncd; P~IUWIIY fqldsprr 8nd blotlle: slight follatlm dewloped quwtz d,.arltc -very flnr gralntd; qua,tz, feldsfm. l lcrr. and uflcs: med. 9r.y Dlorlta - mdlu to f,n 9rilned: highly mlcaccous; cuartz, feldspar..I',. Uf,CII 1,te gray: '(I follatlm dewloPEd.D,orlta - rd,u grrlncd; qurrtr. feldspar.l ical. maflcsi mcdlan 9r.y; so what sllckerrlded.

Falled almg prr-*~lsttnp but kal4d tractun Schlrtora diarlte - flnr grtlnd: hlph blotlte cmtmt; follatlm dwelpprd tc fair degree DlorlU - med. to corn. grrlned; 4u.rtz.feldspar. blotIt.. maflcs; nd 1rm sult,des Olabrre - fine gmlncd; feldspar. ,,yrlte md uflcs; dark gray Falled 4lmg calc,.ta f,lled Joint Falled rlmp pn-*rlst,n# but healed fracture Fa,led 410119 lrm statnd Joint@MU dlorlte - Coa15, g'a,"ed; high qurrtz-feldspar cmtent. also l lcu; rd. to llte pray IlqJltq schist - rrd. to f,n gr,,nd: quartz, feldspw. and mflcsi flnc follatlm nll Lv.le,wd Ilot,tq schist - rd. gralncd; well C-nlwd flnr follrtlm with quartz-rich layws: md. gny Schlltnq q"wtz d,dr,te - flnr to -6.grrlncd; quartz. feldspar blo-tlte; follat,m fair; Rd. to 4kL. 9n DlhS4 - very flnc 9rr,ncd; prlmwlly hldsw 4nd uflcs; dark gr,y Curtxltlc Schist - rd. grrlnd; mostly q"artt, feldspar, ,nd blotlt, tdth Irm sulfides; follatlm only hlrly drwlqed; mad. gray SB162 FSAR-APPENDIX 2G STATIC AND DYNAMIC ROCK PROPERTIES FIGURES Figure Title 2Gl Unconfined Test ElF Stress-Strain Curve 2G2 Unconfined Test ElG Stress-Strain Curve 263 Unconfined Test E2A Stress-Strain Curve 264 Unconfined Test E2C Stress-Strain Curve 265 2G6 267 Unconfined Test E2J Stress-Strain Curve Unconfined Test E2M Stress-Strain Curve Unconfined Test B7B Stress-Strain Curve 268 Unconfined Test B42D Stress-Strain Curve 269 Unconfined Test B42F Stress-Strain Curve 2610 2611 Unconfined Test B42H Stress-Strain Curve Unconfined Test FlA Stress-Strain Curve NOTE: The stress-strain curves shown in Figures 2G-1 through 26-11 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 AXIAL STRAIN

%-20.0 0 0.1 0.2 0.3 0.0 0.1 0.2 0.3 AXIALSTRAIN

%Diorite&I = Modulus of Deformation Borehole El-l Depth 79.1 to 79.5 ft UNCONFINED TEST E 1 F STRESS -STRAIN CURVE FIGURE 2G-1 A AXIAL STRAIN %

-0 M-L 0 0.1 0.2 0.3 AXIALSTRAIN

%Diorite= Modulus of Deformation Borehole El-l Depth 79.5 to 79.3 ft UNCONFINED TEST ElG STRESS-STRAIN (FIGURE 2G-2 tURVE

-AXIAL STRAIN

%0 0.1 0.2 0.3 0 0.1 0.2 0.3 AXIAL STRAIN %M=Modulus of Deformation Borehole E2-2 Depth 49.

G to 50. Oft Diorite.A UNCONFINED TEST E2A STRESS-STRAIN CURVE FIGURE 2G-3 0 AXJAL STRAIN cx, AXJAL STRAIN cx, C C 0.1 0.1 0.2 0.2 0.3 0.3 0 0 0.1 0.1 0.2 0.2 0.3 0.3 AXIAL STRAIN

%AXIAL STRAIN

%Diorite M = Mchhs of Deformation Borehole E2-2 Depth 50.4 to 50.8 ft UNCONFINEDTEST E2C STRESS-STRAIN CURVE FIGURE 2G-4 h AXIAL STRAIN

%M= Moduhs of Deformation 0.1 0.2 0.3 AXIAL STRAIN

%Schist Borehole EZ-2 Depth 139.4 to 139

.8 UNCONFINED TEST E2 J STRESS-STRAIN CURVE FIGURE 2G-5

-AxmL STRAIN. %c 0.1 0.2 0 0 I I I\0.1 0.2 0.3 AXIAL STRAIN

%Schist M = Xo;lulus of Deformation Borehole E2-2 Depth 141.9 to 142.3 ft UNCONFINED TEST E2M STRESS -STRAIN CURVE FIGURE 2G-6 0 0.1 0.2 0.3 AXIAL STRAIN

?6 0 M - Moddus bf Deformation Schist BoreIlolc El Depth 27.8 to 28.2 ft UNCONFINED TEST 878 STRESS-STRAIN CURVE FIGURE 2G- 7

-AXIAL STRAIN

%AXIAL STRAIN

%Diabase M = Mockdus of Deformation Borehole B-12 Depth 123.5 to 12:. 9 ft UNCONFINED TEST B42D STRESS-STRAIN CURVE FIGURE 2G-8 h AXIAL STRAIN %

AXIAL STRAIN

%Schist M = Modulus of Deformation Borehole B42 Depth 141.3 to 141.

'7 ft-UNCONFINED TEST B42F STRESS-STRAIN CURVE FIGURE 2G-9

-AXIAL STRAIN

%0 0 0.1 o-2 0.3.=7.4 x 106psi.I I I/ a 0 0.1 0.2 0.3 AXIAL STRAIN s&Schist M = Moddus of Deformation Borehole I342 Depth 142.7 to 143.1 ft UNCONFINED TEST B42H STRESS-STRAIN CURVE FIGURE 2G-10 AXIAL STRAIN

%0 0.1 0.2 0.3 0.1 0.2 AXIAL STRAIN

%.M = Mo-l?llus of Deformation Diorite Borehole FlA Depth 127.5 to 127.

? ft-UNCONFINED TEST F IA STRESS-STRAIN CURVE FIGURE 2G-I 1 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.

h h 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-1.2.3.4.ROCK STRESS MEASUREMENTS IN BORING OClA CONTENTS Page

SUMMARY

INTRODUCTION

1.1 Background

1 1.2 Purpose 1 1.3 Scope 1 METHOD OF MEASUREMENT

2.1 General

2.2 The Overcoring Technique

2.3 The Borehole Gage 2.4 Measurement of Modulus of Rock

2.5 Computation

of Stresses TEST DATA AND RESULTS

3.1 Calibrations

7 3.2 In Situ Stresses and Directions 8 DISCUSSION OF RESULTS 9 APPENDIX A MEASUREMENT OF STRESSES IN ROCK BY OVERCORING IN VERTICAL HOLE APPENDIX B MEASUREMENT OF MODULUS OF ANNULAR ROCK CORE

-4?GEOTECHNICAL ENGINEERS INC.

A LIST OF TABLES TABLE 1 CALIBRATIONS TABLE 2 TEST CONDITIONS FOR STRESS MEASUREMENTS TABLE 3 DATA AND RESULTS OF STRESS MEASUREMENTS LIST OF FIGURES 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 Sketch of Hole during Overcoring Log of Boring OClA Log of Boring El-l Photograph of Borehole Gage System Photograph of Borehole Gage Photograph of Rock Modulus Cell Data from Stress Measurements, Test OClA-2 Data from Stress Measurements, Test OClA-5 Data from Stress Measurements, Test OClA-6 Data from Stress Measurements, Test OClA-7 Data from Stress Measurements, Test OClA-9 Test OClA-2 Hole Dimensions Test OClA-5 Hole Dimensions Test OClA-6 Hole Dimensions Test OC lA -7 Hole Dimensions Test OClA-9 Hole Dimensions Photographs of Annular Cores, Hole OClA Summary of Stress Measurements 0 GEOTECHNICAL ENGINEERS INC

SUMMARY

Rock stress measurements were made in June and July 19'73 at depths of 33 ft to 42 ft in vertical Boring OClA, whi.ch is about 34 ft from the center of proposed Reactor No. 1 of Seabrook Slation.The results of five measurements of compressjve stresses in the horizontal plane were:

Largest stress:

1240 psi (150 to 2150 psi)

Smallest stress:

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 (2 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 g-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.0 GEOTECHNICAL ENGINEERS INC SEA BROOK STATION ROCK STRESS MEASUREMENTS IN BORING OCIA 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 Boring OCIA 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 4)GEOTECHNICAL ENGINEERS INC were made using the overcoring technique.

Each measurement consisted of three deformation readings in the horizontal plane on axes oriented 320'apart.Of the eleven attempts, the data from five of t.he measurements, at depths of 33 ft 9 in. to 41 ft 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 breakdoifn during overcoring.

Moduli of elasticity of the rock were measured (a) on two annular cylinders of rock removed after overcoring, and k) intact specimens oriented such that the load was' appIied 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.

CD GEOTECHNICAL ENGINEERS IN(' 2.hIETEIOD 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. O-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 barre1 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.

0 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 t.hc 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 J,e 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 th.e 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 Boring OCIA, 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.

0 GEOTECHNiCAL ENGINEERS IV 'To supplement the measurement of modulus on t.hc annular cores, intact specimens of rock from Boring OClA, from depths where stress measurements were made, were tested in unconfined compression.

The specimens were loaded in the direction of the axis that \vas horixontal in-situ so that the load Ivas in the same direction as in situ.

The rebound modulus of these specimens was measured 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 measurements using the following formul.ae from Obert (I 96G): Ek P=6d(R1+ R2+ R3)(1)d-2 Ek q=yY&j-(R1- R2)2+ (R2-R3)2+ (R3- Rl)2 (2)where: p = Stress at center of Bohr circles of stress, psi q = Radius of Mohr circle of stress

) psi E= Modulus of elasticity measured for same stress changes as occurred in situ, psi d = Diameter of central hole in which instrument is placed, in.

kR = Horizontal expansion of the diameter of the borehole dzring 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 (I-cc)and k is the instrument calibration in in.

/UC From the values p and q one can compute the largest and smallest stresses in the plane perpendicular to the axis of the borehole gage from:

ul=P+q (3)PI'P-U (4)The direction of stress O, is obtained from the formula:

1): QI =1/2 tan-1 J3 (R,- R3i 2Rl- (R2 + R3)(5)where: o! = angle measured from the direction of R to the direction of 01 in the counterclockwise direction.

1 Reference (11 Obert, Leonard (1966) "Determination of the Stress in Rock

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

1) Eq. (5) contains J3 in the argument rather than 3, which was shown in the Reference (1) by error, but was correct in an earlier reference.

GEOTECHKICAL ENCISEEHS INC. Equation (5) is subject to the following restrictions:

If R2s R3 and R2+ R3<2R 1 , then 0 < cy -=E 45O and R2+ R3 >2R 1 , then 45'~ cz < 90"If R2< R3 and R2f R33 ZR1, then 90°C a! < 135'andR2+R3<2R s 1 then 135O< cy < 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 Poissonls ratio of the rock.

CD GEOTECHNICAL ENGINEERS INC.. 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 fi in. /PC .Since 5pc can be read, the instrument can be used to discern movements in the borehole as small as 5 x 10V5in. Instrument, No. 1 was not-cgalibrated directly, but it is capable of discerning movements of 2 x 10 in. in the borehole.

The borehole gages were calibrated under conditions simi1a.r to in-situ conditions by using an annular aluminum cylinder of known modulus (10 x lo6 psi) as a standard.

Table 1 shows that Instrument No. 2 yielded k = 8,6uin./c/~ , as compared with 10 p in.& c 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 = 8.6 p in. /LA c for Instrument No. 2 is the better value and was used herein.

Similarly k = 4.4

/.L in./pc was used foi 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 lo6 psi.The modulus for the pegmatite (Test OClA-2) was assumed to be 4.1 x lo6 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.0 GEOTECHNICAL ENGINEERS INC. From Test OClA-2 OClA-2 OClA-3 OClA-7 ROCli*Rebound Modulus 1O'psi* Specimens were cubes 1.2 in. on n side.The range of possible moduli of the granodiorite is from about 3 to 1'2 x lo6 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 lo6 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), r4), and (5).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 PI) is compres-sive, ranges from 150 to 2150 psi, and averages 1240 psi. The smallest normal stress in the horizontal plane (uIr) is also compressive, ranges from 50 to 1570 psi, and averages 860 psi.

The direction of GI is N 40 E 2, 36O.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-iXl$ill. 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 fjve satisfactory measurements, since inherent variations in 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 ii1 t.Le horizontal plane.The vertical stress is xsumed equal to the overburden pressure of about.

50 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 reasona.ble 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 (21 Sbar, M. L. and Sykes, L. R. (1973) "Contemporary Compressive Stress and Seismicity in Eastern North America: An Example of Tntra-Plate Tectonics;'Geological Society of America Bulletin, Volume 84, No. 6, p. 1871.

Reference (3) Obert, Leonard (1962) "Effects of Stress Relief and Other Changes in Stress on the Physical Properties of Rock," Bureau of Mines, RI 6053.

.TABLES TABLE 1 CALIBRATIONS Inst No.2_----_-Change in Reading per 10-3in.Instrument for each Channel, Pc Calibration k R1 R2 R3 Avg pin./pC 100 100 103 101 10 B. CALIBRATIONS USING ANNULAR CORES IN ROCK MODULUS CELL I Illst Change in Reading per lo3 psi k E Medium No.for each Channel, /X R1 R2 R3 R Avg lh-L/&106psi--76 78 76 77 40 41 39 40 41 39 39 40 200 173 192 188 135 140 130 135 4.4 8.6-8.6 4.4 8.6 10 10 10 4.1 3.0 Al Al Al OCIA-4 diorite OClA-8/9 diorite Underlined values computed using equation for thick-walled cylinder under ex-ternal pressure for OD = 4.31 in, ID = 1.50 in.:

kR = 3.43$. The quantity kR is equal to the diametral deformation.

Al = Aluminum.0 GEOTECHNICAL ENGI.NEEltS INC.

TABLE 2 TEST CONDITIOXS FOR STRESS MEASUREMENTS OClA-2 33-9$2 OClA-5 36-9 1 OClA-6 38-3 2 OClA-7 39-3 2 OClA-9 41-5 2-Inst.Modulus True Calib.E Azimuth k Channel sfl/.L in. /PC lo6 psi deg.8.6 4.1 285 4.4 4.1 165 8.6 4.1 285 8.6 3.0 255 8.6 3.0 240 Granodiorite Granodiorite Granodiori te Granodiorite p in.= microinches k = instrument calibration p 5= 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.

4)GEOTECHNICAL ENGINEERS IN TABLE 3 DATA AND RESULTS OF STRESS MEASUREMENTS OClA-5 36-9 OClA-6 38-3 OClA-7 39-3 OClA-9 41 - 5 I 'Reading Change during Overcoring I) 3, R1 R2 R3 80 95 (90)20 30 0 60 110 90 250 150 250 250 (200)(200)250 150 (200)90 195 100 (130)195 100 Compressive Stress in Her izon tal Plane 2,__---0 I 01X psi psi 1335 1025 (1090)NW 150 50 1190 850 2150 1570 (2010)(1710)(1970)(1470)1400 800 (1470)(970)TrLlc Bearing of 0 T N 38 E (N 5 E)N 55 15.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 crI and the Channel 1 directions, the number-ing is assumed to be clockwise.

Hence for all but Test OClA-5, R2 and R3 should be exchanged when computing this angle.

See text for equations used 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.

0 GEOTECHNICAL. ENGINEERS IN('

FIGURES Hose and brires for-Borehole Gage NW Casing/i PX 5.0 Overcoring Barrel Overcoring Barrel in. OD, 4.2 in. ID

--f in. OD, 4.2 in. ID

--f 0 (El. 28 MSL)Bottom PX Hole PX Barrel-Start

Measuring Point PX Barrel-Finish i 1-Bottom EX Hole Yan!<ee Atomic Electric Company Geotechnical Engineers, Inc.

1Vinchester.

nrassachusetts SEABROOK STATION Project 7256 SKETCH OF HOLE DURING OVERCORING Seut. 10. 1973 FIG. 1 Coordifiates:

N 20413; E 79671 Logged by I'. LeFrancois Ton El. (i\ISLI:-* ~28.0 Dn Le J,oL'o_.ed A\lml!:t 1973%,i,)--- ---7..-I" -- . . .--30 32 34 40 42 44 Multiple SO" Joint rusty 1%drilling' 30' Joint slightly rusty-JJ breaks al-2 :$Pegmatite dike, coarse grained.Contact: SO" dip Joint set intersecting at. 30'Quartz diorite. Dark gray, medium. L gra.in, massive texture. Quartz

- '#II.-x

N 1.5%) Feldspar-35%, Ferromag-\ Multiple joints, with pieces nesium N 40%, Biotite rv 10%< from l/4" to 3" long. Dip

- from 20 to 70'Pegmatite dike, coarse grained.Contact 45' dip* ti Quartz diorite as above.

_K(I-55' Tight joint broken by

@-I%';drilling Drilling break , 35O'*h x\ 70'Tight joint ,v Jb-\ 40' Rusted joint

@ 5 v Pegmatite dike, 2" wide, at about

' 40"Two tight joints, rusty- :8 40' dip.@ ?: L A Quartz diorite as above.

60' Rusty joint AX T 20' Rusty joint ,a x' 40' Two tight joints Drilling_ o"@L-j Ass break 8 2%- %A 6 0" Tight joint

-*(x\ 6O'Tight joint Drilling breaks REMARKS - Log is shov:n, 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:& OClA-1.I FIG. 2 CXZOTECHNICAL ENGINEERS TM' SEABROOK STATION LOG OF IJORLYG El-l 4 h-10 20 s 30 Coordinates:-N 20400; E 79675 Logged by J. R. Rand Top El. (h3SL): 25.9-Date J~o~gccI-Dec. 26, 1972.--_-DIP COSDI'I'ION OF CORE GRAPHIC DESCRJPTA~E XOTES* Core BreaksP-Rusty Rock is fresh. L-on low- angle (3 0' )\-ally affected by 7O'jomt to moderate weathe-joints @even ing on joints as Most joints dip ab 30' at .3' to 1' in-"%1%ing minor vuggi 0.Z Chips, rusty k ock is fresh.

- Breaks on

' -Slight weather-

- ' %-low angle I'\ 60' joint'--\minor rust ing to minor ,'r!-joints @ .5' i 65'joint slight mStY coatings

- k '-to 1.5' in-- weathering 4 on some joints.

_ j Xervals -- %I 9, 4-I3 1 40 -t Breaks @ .5_ to 2' pieces-I'x%- 65'joint-5 clean, minor Joints are nor-

- %/ rust mally clean.

-"%I 70" joint Not rusty.

1%.minor rust

\7OOjoint Rock is fresh.

Lov- x -x angle joints

@ 30' -rough to 35' dips. Joints

_ ,'slight weather- not rusty ex-_ing cept as shown.

- A%6o kc, 'light weathe;$ is fresh.4:'1 to 3' pieces H slightly 1 A Slight to modertie <weathered, -weathering, rust rusty on occasional joints as shown.

+fi Quartz diorite, medium fine grained medium mrev(Massive tex&re (not. nEta Pqmatite Veinlet, foliated.

LOC-65 Dip ally intruded by Pegmatite Veinlet, wvlatite vein-75O Dip lets as shown.

Pegmatite Veinlet Quartz diorite, as above, hlassive, medium fine grained, medium grey.

Quartz diorite as above.

Mostly medium fine graina medium grey low angle (3OOto 35" ) joints

@ .5' to 2 t intervals.

Rock becomes coarse-grained Quartz diorite

@I 72.6' depth.

50"dip on intrusive, welded contact.

Ieactor excavation 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.1 FIG. 3 GE~TECMNKTAL ENGI.VEERS INC.

BOREHOLE GAGE SYSTEM BOREHOLEGAGE (vinyl sheath removed)

ROCK MODULUS CELL

-Depth of Measuring Points 33 ft 9-l/2 in.1 2 3 4 5 6 7 8 Depth of Overcoring, in.

Instrument Calibation 116 ,u in. /in. = 0.001 in.

Note: Hole I.D. = 1.495 in.

0. D.= 4.31 in.Yankee Atomic Electric Company kotechnical Engineers, Inc.

K'inchcster, Massachusetts SEAEROOK STATION Project 7286 DATA FROXI STRESS MEASUREMENTS

'TEST OClA-2 Au?:. 8, 1973 FIG. 7 0 GEOTECHNICAL ENGINEERS IIV('

1000 800 600 400 200 700 500 300 1UW 400 200 0 I I I// /1 I I I I I Depth of Measuring Points 0 2 4 6 8 10 12 Depth of Overcoring, in.Instrument Calibration 230 K in./in.=0.001 in.Sotc: Hole I.D.

=1.495 in O.D. -4.31 in.

Ya&ee Atomic Electric Company SEABROOK STATIOX DATA FROM STRESS MEASUREMENTS Geotechnical Engineers, Inc.

I\'inchester, hkssnchusetts Project 72SG TEST OClA-5 Aug.s, 1973 FIG. 8 F Depth of Measuring Points i 38 ft 3 in.

I I 0 1 2 3 4 5 6 7 Depth of Overcoring, in.

Instrument Calibration 116 p in. /in. = 0.001 in.

Note: Hole I.D. = 1.495 in.

O.D. = 4.31 in.Yankee .4tomic SEABROOK STATION DATA FROM STRESS Electric Company MEASUREMENTS

\L'inchester, Nassachusetts Project 7256 TEST OClA-6 Aug.8, 1973 FIG. 9 200 100 0 200 100 0 300 200 100 0 1 2 3 4 5 6 7 Depth of Overcoring, in.

Instrument Calibration 116 p in./in.=0.001 in.Hole I.D. = 1.495 in.

0. D. = 4.31 in.

Yankee Atomic Electric Company Geotechnical Englkeers, Inc.Winchester, Massachusetts SEABROOK STATION Proiect 72SG DATA FROM STRESS MEASUREMENTS TEST OClA-7 Aug. 8, 1973 FIG. 10 0 GEOTECHNICAL ENGINEERS IN<'

-'Depth of Measuring Points 1 2 3 4 5 6 7 8 Depth of Overcoring, in.

Instrument Calibration 116

~1 in. /in. = 0.001 in.

Note: Hole I.D. =

1.495 in.0. D. = 4.31 in.

Yankee Atomic SEABROOK STATION DATA FROM STRESS Electric Company MEASUREMENTS Geotechnical Engineers, Inc. , TEST OClA-9 U'inchester, Massachusetts Project 7286 Aug.8, 1973 FIG. 11 0 GEOTECHNICAL ENGINEERS lN('

IIosc and \Vires for-Borehole Gage NW Casing PX Overcoring Barrel c 5.0 in. OD, 4.2 in. ID

--f 1 4.5 in.II-b i '4 in. 1 I EX Hole 1.5 in. ID d I I--33 ft, 5.5 in.

_ Bottom PX Hole 33 ft, 6 in.PX Barrel-Start 33 ft, 10 in.Measuring Point 34 ft, 3 in.PX Barrel-Finish 35 f'b 4.5 in.Bottom ES Hole Yankee Atomic Electric Company SEABROOK STATION I TEST OClA-2 HOLE DIMENSIONS Gcotechnical Engineers, Inc. , Winchester, Massachusetts Project 7236 1 June 20, 1973 FIG. 12 GEO'TECHNICAL ENGINEERS Hose and Wires for Borehole Gnge NW Casing PX Overcoring 5.0 in. OD, 4.2 EX Hole 1.5 in. ID

---$r i 0 (El. 28 MS,)1- 35 ft, 9 in.I-36 ft, 5.5 in.

I 1-36 ft, 9 in.I 1--37 ft, 5.5 in.37 ft, 7 in.Bottom PX Hole PX Barrel-Start Measuring Point PX Barrel-Finish Bottom EX Hole Yankee Atomic SEABROOK STATION TEST OCIA-5 Electric Company HOLE DIMENSIONS Geotechnicsl Engineers, Inc.

, Winchester, 3Inssachusetts Proiect 7286 June 27, 1973 FIG. 13@GEOTECHNICAL ENGINEERS INC.

Hose and U'ires for-Borehole Gage NW Casing 1 (//-I-//T PX Overcoring Barrel 5.0 in. OD, 4.2 in. ID

I 4.2 ln.-l/l i- 37 ft, 10.8 in.

Bottom PX Hole 1 I-37 ft, 11.3 in.PX Barrel-Start I I 38 ft, 3 in.Measuring Point I I I--38 ft, 6.5 in.PX Barrel-Finish EX Hole 1.5 in. ID

+39 ft, 11.8 in. Bottom EX HoIe Yankee Atomic Electric Corn eotechnical Engineers, Inc.

Yinchester, 3Iassachusetts SEABROOK STATION TEST OCIA-6 HOLE DIMENSIONS Q GEOTECHNICAL ENGINEERS INC.

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

I- 38 ft, 8 in._ Bottom PX Hole 7 in.38 ft, 11.5 in. PX Barrel-Start

--.&-. 39 ft, 3 in.Measuring Point

--39 ft, 6.6 in.

PX Barrel-Finish EX Hole 1.5 in. ID --3 39 ft, 11.5 in. Bottom EX Hole Yankee Atomic SEABROOK STATION TEST OC lA-7 HOLE DIMENSIONS Seotechnical Engineers, Inc.

L U-inches ter, Massachusetts Project 7256 June 28, 1973 FIG. 15-0 GEOTECHNICAL ENGINEERS INC.

Hose and \Vires for --Borehole Gage NW Casing/i PX Overcoring Barrel 5.0 in. OD, 4.2 in. ID

+W 6 in.iI I'11 A !-l*;35i.n.I I I I I EX Hole 1.5 in. ID

- 40 ft, 11 in.

Bottom PX Hole

- 41 ft, 1.5 in.

PX Barrel-Start i I I--41 ft, 5 in.

42 ft, 3.5 in.

Measuring Point PX Barrel-Finish 42 ft, 3 in.

Bottom EX Hole Yankee Atomic SEABROOK STATION TEST OClA-9 Electric Company HOLE DIMENSIONS Gcotechnical Engineers, Inc. , b?nchester, hlassachusetts Project 7256 June 29, 1973 FIG. 16 0 GEOTECHNICAL ENGINEERS INC.

7 DEPTH OF CmnTLEYER TIPS DURLtm O"E"CORMO I)CORES FROM STRESS z z b MEASUREMENTS

%FTo,a;t 1285 FIG. 1'7

--TRUE NORTH/2000 psi W Boring OClA: N 20413, E 79671, El. 28 Depth 33'9" 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 Barre, Vt.

Proctor, Vt.

Tewksb-iry, Mass.W. Chelmsford, Mass.

OI=I1 bars bars 118 54 90 35 81 45 145 76 Bearing Rock Type N 14 E Granite N 4W Dolomite N 2W Paragneiss N 56 E Granite Seabrook, N. H.

85 59 N 40 E Granodiorite Range (8 - 145)(3 - 106)(-+ 360)All stresses measured at depths less than 50 m (160 ft)

Stresses are compressive One bar is 14.5 psi

Sbar, RI. L. and Sykes, L. R. (1973)

"Contemporary Compressive Stress and Seismicity in Eastern North America:

An Example of Intra-Plate Tectonics, I'Geological Society of America Bulletin, Volume 84, No. 6, p. 1871.Yankee Atomic Electric Company SEABROOK 1 STATION I

SUMMARY

OF STRESS MEASUREMENTS I Geotechnical Engineers, Inc. , Winchester, hIassachusetts Project 7286 Sept. 7, 1973 Fig. 18 GEOTECHNICAL ENGINEERS INC.

APPENDIX A APPENDIX A Test Procedure For MEASUREMENT OF STRESSES IN ROCK BY OVERCORING TECHNIQUE IN VERTICAL HOLE Geotechnical Engineers, Inc.September 1973 NOTE: HANDLE THE INSTRUMENT, HOSE, ORIENTATION RODS AND ALL ASSOCIATED EQUIPMENT VERY CAREFULLY TO PRE-VENT KINKING HOSE, LEAKS, AND INSTRUMENT DAMAGE.1.Drill a pilot NX hole to examine the type and quality of rock.Make measurements only in zones where NX cores are primari1.y 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 determine 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.0 GEOTECHNICAL ENGINEERS INC. 8.9.10.11.12.13.14.15.Measure accurately (to l/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.

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

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.

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.

Select desired orientation of measuring points on instrument.

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

Record orientation.

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 30 ft 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.

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 l/8 in.Before inflating, make sure that the orientation of the measuring 6 points relative to the line on the orientation rods and relative to a fixed azimuth reference is correct and record the orientation.

APPENDIX A 0 CEOTECHNICAL ENGINEERS INC 16.17.18.19.20.Inflate the instrument to a pressure of about 4 kg/cm2 greater than the water pressure at that depth, but not greater than about 6 kg/cm2 above the water pressure.

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.

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.

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

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 STABILJZED 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 l/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 l/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 GEOTECHNJCAL 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.

28.29.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.

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 GEOTECHNICAL ENGINEERS INC 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 GEOTECHNICAL ENGINEERS INC'.

1 2 3 4 5 G 7 8 9 10 11 12 13 14 15 16 IIole No.Hole Location El. Top of Hole El. Datum Orientation of Gage OVERCORING READINGS

- SEABROOK II, NEW HAMPSHIRE Depths Project No.

Date Test Bot. 5-in. Hole Driller Rot. EX Hole Engineer Pins on Gage Weather Dimensions in Page Time Elapsed Overcore Strain Gage Readings 7 Time Depth 1 2 3 4 5 6 7 8 9 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 I I I I I I I I I I I I I I I I I I I 1 I I I I I I I I I I I I I I I I I I I I I I ,I I I I I I I I I- II I!I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 I I I f I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I;I I I I I I I I I I I I I I I I I I I I I I I I 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I i 1;I 1 I I I I I I I I I I I I I f I 1 Remarks Geotechnical Engineers, Inc APPENDIX .B APPENDIX B MEASUREMENT OF MODULUS OF mNULAR 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.

7.8.9.10.11.Take initial gage readings until readings are stable.

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.

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

Reapply the maximum stress in 1000 psi increments.

Repeat the loading and unloading until results are consistent.

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:

0 GEOTECHNICAL ENGINEERS INC.

2 db2 P u=kR=(b2-d2)E whe re : u = diametrd deformation k = instrument calibration R = instrument reading d = I.D. of core b = 0. D. of core P = external pressure E = rock modulus APPENDIX B 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 FEPORT 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 TABLE OF CONTENTS

1.0 INTRODUCTION

1.1 Purpose

1.2 Scope 2.0 BORING AND TEST PIT DATA

2.1 Table

and Figures

2.2 Boring

and Test Pit Logs Page No.1 1 1 3 3 3 TABLEI-Summary of Boring Data FIGURES -G-Series Borings; Plan of Boring Locations, Fig. 1 Grain Size Curve, Test Pit-loo, TP Sample, Fig. 2 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.Water and Oil Tanks At Fire Pump House

- One boring was made at the center of the fuel oil 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.Settling 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.

.- 2.0 BORING AND TEST PIT DATA

2.1 Table

and Figures 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 locations 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 II.

TABLES TABLE I SURIRIARY OF BORING D.ATA Boring No.

G-l 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 As-bored Cool-d.29,690K 78,370E 21,380N 78,900E 21,717N 78,949E 21,571N 78,992E 20,9G9N 79,525E 20,949N 79,349E 20,932N 79,175E 21,006N 79,107E 20,123s 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 Depth to Top of Till TOP of Bedrock ft ft 8.0--5.0--28.0--19.0--9.0 9.7"10.8 19.5*11.5 23.2"10.5 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

i/l j O'10000'""'.Ri".r""..."2/j""

2l,OOON"-.....,6*.'PUBLIC SERVICE COMPANY OF NEW HAMPSHIRE SEA8ROOl<STATION UfHTED!:NGINHRS 6 eONSTAueTORS OEOTECH NICAL ENGINEERS.

INC.SEABROQI(STATION SITE TOPOGRAP,,",V AND PLOT PLAN PLAN OF lORING L.OCATIONS OCT.17,1174 FIG..IG-SERIES 80ftl"05 1 Lab. 4-3, rev. 0 28 May 74 U.S. STANDARD SIEVE OPENING IN INCHES U.S. STANDARD SIEVE NUMBERS HYDROMETER 70 100 140 200 10 20 ll//ll I I I I w IllIll I I I 60 5 ,,I!,, I I I I IO-! !I!!!JY I j/I /lit I!.9 I s"o0 I/i 1 100 50 10 5 Sl:E Mld.i:TERS 0.1 0.05 0.01 0.005 00: GRAIN I COBI)lES GRAVEL 1 SAND COARSE I llNE 1 COARSE 1 MEDIUM I SILT OR CL A Y',NE 0'0 00 I Yankee Atomic Electric Co.

Geotechnical Engineers, Inc.

Winchester, Massachusetts Seabrook Station Project 7286 GRAIN SIZE CURVE TEST PIT #lOO TP - SAMPLE Oct. 1974 Fig. 2 APPENDIX I BORING NO. G-1--Ground Elevation

+17.3 ft Depth to Waler Level: clcpth at ground elcv. 0700; 10/l/74 pg.- -1 of 1 Proj. No. : 7286 Date: Sent. 30. 1974 Described by:

W. Pitt Nuniber Sample Depth of NO.ft BIOWS Description per G"S-l 0. O-1.0 l-2 Black, soft PEAT and organic SILT; highly decomposed S-1A 1. O-2.0 6-14 Gray-brown, gravelly, sandy, slightly organic SILT, contains subangular gravel up to 35 mm in size.

s-2 3.0-5.0 1-l-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.

s-3 5.0-6.5 27-39 Similar to S-2.

57 Contains gravel up to 35 mm in size.

color change s-4 10.0-11.5 100/4" 140# 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 54 140# hammer Similar to S-4 100/4"12 /2"40 300# hammer Casing refusal at 16.5 Bottom of I3orchole End of Exploration BORING NO.

G-2 Ground Elevation

+15.9 ft Depth to Water Level: -5.1' measured at 0715, lo/2174 P&1 of 1 Proj. No. : 7286 Date: Oct. 1, 1974 Described by:

'V. Pitt Nu mbc r Sample Depth of No.it BIOWS Description per G"S-l 0. O-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/O"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 23 23 33 Light brown silty, gravelly, fine to coarse SAND widely graded,' resembles glacial till s-4 LO. O-11.5 57-100 140# hammer Gray brown

'rust brown slightly mottlec 33 300ti 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 Ground Elcv?ticn +9.4 ft Depth to Wstc!' Lc-.-VI:-2.1 measured at 0730, 10/2/74 Pi?-1 of 2--Pmj. No. : 7286 Date: Oct. 1, 1974'Dcscribccl by: W. Pitt S-l s-2 0.0-2.0 i/i.51 Brown grading to buff, soft, homogeneous SILT, trace 2/. 5'clay. Upper l-2" contains grass and shall=oot zone.3. O-5.0 10-20 Similar to S-l, 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 S-3A 7.0-8.0 22-32 Light brown, loose, silty fine SAND, trace clay Rust brown/buff medium dense, mottled SILT, little to trace clay.

Low plasticity.

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

Well-graded.S-6A 20. o-21.5 20-12 Light brown, gravelly, sandy CLAY. Contains gravel pieces up to 25 mm in size S-7 25-25.5 100/3"140# hammer Similar to S-6, very dense 50/2"300# hammer (Resembles glacial till) continued)

L' Q :T 1 I\ic;II:;.G-3 (Concluded)

Ground Elcveticn +9.4 ft Dcpt.5 ?o W'otor Lcy-cl:-2.1 measured at 0'730, 10/2/74 1% 'i of 2--Proj.No. : 7286 Date: Oct. 1, 1974 Dcscribcd by:

W. Pitt Nunibcr hmplc Dcp tl-l of NO.It l3lo\\'s Dcscriytion per G"S-8 30.0-31.5 25 25 58 Gray, very dense, silty fine SAND, some gravel up to 30 mm in size s-9 34'10". 100/O"140# hammer 20/O"300# hammer No recovery Casing refusal at 34'10"Bottom of Borehole End of Exploration BORING NO. G-4 19 Ground Elevation

+9. G ft Depth to Water Level: Not taken pg. 1 of 1--Proj.No. : 7286 Date: Oct. 2, 1974 Described by:

We Pitt Number Sample Depth of No.ft.Blows Description per 6"S-l 0. o-o. 5 1 Dark brown, fibrous PEAT and organic SILT S-lA 0.5-2. c. l-l-2 Light brown, fine sandy SILT 2 silty fine SAND s-2 3. o-5. c 6-10 Light brown/dark brown/rusty brown slightly mottled, 22-42 medium dense, silty, gravelly fine SAND. Contains gravel up to 35 mm in size.

s-3 6-7.5 100/5"140# hammer 3/l"Similar to S-Z, medium dense to dense 35-60 300# hammer 2 Large cobble cd 8.0 z L s-4 10.0-11.5 25-50 Similar to S-3, coarse to fine SAND CJ WI cn Q)57 Widely graded N.5 *-Q,,"s-5 15.0-16.2 100'0" 140# hammer Similar to S-4 ii,"42 EC 60 300# hammer obn 5 75 '3".J S-6 20-21 76-76 Gray, very dense, gravelly, silty coarse to fine SAND; little to trace clay. (Till)

Roller bit refusal at 22.5 Bottom of Borehole.-

End of Exploration BORING NO.

G-5 P6* 1 of 1--Proj. No. :

7286 D&e: Oct. 3, 1974 Ground Elevation

+7.8 ft Depth to ~'ater bL?vcf: Not taken Described by:

w. Bitt Number Sample Depth of No.ft Blows Description per G"Drove casing to 9.0' , where encountered strata change -casing refusal Split-spoon at 9.0

- 9.7 S-l 9.0-9.7 58-100/2" 140# hammer gray/brown slightly mottled, very 5/O"3OO# hammer dense silty, gravelly, SAND; little to to trace clay, (Till)

Roller bit refusal at 9. 7' Bedrock ?Bottom of Borehole End of Exploration BORLNG NO. G-G PG- -1 of 1 Proj. No.: 7286 l)at(l: Oct. 3, 1974 Ground Elevation

+8.2 ft Depth to Water Level: Not taken Described by:

,UPitt Number Sam pie Depth of No.ft Blows Description per G"Drove casing to refusal

- 9.0'Roller bitted to 10.8'

- strata change Split-spoon attempt at 10. 8' S-l 10.8-12.3 57 140# hammer gray, very dense, sandy, gravelly 100/4"SILT, trace to little clay. (Till) 8 /2"30 300H hammer Roller bit refusal at 19.5' Bbttom of Borehole End of Exploration c-b CEOTECtINlChL IX'JGIKI~:I~I~~-I:!Ground Elevation.~~

~~+7.2 ft Depth to Water Level:~~

~~Not Taken pg. 1 of 1.- -Proj. No. :~~

~~7286 Date: -10.4 Described by:~~

~~W. Pitt I Number Sample Depth of No.ft Blows Description per 6"S-l o.o-1.0 l-4 Brown-black soft PEAT and organic SILT, highly decomposed, root mass throughout.~~

~~-S-1A l.O-6-6 Gray-dark brown mottled, loose fine to medium SAND, 2.0 little to trace silt.~~

~~COLORCHANGE--- ------~~

s-2 5.0--12-21-Gray, slightly micaceous, similar to S-1A.6.5 28 s-3 10. o-10.9 5-100/5" 140# hammer. Gray, homogeneous CLAY 10/O"300# Hammer. High plasticity Bottom of hole Roller bitted 1" - refusal.Bedrock or large boulder.
End of exploration.
h 1.0'DI:SCI1II'I'lON OF EXI'LOUATOI<Y TEST I'ITS Tcsl Pit#loo Ground Elev. :
+9.6 Location tp adjacent to DII-G-4 Depth to Water: Not encountered Date Coord. 21, S72N - 78,993E October 3, 1974 Project 7286 Depth rt Soil Dcscriplion O-1.0 Black-brown fibrous PEAT and organic SILT 1.0 9 TP Sample - light brown-yellow brown, loose, silty fine SAND, cobbles
>3" found. throughout.
Test pit was hand dug to a depth of approximately 2 ft APPENDIX 2, Atierican Drilling
& Dorihg Co., Inc.
SHEET 1 0~2 100 WATER STREET EAST PROVIDENCE, R.
I.TO Yan!tcc ;itonic Electric Co.
ADDRESS!~!cstbo~-o.
KIFS .PROTECT NEMO C i r cu I 3 1: i n :!LOCA~lON______ ;~~r-~~!c~
I Senhrnoi: ( I., ., 17 1'.REPORTSENTTOL'iStrl~r!tio;!
3s per s,?t?Ci '~~I'&)oJ NO 7?1;<SAMPLES SENT TO I, 0 ,? 7 DATE C-1 HOLE NO.LINE 8 STA.
OFFSET SURF. ELEV.
-I very dense moist hard.1 GROUND SURFACE TO 16'UsED ii;: 'LOCATION OF BORING:
A I I I I I I jtrolo Chonge El?V-__i'9'16.5'&SING: SOIL IDENTIFICATION Remarks mclude color,grodatton, Type of sod etc. Goch-color,?ype, condltlon, hord-ness, Drlllmg time, seams ond etc.._ _ .-.- .-...Leiwcs,r00l:
matter,sendy
\ Silt (muddy)SAMPLE No-Brown fine SAm,some s ilt trace coarse sand 6 fine to coarse Brave1;ray clayey SILT,little fine to medium sand 6 fine to coarse gravel (TILL) 5 1s '1"'Bottom of Boring
- 16.5' *Sompte Type 9 O-Dry C:Cored W-washed UP: Undislurbed Ptslon TP= Test Ptt A:duger V=Vone Test UT= Undisturbed Thmwoll ProportIons Used 14Oltl wt.x 30-10 trace 0 tolo%Cohesmnless Density little 10l020o/c O-IO Loose 201035%IO-30 Med. Dense some 35lO50% , 30-50 Dense Ond 50 + Very Dense.I'HEN sonrJll?d to 16.5'on 2"O 0. Sampler Cohesive Consisrency o-4 Soft 4-8 M/S1111 e-15 Sllff l5--4n V--tat
~~SUMMARY~~
~~1 American Drilling~~
~~& Boring Co., Inc.~~
~~OO WATER STREET EAST PROVIDENCE, R.~~
1.TO YnnkpP ;\toFic Elpctric Co-h'PFIOJECT NAMECircul.ltine ii9tcr Systcz: 1 ADDRESS Vestboro, binss.LOCATION Scabrook, N .H .REPORi SENT TO 9istribution as per Sncci;ic;~t'~~~~,~~, I 72.56 EKES SENTTO i)elivcrcd to Gcotcch fit Si i i'O"RJOBNO.4-65+SHEET l OF1 DATE HCiE NO. G-2 LINE 8 STA.I *OFFSET I SURF. ELEV.I Dote Tlmr GROUND WATER OBSERVATIONS CASING SAMPLER CORE BARR.0 II 4'ofteAL Hours START 10/l/74 -Type NJ s/s--COMPLETE "- g., Sue I.D.3 II l-3 IS" TOTAL HRS.
--U ofter-Hours 300" Hammer Wt.
-] !, O:'?2!&"30'I BIT BORK)R$;REMAN
\ , ' l
~~1 "'I SOIL; ENGR.,. .bitt ROllC?Hammer Foil - - ~LOCATION OF BORING:~~
-I Cnlinn I Somale 1 Tvoe 1 Blows per 6"Moisture Sampler Density E---...~on k BlOWS DCp-ihs bi per TO I or fool From- To Somp!e From.O-Gl'. 6-12 F 4 2 45 I I I 1-I!I I I.I I I I I I GROUND SURFACE TO 17'~"USED h:\;: lrolo honge El-v-.L --1'4'14.5 q SOIL IDENTIFICATION Remorks vxzlude color,grodoflon, Type of SAMPLE 5011 elc Rock-color,type,condlhon, hord- *ness, Drlliing tme, seams and etc.No. Pen Re:
--__ - .-_- .-.--Sanlv SILT (Tonsoil) 1 24' 7 i 3ro

m fine SXhD, trace fine gravel, trace of 2 18'1 Eoulders I 3rown fine silty SAP.?),some f coarse sand & fine-coarse I gravel,trace Boulders , (Refusal cas.-12'6"-drilled w/roller bit to 14'6")
Bottom of Boring
- 14.5'\SING: THEN iLoller hit to 14.5' 8 Sample Type 0:Dry C=Cored W=Woshed UP: Undaturbed Patton TP= Test Ptt A=Auger V:Vone Test UT= Undisturbed Thinwoll ProportIons Used 140lb Wt. x 3O"foll on 2'*0 0: Sampler trace 0 tolO%liltlt IO to20%Cohfp;less LDens;ly 1 Cohe_sivt Co;st:tency--
IO-30 Med. Dense some 201035% 3o-5o 35to50% , Dense ond 50 + Very Dense u-4 4-B M/Sliff 0-15.";:f, 15-30 V-5liff so+ "";;oEt; zL A Americm Drilling Sr Boring Co., Inc.
100 WATER STREET EAST PROVIDENCE, R I ADDRESS~:cstboro, blnss.LOCATlgN ScJbrook, 1F.11.i I c;'L ti;c I%OJ NO j 2 8 r;OUR JOBNO fl-@z5-SHEET 1 OF'DATE HOLE NO. c-3 LINE 6 STA.OFFSET SURF. ELEV.
I f .GROUNO WATER OOSERVATIONS oore Time CASING SAMPLER CORE BAR.PJ-START 10/l/74 ofler -Hours Fly,: s/s apr Type____ ~3"I.-3/E?"COMPLETE 10/2/74 j::;.Sac I 0.TOTAL HRS.
At after-Hours Hemmer Wl-no-.= - -1.: 0 -'2 4 11 30)"BIT BORING FmEMAN l:.P.l.Icil INSPECTOR.!.z :I tiommer Foil~ ___SOILS ENGR, LOCATION OF BORING
---r 1 Coslng 1 Sample Moisture Blows 1 1 Tbpe 1 f3ows per 6"Depths 1 of 1 on Sampler 1 Oenslty per 1 From- TO knmni,Usr To Or-s I1 wet I I soft'$wet 7;1 ljl-jjt 1)2 3 3 ncd iurr 25 4 stiff , I 17 1!!1 stiff c -I 45 25'-2j.5'D 100 50[wet L 30 4140) (300)very/I 5!!dense 7c I 1 44 30'-3l.j'D 2.5 25 1 58"1, !-I I .GROUND SURFACE TO J4'LU'"SED . ..'. ':ASING: THEN:.erusa/--SIrala Chonge El%'6'7'9'28'=T Brown SILT El9 2 24 18 L I I Brn.fine si 1 tv S!'i?3)Len3 3+&12' 17'Brown silty CIJkY Gray CLAY 1 Grav ck?VFL (fractures) f 6" 6'tiroTln sandy CL?Y:a 18' 12 i Brawn silty sandy GRAVEL l-+-t , Gray silty f ine-med fine SAND,little I ium gravel S 18'r, 1 i- B - - -. - - ;I I I Bottom of Boring
- 34'10"Refusal t i i Soniple Type D:Dry C=Cored W=Woshed UP: Undisturbed Plslon TP= Test PII A-Auger V-Vone Test I UT= Undisturbed Thinwoll s Proporhons Used 14GlbWl.x 30"f0l1 on 2"0.D.
Sampler lroce 0 tolo?&CohesIonless Denstly Cohesrve Consistency little IO !020%O-IO Loose o-4 Soft 201035'/c IO-30 Med. Dense some 4-8 M/Slifl 351050%30-50 Dense e-15 ond srlf f Xl+ Very Dense 15-30 V-Sllff American Drilling
& Boring Co., Inc.
100 WATER STREET EAST PROVIDENCE, R.
1.TO Yankee Atomic Electric Co.I ADDRESS Uestboro, hss.A PROJECT NAME Cj rc:ill,?tinry I-:?ter SV$::C~----LOCATION Se.-ihronl:, hi .11.TG-rl:,l!~~,[:inll
!s 1>cr S*-eci 1.; L,

: REPORTSENTTO
~~?46 SAMPLES SENT TO~~
'Jclivcrcc:
to Grotrc!~ .:t sj ti, 4-!X', SHEET l OFL DATE HDLENO. G-4 LINE 8 STA.
OFFSET SURF. ELEV.-I Dora Tlmr 7n I? f-71.0 I--P"GRWND WATER OBSERVATIONS CASING SAMPLER CORE BAR s_ 1'6"after-23 Hours START 111, L, 19 ;-Type h%'--COMPLETE "3 I, Size I D.TOTAL HRS.-I ofler-Hours Hommer W( -300,;-: BIT FqTR$&;F?Eh4
-g::: I I AN ,.h.;;o,.:cr 1'> I, ' '3C". ..d. -1. V. I Hommer Foil - - -SOILS ENGR.LOCATION OF BORING:
--. 1 Casmg I Sample 1 Type Blows per 6" Moisture I, 1-i:! ')15'-]ca2' !: -'?( j L:', 60 "',I;< / j"(3??)GROUND SURFACE TO fO 'UsED ;;i;4SING: ,trota:honge Elev-_--1 I 4'19'22.5'SOIL IDENTIFICATION Remorks mclude color,grodat~on, Type of so11 etc Rock-color,tyCe,condlllon, hard-ness, Drllllng INme, seams ond elc- ---..- - - -('ionsoi.l
)Crown SILT SAMPLE Brown fine sandy SILT Brown fine SAND,some coarse sand & fine-coarse gravel trace of silt Gray silty SAND,somc fine to coarse gravel Bottom of Soring - 22.5'Refusal- Roller Bit Sample Type D:Dry C=Cored W-Washed UP= Undisturbed
@ston TPr Test PIN A=Auger V-Vane Test Uf=Undisturbed Thinvolt Proportions Used l40lb Wt.x 30"foll on 2"O.D. Somplcr tmce 0 lOlO%CohesIonless Density Cohesive Consistency little o-4 Soft some 4-8 M/Stiff 8-15 Stiff ona 35to!50% , 50 + Very Dense 15-30 V-Stiff American Orilhg & USing Go., Inc.
100 WATER STREET EAST PROVIDENCE, R.
I TO Yankee Atonic Electric Co----A-PROJECT NAME Circtilzti ny-'_I-'3tcr S::,ctcli~~~~~~~~~~~~
l;i.s;r-il~:~tio:j 3s pc.- ",;CC~ .r;lt.--I-SAMPLES SENTTO IJ~li-.~r:i-cc!
I:[) Crotrci;.;?-
GROUND WATER OBSERVATIONS Dote Time CASING SAMPLER CORE BAR *1Ol(I/74 -am At-after ___Hours iZ,!s IS START Type--I, ~& --$Q -COMPLETE "-pm g :E Size I D.TOTAL HRS.
Al ofter-Hours ticnmer Wt 3f "-T-BIT BORlffi FCMEMAN v*' : ""'INSPECTOR. . A '- -Hummer FOII ,-I ___ ~SOILS ENGR.
LOCATION OF BORING' I Cosmg Sample Tw Blcws per 6"Moisture ii Blows Depths ii per Density From- To or loot_____ _-,- ./z-2 CO~_sl~~~_
1 wet ve 1-y dense L I I Sample Type D-Dry C=Cored *W=Woshed UP: Undaturbed Paton I TP= Test Pat AlAuger V=Vone Tesl UT-Undisturbed Thinwoll ,n,.,., ,.**e. . . . ..C.l , Proportions Used trace oroioo/~little IO lO20%some 20?035?'c ona 351050%Sfroto 3honge Elev 0'3'8"ASING: Casing Refusal 0 9'Top of TILL 9'
- sampled 1 I I THEN!<elUSil 1 i:/rollcr bit 1 140lb Wt.x 3O"foll on 2"O 0. Somp\er Cohesmless Density coheswe Conststency O-IO Loose IO- 30 Med. Dense 30-50 Dense Xl+ Very Dense 15-30 V-Stiff n h meman Urlllrng 1sr Uoring Co., Inc.
100 WATER STREET EAST PROVIDENCE, R.
I.10 Yankee :\tomic Electric Co.
I ADDRESS!?esthoro.
I+ISS.PROTECT NAME Circ:Ildtine
\,:r;ter S:~stcc?LOCAT,ON Sezbroo!;, I? .I!.REpORTSENTTO:!iStrib~!ti@n 3s 1'rr .$yai ff'c::L i pROJ,NO, 71C6 SI\,,,pLES SENTTO i?e,l i-'(?r!?('
tC-t ('coL-?ch.~:
,': i'-"OUR JOB NO.
5 - "GROUND WATER OBSERVATIONS ru ofter- Hours Al ofter-Hours SHEET *OFL DATE HOLE NO.G-6 LINE 8 STA.OFFSET SURF. ELEV.
Dots Time START-1.0/4/74 0 :I- OrI Type Sue I.D.s IS"-izn" -COMPLETE .gi TOTAL HRS.
Hammer Wt.
300.'120-i -BIT BORING FOREMAN, ,K;.:;*cn 24"30"INSPECTOR t Hommer Foil - - ___SOILS ENGR.
LOCATION OF BORING:
CI Cosmg Sample Type Blows per 6" Moisture%Blows Depths Per Density From- To or foot_-_..1. 6 -12 .e, Cpry.~.s_t_
h 16 30 GROUND SURFACE TO 9'USED i;,l 'Sompk Type 0: Dry C scored W=Woshed UP: Undaturbed Piston TP=Test Pit A-Auper V=Vone Test UT=Undis?urbed Thinwoll I I I iSING: THEN itoller bit to refusal (rock?)
Proport,ons Used 14Olb Wt. x 30"foll on 2*'0.0. Sompler
~~SUMMARY~~
trace 0 to10%I Cohesionless Density 1 Cohesive Consistency I Earth Bowq 19 ' 6",,.. . . . . . . . . .. . . . .--ilrolo Zhonge Elev--Q'19'6'Remorks mciude color,grodotlon, Type of ness, Drlillng t:me, seoms ond etc
_---__ __._-_ --.-.Casing Refusal
@ 9'Strata change
@ 9'9"(TILL)Gray fine SAA?),some fine to coarse gravel,little silt Bottom of Earing - 19'6"Refusal w/roller bit little IO to200~o O-IO Loose o-4 Soft some IO-30 Med.
Dense 201035~/~ 3o-5o 4-8 M/Stiff Dense ond 35 to50?/0 8-15 50 + Very Dense st,ff 15-30 V-Stiff Amcricarl Drilling Sr Boring Co., Inc.
100 WATER STREET EAST PROVIDEME, R I SHEET l Of1 DATE HOLE NO.c-7 LINE 8 STA.OFFSET SURF. ELE'.'., GROUND WATER OBSERVAT I ONS Dare Tlmr CASING SAMPLER CORE BAR.At-ofler ___HOU,rS START Type Al COMPLE 1 c 5"I- i'W"Pm We I.D.TOTAL HRS.after-- Hours 7--Hemmer Wt.I; -BORltS FOREMAN y-.' 1 :.e'l INSPECiOR..: 1' t't Horrmor Foil ~A ~SOiLS ENGR.LOCATION OF BCRING----GROUND SURFACE TO
'"SED ;,-I.:I WNC: Sample Type Proportions Used GOlb W1.x 3O"foll on 2"0.D.
Sampler D-Dry C=Cored W:'Hoshed trace 0t010%Coksmless Density Cohesive Consistency UP: Und&urbed Fkon hllle IO 1020%O-IO Loose TP: Teat PI? A-Auger V:Vonc Test some 201035% $13$ "e;e~~e ,,T-, G-.4,. . I ,TL. I I o-4 Soft 4-a M/S?lff e-15 C,lff 30+"oj giJ?f*j.- . _~lrclo Zncnge El%23'2 SOIL IDE~TIFICATlOtv Remorks tnclude color,grodo?lon, Type of so11 elc Fiock-color,?yCe,condl,lon, hord-ness, Drliimg time, seams ond etc-- - _-.-_.----
Casing Refusal 0 10'Strata Change (TILL) /;, 11'6 SAMPLE No Pen Ret EE Gray fine SAFD,some fine t9 coarse graYel,litrle silt Bottom of Boring
- 23'2" Roller Bit Refusal American Drilling Br Boring Co., Inc.
100 WATER STREET EAST PROVIDENC,E, R. I.TO Yankee .itmic Clcctri c I ADDRESS i.'Pstboro.
Tlnss.PROJ~CTNAME Circrll.7t.i nc !.3tcr Svst.03-- LOCATION Se?broc!:, ?!.lT.REPORTSENTTd)iS~:r:!~lltjO'l Xc Cm- SxCCiFi'::
'-.iq,,ROJ.No, 7 ? c 1: SHEET 1 OfL DATE HOLE NO. c-8 LINE 8 STA.OFFSET-- -SAMPLES SENT TO I? c I i 7: e r c d to (:po!:cc':l
.:::. 7 :: 4 OUR JOBNO. !I-"I SURF. ELEV.
-1 DOfO GROUND WATER OBSERVATIONS Tim8 CASING SAMPLER CORE BAR M START lOi -0.m , otter -Hours Type 3: s/s----COMPLETE "- Pm 7"8%!C...n I n Al otter-HOUl a L-."1 nommef wt. __v- . .^ - . .1-2 f.y"TOTAL HRS.wr , ,uc 8 Y. ,.,_ ~ L --Ann '.1/.n: BIT BORIW FOREMAN '-. ' 7 ' r"'INSPECTOR/ ,++-Hammer Foil -/i ~;r,"SOiLS E1;GR.-.l'j'6"-12 I 3 17 1, 24 wet dense LOCATION OF BORING 1 I Somplc Type I Proportions Used 0: Dry C-Cored W=Woshed trace 0 IOlO%UP- Und~slurbcd Piston I little IO 1020%TP=Test PIN A=Aupcr V=Vone Test 5OmC 201035?~UTr t IrulWst~d Thbvotl n-4 3-e. 4w?trot0:honge Elev.\SING: Zasing Refusal @ 10'6" EE Zray fine SAKD,some fine to coarse gravel,little silt: BE I I I I I Bottom of Boring
- 13'Roller Bit Refusal I I I THE~O~~PI-bit refusal 14Olb Wt.r 30"fo Cohestonlesr Density O-IO Loose IO-30 Med. Dense III on 2"O.O. Sampler Cohesive consistency o-4 Soft 4-8 M/Stiff ,tp5, (, Shfl-. ,, SOIL IDENTIFICATION Remorks include color.orodot~on.
Tvoe of SAMPLE j solI etc Flock-color,ty~e,condltaon,t%d-
-1 ness, Dnlilng time, seoms ond etc No Pen Ret '--- ~.I 29-p Dense\tr... h,.-. .
American Drilling
& Boring Co., Inc.
100 WATER STREET EAST PROVIDENCE, R I.e TO Yanltcc:'.tonic Electric PROJECT NAM$irculati!lr
!!atrr Systcn I ADDRESS l..'es thoro, prass.LOCATION Sen5roo!:, X.!i.REPORT SENT Td'istri!?!l:ix:Is
!?r s !v?ci fi c: t i SAMPLES SENT TO deli-:rrrd to C:cotccn.nt rim 411 4 GROUND WATER OBSERVATIONS CASING SAMPLER CORE BAR.MB 2'after 1/4 Hours I Type hT!,'-'??.I.-- -PI 3"SIzeI D - - -of ter-Hours ilc,mmer Wt.300?BIT?!1"Homner Foil -- ~ ~,' ; ;.LOCATION OF BORING:
I 1 10 ' ;'I- 15 ' I: 'c 3 ':I].;/I-T-I I--Prooorhons Used trace 0 lOlO%htfle IO ?020?4~some 2Oto35o/c._, 7-*-rc)n, SHEET 1 OFA DATE HOLE NO. '-3 LINE 8 STA.OFFSET SURF. ELEV.
Dora limo START COMPLETE TOTAL HRS.. .BORING FOREMAN
,;'+Lcn j lNsEmoR.FI l-1 I SOILS ENGR.s c itrota:hange El!%10'6 25 ' 6'c I GROUND SURFACE TO 10 lb"USED ::' "CASING: I Somdle Type'D:Ory C=Cored W=Vvashed I UP- Undisturbed Rston TP=Tcni Pat A-Auger V:Vone Test ,,T-tt-e....c,.A TC.. cl 1 OVERBURDEN El%Gray QUARTZ DIOXITE Bottom of Boring
- 25'6"cored 15'..I I I I'HEN Cored I 140lb Wt.x 3O"foII on 2"O 0. Sampler CohesIonless Density Cohesive Conscstency G-IO Loose o-4 Soft IO-30 Med. Dense 4-8 M/Stiff 30-50 De_nse 8-15 Shff ,.... .,, 30+H0$9; 1 American Drilling 81 Boring Co., Inc.
SHEET l OF1 Idi, WA,TER STREET EAST PROVIDENCE, R. I.
DATE HOLE NO.c- 10 TO Yankee i,toric Electric 1 ADDRESS%?stb0t0. I-13.5s.-PROJECT NA&irculct in? i*Jdtcr Svstcs LOCATION Se;:hroo'<.
~~!.I!.LINE 6 STA.~~~o~~S~~f~~i)istrihution~~
~~).T rcr Sr~cificr.t;'p(tOJ,N~~~
I 7:!or,'OFFSET SAMPLES SENTTOIJcliT:cter!
t0 ~COtec!l.3t Si tc OUR JOBNO, la-p?SURF. ELEV.I GROUND WATER OBSERVATIONS Dots CASING SAMPLER CORE BAR.GFI 74 a /AA START oftel-HOWS;:m" *Type hV::'a 7-Tpy7!r, ---3 I, COMPLETE gz., 5reI.D. ___ - -TOTAL HRS..Ac of ler-Hours Hommer Wt.
300:;1: .I', llc!l N"BIT B(,R,w FmEMAN c INSPECTOR\..L 1;;: I Hommer Foil i T L - ___SOiLS ENGR.b 4 LOCATION OF BORING' I 7'I I 7'-12'c 3-j ::in/FF' Cl 60' GO"1 I I 22'l-+-H I , Bottan ofboring- 22' I I 1 t I I I I !I=l-Sfroto SOIL IDEtiTIFICATION Zhonge Remorks Include color,grodoi1on, Type of SAMPLE SOlI etc FiOCk-COlOr,ty@e,condillon, hord-Elev ness. Orllllna ! Ime. seoms ond etc OVERBURDEN Gray DIORITE
. .GROUND SURFACE TO
/ 'Somplc Typt D-Dry C=Cored W=Woshed UP: Undaturbed Ptston TP= Test PIN A=Auger V=Vone Test UT=Unrti~twtwd Thinwnll UsED ;i'.'"CASING: c;orcd to 2'1'1 THEN ProportIons Used 140lb W1.x 30"foil on 2"0.D.
Sampler
~~SUMMARY~~
~~trace 0 fOlOO/~CohesIonless Density Cohesive Consistency little 10 to20%O-IO Loose o-4 Soft 30 + Hord some 201035~/! g13$ MeEep,:se 4-B M/Shff~~~~o~~~ 4 w-s'n-d wtn*no/B-15 Stiff=n , 'I.....~~
h ..-.-,r .cI . . -, ,, ml F bJn c,7n '
American Drilling & Boring Co., Inc.
I SHEET 1 Of1 100 WATER STREET EAST PROVIDENCE, R I.1 DATE- .-Yankee lltolic Elcctri c i:OJECT NAM& *1,---- ADDRESS
-lrculntinf Kntcr Svstcv--_--.L --- -- LOCATlflN ~Sr!nbroo!,:T
!;.I:.REPORTSENTT~J~~~~U~~~~~~I~
c~s-ps: Sleci'i~nti r,lUJ,hiU__SAMPLES SENT TO Dcli\~cycti to (:cotech.st C'itl-, OURJOBNO, I lb-95:estboro, F'7ss.I HOLE NO.Ii- 1 L LINE B STA.--..-I IS-- ^ . .^77.0.,>IOFFSET 'CIIRF FI Fu IV... L&\-I.GROUND WATER OBSERVAT I ONS CASING SAMPLER CORE BAR.START 0.1 m At-ofler-Hours Type m?I:!?: II-pm, a*---II COMPLETE gili.;Sue I D.3'.TOTAL HRS.I--At of ter-Hours Hemmer Wt 300':~ -, Homner Frill 2G" -et?sows FOREMAN i:.~.Jlc[~
c; i,-Y IMSPECFOR. ..I 1 I- - -.. ~ ____ ___SOILS ENGR.
LOCATION OF BORING' I jlrota Zhonge El%_E Coslng Sample Type Blows per 6"Moisture 5 Blows Depths of on Sampler 0 per From- To foot I I I I I I I I 16'L 1 1 , I I I 21'-26'1 C 1 4 lI.iin/!jt I I I 1 I 1 I I 1*I I I I 26'-31'IC 7 Xin/T t GROUND SURFACE TO 16 I USED f':: SOiL IDENTIFICATION Remorits Include color, gradotlon, Type of SAMPLE 1 SOli elc &oca-color, type, condltlon, hord--ness, Drllitng time, seoms ond etc No Pen Ret i--- --~.-__f OVERBURDEN Gray DIORITE Bottom of Boring - 31'1 Sample Tydc 'Proportions Used l4Cllb Wt. x 3O"foll on 2"0.D.Sampler>:Dry C=Cored W=Washed lroce 0l010~~Cohesloniess Dcnslty Cohesive ConsMency UP- Undlslurbed Prston liltle IO lO2O%J O-IO Loose o-4 Soft 30+TP- Test Ptt A=Auger V-Vane Test
'some 20!035'/c IO-30 Med. Dense 4-8 M/Stiff UT: 1 hr(i*?,tr~
B-4 Tlvn.un~l ,.S"-)c *rCnw p-50 Dense ,_8-15 Sllff\te, CI . . _-.. ..,,.
American Drilling
& Boring Co., Inc.
I SHEET ' OF'LOO WATER STREET EAST PROiDENCE, R I TO Yankee ia.torj c rlpctrj c I ADDRESS -I,!cstboro.
I4nss.PROJECT NAf,&ircu!
ati.nP i:;ltPr Z\'stCYI LOCATION Scnbrool:.
Y.11.REPORTSENTTd)j~trj!,l:ti~n
~~a5 ?CT :b*~rcj?jc~'~~
iQpdoJ NO-.-.----_.I 7 zp.,;GROUND WATER OBSERVATIONS 1 CASING SAMPLER CURE BAR.1 DATE HOLE NO.C-l:!LINE 8 STA.OFFSET M after 5lAtil- Hollrs Type NJ s IS Top of Ground
--- -COMPLETE:-3'E1"2-1::/1c~" TOTAL "RS.0": SIX I.D.41 ofter-Hours 8ORlr& FOREMAN!;. ',I Lc'1 Hommer Wt INSF'ECrOR , . : : !: Hommer Foil - - -SOILS ENGR.
LOCATIOh' OF BORING: 71 I"0._5-6 C)'!!J 1'21 28.wet::.dense GROUND SURFACE TO 10 'USED iit: Sample Type
&Dry C=Cored W=Woshed UP: Undisturbed Piston TP- Tesl Pit A=Auger V=Vonc Test UT- lJndis?urbed Thinwoll."..... ..,.. . . . . ..-., Proportions Used lroce Otolo~~little IO lOZO%some 20to35%ood 351050%itroto Ihonge Elf2.J 7 1 SOIL IDEFJTlFliATlON Remorks mclude color,grodotlon, Type of SAMPLE solI etc Fiock-color,lype,condlllon, hord- *ness, Drllhng ilme, seoms and elc No Pen Rer--- _- -- --..-.Bottom of Boring-11'ASING: t i i j THEN ilIE plea to 11'i 140lb Wt. I 30"foil on 2"O 0. Sampler Coheslonless Densbty Cohesive Consislency O-IO Loose o-4 Soft IO-30 Med.
Dense 4-8 M/Stiff 30-50 Dense 50+ Very Dense l:-!zo v %?f- -

ML091330406

Contents

Text

SUMMARY

1.1 Background

2.1 General

2.5 Computation

3.1 Calibrations

SUMMARY

1.1 Background

1.2 Purpose

1.3 Scope

2.1 General

2.5 Computation

3.1 Calibrations

SUMMARY

1.0 INTRODUCTION

1.1 Purpose

2.1 Table

2.2 Boring

1.0 INTRODUCTION

1.1 Purpose

1.2 Scope

2.1 Table

SUMMARY

SUMMARY

SUMMARY

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ML091330406

Text

SUMMARY

1.1 Background

2.1 General

2.5 Computation

3.1 Calibrations

SUMMARY

1.1 Background

1.2 Purpose

1.3 Scope

2.1 General

2.5 Computation

3.1 Calibrations

SUMMARY

1.0 INTRODUCTION

1.1 Purpose

2.1 Table

2.2 Boring

1.0 INTRODUCTION

1.1 Purpose

1.2 Scope

2.1 Table

SUMMARY

SUMMARY

SUMMARY

Navigation menu

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